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WQMP
a-a�w n N qu �w-),\o 9"L ON .,31,.,,.., 8b : _IIIIIIIIIIIIilliII=- tI Project Specific Preliminary Water Quality Management Plan For: The La Quinta Resort Hotel and Conference Center La Quinta, California DEVELOPMENT NO. DESIGN REVIEW NO. Prepared for: SPECIFIC PLAN AMENMENT NO. 6, PLANNING AREA 1 SITE DEVELOPMENT PERMIT NO. 08-909 Pyramid Project Management, LLC One Post Office Square, Suite 3100 Boston, MA 02109 Telephone: (617) 412 -2800 Prepared by: C7 The Altum Group Doug Franklin, P.E. 73 -255 El Paseo Drive, Suite 15 Palm Desert, CA 92260 Telephone: (760) 346 -4750 pcu o°� 033 WQMP Preparation /Revision Date: August 31, 2009 Cfl'T/gig - - - - -- resew -- - - - -- - SEP - 2 2009 City of La ®ulnta Planning Departrrent . Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 7909 Y Hotel and Conference Center OWNER'S CERTIFICATION This project - specific preliminary Water Quality Management Plan (WQMP) has been prepared for: Pyramid Project Management, LLC by The Altum Group for the project known as The La Quinta Resort, Specific Plan Amendment No. 6, Planning Area 1, Site Development Permit No. 08 -909 for the Hotel and Conference Center, which is located west of Eisenhower Drive and south of Avenida Fernando in the City of La Quinta. This preliminary WQMP is intended to comply with the requirements of the City of La Quinta, the requirements of the California Regional Water Quality Control Board MS -4 Permit for the Colorado River Region Basin, and the Conditions of Approval for SDP No. 08 -909 which will include the requirement for the preparation and implementation of a project - specific WQMP. The undersigned, while owning the property /project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up -to -date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. (� The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under the City of La Quinta Water Quality Ordinance (Municipal Code Section 8.70, Stormwater Management and Discharge Controls). If the undersigned transfers its 'interest in the subject property /project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. 1, the undersigned, certify under per►alty of_law_that_I_am, the_owner._of_the-p.r_ope.rty that_i.s the _ subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner's Signature Ken Hoeppner Owner's Printed Name Vice President Owner's Title /Position August 31, 2009 Date O Pyramid Project. Management, LLC One Post Office Square, Suite 3100 Boston, MA 02109 August 31, 2009 ATTEST Notary Signature Printed Name Title /Position Date a Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE FINAL PROJECT SPECIFIC WQMP ist 31, 2009 '.ft,�illhitewater River Region Preliminary IQNiP La Quinta Resort SP Amendment No. - 6; PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center Contents SECTION PAGE Contents........................................................................................................................ ............................... i I. Project Description .......................................................................................... ..............................1 H. Site Characterization ...................................................................................... ............................... 4 III. Pollutant ............................................................................................................ ............................... 5 IV. Hydrologic Conditions of Concern ............................................................... ............................... 6 V. Best Management Practices ........................................................................... ...... .......................... 7 V.1 SITE DESIGN AND TREATMENT CONTROL BMPS ................................ ............................... 7 V. 1.A SITE DESIGN BMPS ................................................................... ............................... 9 V. 1.B TREATMENT CONTROL BMPS ................................................... ............................... 9 V. LC MEASUREABLE GOAL SUMMARY .............................................. ............................... 9 V.2 SOURCE CONTROL BMPS .................................................................. ............................... 10 V.3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES ...................... ............................... 13 VA REGIONALLY -BASED TREATMENT CONTROL BMPS 13 OTABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 5 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT REMOVAL EFFICIENCY"' 8 TABLE 7. SOURCE CONTROL BM Ps 10 APPENDICES. j B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP _-F. SITE DESIGN- AND TREATMENT. CONTROL. B .MP__S.IZIN.G_CALCULATI.ONS_AND DESI.GN..DETAILS_ 1 ' O Vlu" SOT August 31, 2009 Mw Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center I. Project Description Project Owner: Pyramid Project Management, LLC One Post Office Square, Suite 3100 Boston, MA 02109 Telephone: (617) 412 -2800 WQMP Preparer: The Altum Group 73 -255 El Paseo Drive, Suite 15 Palm Desert, CA 92260 Telephone: (760) 346 -4750 Project Site Address Planning Areal Community Name/ Development Name: APN Number(s): Thomas Bros. Map: Project Watershed: Sub - watershed: Project Site Size: _— The project is located at the westerly end of the La Quinta Resort main entry drive, west of .Eisenhower and south -of Avenida Fernando, in the City of La Quinta, County of Riverside, California. .1Z so La Quinta Resort and Club ,, V" s!°� 658 - 190 -011 1W Riverside Co. Pg. 849 Sec E -5, 2006 Edition / Whitewater River La Quinta Resort Channel /La Quinta Evacuati,dn Channel The redevelopment area for the Phase SDP is approx. 010 acres (Parcel 1 of TPM 36056); Pervious /Impervious: Of the redevelopment area, approx.1114 '%W'% a 4 J will be pervious and go-0% 9.0 acres will, be impervious, simi ar to the pre - development conditions. The Phase I SDP area that is tributary to the underground retention basin is 14..1 acres. The total tributary area will. increase to 15.4 acres when Ph II is included. The basin will 7�dr fv be sized for both phases. p �` Standard industrial Classification' (SIC) Code: 7011 - Hotels and Motels (including resort hotels);,581 - Eating and Drinking Places; and 59;- Miscellaneous Retail J Formation of Home Owners Association (HOA) or Property Owners Association (POA)- Y N N �dPJr'� August 31, 2009 0 1 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center �J Additional Permits /Approvals required for the Project: AGENCY Permit required State Department of Fish and Game, 1601 Streambed Alteration Agreement Y ❑ N® State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Certification Y ❑ N® US Army Corps of Engineers, CWA Section 404 permit Y ❑ NE US Fish and Wildlife, Endangered Species Act Section 7 biological opinion Y ❑ N® Other (please list in the space below as required) Project Description: The La Quinta Resort is a landmark destination resort located in the City of La Quinta. A Specific Plan Amendment (No. 6) is currently being processed through the City for entitlement approval. This amendment is for the Phase 1 area and includes the following: Grove Units, Pool Condos, a new Wellness Center, Hotel, Hotel and Conference Center, and Golf Villas. A site development permit (SDP 08 -909) is being processed concurrently for the Hotel and Conference Center. This preliminary WQMP is being prepared to accompany the SDP through the entitlement process. The Hotel and Conference Center renovation is approximately 10.4 acres and consists of a conference center, hotel, restaurants, retail, parking garage, auto court, courtyards, fountains, pools and landscaping. The project is located west of Eisenhower Drive and south of Avenida Fernando, Access to the site is from Avenida - Fernando and the main entry - drive off -of Eisenhower-. - The -site is- currently .^ developed as hotel /conference /villas and drains from the northwest to the south as 'W� 1 The site is not subject to offsite storm flows, which a olle ccted and conveye by the golf course to the north and west of the site to the go course lake system. The offsite flows within the project will be collected via a oil ion system and conveyed to an underground retention basin near the propose Auto Cou The emergency overflow is consistent with the existing design and will be conveye eas and along the main entry drive (or the drive aisle to the north) to Eisenhower Drive. The storm flows in Eisenhower are conveyed via surface flow to a low point (where Eisenhower crosses the golf course) where they are collected in catch basins and piped to the adjacent golf course lake. Uk..,o rc- o S •, ?kc-- ! During the on- oin o era ' e project, materials will be delivered at the hotel /conference !_- uc docks shown on the site plan in Appendix, B. Storage of materials will occur at ese dditional information about these storage materials will be provided .in the m a xpected pollutants to be generated by the project during construction include, sediment and turbidity, nutrients, organic compounds, trash and debris, oxygen demanding substances, oil and grease, pesticides and metals. August 31, 2009 2 143 'Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 i Site Development. Permit No. 08 -909 Hotel and Conference Center CA '66UAAP Appendix A of thi roject- specifc WQMrwill include a. complete copy of the final Conditions of Approval. Appel, dix B of this project- specific WQMP includes: a. 6Site Map identifying the project site and surrounding planning areas in sufficient llow he project site to be plotted on Permittee base mapping; and b. n r the project. The Site Plan included as partof Appendix B depicts the roject features: ■ Location and identification of all structural BMPs, including Treatment Control BMPs. 00w Landscaped areas. LPaved 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. It 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 0 ' clearly differentiated. �� �� �,�„ i • Location(s) of Receiving Waters to which the project directly or indirectly discharges. Location of points where onsite (or tributary offsite) flows exit the property /project site. ■ Proposed drainage area boundaries, including tributary offsite areas, for each _ - location _where ,flows exit _the _Drop erty. /project.site. -- Each. tributary acea should be clearly denoted. ' ■ Pre- and post- project topography. Appendix I (included in final WQMP) is a one page form that summarizes pertinent information relative to this project- specific WQMP. August 31, 2009 3 0 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center II. Site Characterization Land Use Designation or Zoning: CT Tourist Commerical Current Property Use: Proposed Property Use: Availability of Soils Report: Phase 1 Site Assessment Hotel, Conference Center, Retail same Y ® N ❑ Note: A soils report BMPs are utilized. Attach report in Y Z N ❑ Note: If prepared, attached remediation summary and use restrictions in Appendix H. Receivina Waters for Urban Runoff from Site Receiving Waters 303(d) List Impairments Designated Beneficial Proximity to RARE Uses . Beneficial Use La Quinta Resort None FRSH, GWR, REC 2, Not Designated as Channel WILD RARE 0.5 miles La Quinta None FRSH, GWR, REC 2, Not Designated as Evacuation. Channel. _ _. _ ._. __ _ ___ WILD - - RARE 1.5 miles None J MUN, AGR, GWR, REC Not Designated as Whitewater River 1, REC 2, WARM, RARE (4.0 miles) COLD, WILD, POW Coachella Valley Pathogens, Toxaphen FRS H, REC 1, REC 2, Designated as Storm Drain WARM, WILD, RARE RARE 10.5 miles Nutrients, Salinity, AQUA, IND, REC 1, Designated as Salton Sea Selenium REC 2, WARM, WILD, RARE (27.5 miles) -2 RARE p7 1Z I� August 31, 2009 5 CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD COLORADO RIVER BASIN REGION RESOLUTION NO. R7- 20.09 -0014 PROPOSED REVISIONS TO THE 303(d) LIST OF IMPAIRED WATER BODIES AND PREPARATION OF THE . . 2008 INTEGRATED REPORT FOR THE COLORADO RIVER BASIN REGION. WHEREAS, 1. The Water Quality Control Plan (Basin Plan) for the Colorado -River Basin for the Regional Water Quality Control Board (Regional Board) contains. the Regional Board's water quality standards, which consist of designated beneficial uses, water quality objectives necessary to protect those uses, and state and federal.water quality control policies. 2. .Section 305(b) of the federal Clean Water AcY,(CWA) requires each State to monitor, assess and report on the quality of its waters relative to the designated beneficial uses. 3. Section 303(d) of the CWA requires the State to identify surface waters that do not meet applicable water quality standards even after application of certain technology -based controls. . 4. Every two years, the State of California is required by CWA section 303(d) and Title 40 Code of Federal Regulations (CFR) section 130.7 to develop and. submit. to the U.S. Environmental Protection Agency (USEPA) for approval a list of polluted waters or water quality limited (or impaired) segments (distinct portions of rivers, streams, lakes, ocean waters, etc.): 'This list is commonly referred to as the "303(d) List" or the "List of Impaired Waters." ' 5. The 303(d) List rnust.also include a description of the pollutants causing impairment and pnonty � ranking of those impaired waters for the purposes of development of Total Maximum Daily Loads (TMDLs). 6: The Regional Board's 303(d) List is. reviewed and updated as necessary and is subject to the approval of tl a State Water Resources Control Board (State Board) and the USEPA. The Regional Board's 303(d) List was last updated in 2006, approved by the State Board that. same year, and approved by the USEPA-In 2007. 7. CWA section 305(b) requires states to submit to USEPA for approval a report assessing statewide surface water quality.. The updated 303(d) .List when .combined . with the Surface Water Quality Assessment :.(305(b) Report) is referred to as an "Integrated Report' for the Region. 8. In-developing the 2008-30 3(d) List updates and.lntegrated Report for.the Colorado River Basin Region,. the Regional Board staff...has considered. federal' regulations under the CWA (see; e.g., 40 CFR -Parts 25 and 130) and the State's Water Quality Control Policy for Developing California's CWA Section 303(d) List (Listing Policy). The State's Listing Policy identifies the process by which the State Board and Regional Water Quality Control Boards (Regional Boards) will comply with the listing requirements of CWA section 303(d). Resolution No. R7- 2009 -0014 Proposed Revisions to the 303(d) List of Impaired Water Bodies in the Colorado River Basin Region 9. The basis for the 2008 Integrated Report 303(d) List is the 2006 California -303(d) List, approved by the USEPA on June 26, 2007. AN listings on the 2006 California 303(d) List ' Will remain unless a proposed change is approved by the USEPA. 10. On December 4, 2006, Regional Board staff circulated a Notice of Public- Solicitation of Water Quality Data for 2008 Integrated Report-Ust of Impaired Waters and Surface Water Quality Assessment [303(d)/305(b)) to interested persons and potentially affected parties. The deadline of February 28, 2007, was specified for submittal of water quality data and information to the Regional Board staff for consideration in the assessment: 11. Regional .Board staff considered all readily available data and. information when completing their assessments. 12. Regional Board staff prepared a list of proposed additions, deletions or modifications to the Region's 303(d) . List. The list of updates is attached hereto and made. part of this Resolution by reference. 13. Pursuant: to 40. CFR 131.20(h) and California Water Code Section 13244,. the Regional Board notified interested persons and potentially affected parties of its intent to conduct a Public Hearing to conclude the 2008 assessment cycle in a Public Notice, dated November 26, 2008. 14. The Regional Board has received comments on proposed changes 'to the Region's �. 303(d). Ust, responded to all comments received, and -has made several changes in response to comments received. g 15. After. reviewing all relevant comments and other information submitted before or during the public comment period for the 2008 Regional Board Integrated. Report, Regional Board staff completed the following: o Pursuant to the _requirements of _CWA_section 305(b), staff has made overall beneficial use support ratings for the water bodies that have been assessed for this 2008 assessment cycle. Categories 1,.2; 3, 4, and 5 of the Integrated Report reflect the outcome of the overall use support ratings. o .Pursuant to the requirements of CWA section 303(d), staff has made recommendations to add, remove or change the 2006 303(d) List of water body- pollutant combinations for the' 2008 Regional Board Integrated Report. The.303(d) List is reflected in Categories 4 and 5 of this Integrated Report.. 16. The Regional Board :held a Public. Hearing on January 22, 2009, in EI. Centro, California, to conclude .the .assessment. and consider adoption of the list of proposed additions, deletions.or modffications,tq the Region's. 303(d) List. The Regional Board considered all evidence. provided by Regional Board staff and the public. 17. The Regional Board considered and addressed all comments: received during the public n comment period.and introduce_ d at the Public Hearing, 2 0 Resolution No. R7- 2009-0014 . Proposed Revisions to the 303(d) List of Impaired Water.Bodies in the Colorado River Basin Region 18. This surface water quality assessment process satisfies the federal biennial review requirements of CWA sections 303(d) (1) and 305(b). NOW, THEREFORE, BE IT RESOLVED THAT, 1. In fulfillment of requirements of the federal Clean Water Act and the California Water Code, the Regional Board hereby acknowledges completion °of the 2008.Colorado River Basin Regional Water Quality Control Board Integrated Report assessment. cycle, and i adopts the list of proposed additions, deletions or modifications to the Region's 303(d) . List. 2. The Regional.Board Executive Officer is hereby directed to: transmit the 2008 Colorado River Basin Regional Water Quality Control Board Integrated Report, other supporting .Information, and the administrative record to the State Board for its consideration and. approval. 3.- If, during, he approval the State Board determines that minor, non- substantive corrections.are needed for clarity or consistency, the Executive Officer may make such ' changes, and shall inform. the Regional Board of.any such changes made. I, Robert Perdue, Executive -Officer, do: hereby certify the foregoing is a full, true,. and correct copy of a. Resolution .adopted on January 22, 2009, by the California Regional Water Quality Control Board, Colorado River Basin Region. ROBERT PERDUE Executive Officer 3 Table 1: Proposed additions, deletions or modifications to the Colorado River Basin. Region's CWA Section 303(d) list. Decision/Modification Waterbody Name Pollutant/Stressor Potential Sources Proposed TMDL Com letion List Alamo River . Chlordane Sources Unknown 2421 List Alamo River Diazinon Sources Unknown 2421 List . Alamo River Endosulfan. Sources Unknown 2021 List Alamo River Enterococcus Sources' Unknown 2021 List Alamo River Escherichia coli (E. coli) Sources Unknown 2021 tiist Alamo.River Mercury Sources Unknown . 2021 List Coachella Valley Storm' Water Channel DDT So urces Unknown 2021 This luting for DDT only applies to a 2 mile area of the Coachella Valley Storm Water cannel from Lincoln Street to the Salton Sea List' Coachella Valley Storm Water Chanriel, Dieldrin Sources Unknown 2021 This listing jor Dieldrin only applies to a 2 mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. List Coachella Valley Storm PCBs (Polychlorinated Water Channel Sources Unknown biphenyls) 2021 This listing for PCBs: only applies to a 2 mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. List.. Imperial Valley Drains Chlordane Sources Unknown 2021 The listing for Chlorddne only applies to the Barbara Worth. Drain, Peach Drain, Greeson Drain, South Central and Holtville Main Drain . areas of the . Imperial Valley drains. New River (Imperial List, . County) Hexachlorobenzene/HCB Sources Unknown 2021 Delist New River (Imperial 12 4- Trimethyibenzene Industrial Point Sources 2006 County) ' ' . ' . Out -of state Source Delist New River (Imperial -Chloroform. Industrial Point Sources 2006 9 r f i L Decision/Modification Waterbody Name Pollutant/Stressor Potential Sources Proposed TMDL Completion County) Out -of -state Source New River (Imperial Agricultural Return Delist/Replace Coon ty) Pesticides Flows 2019 Out -of- -state source : Replaces the general pollutant "Pesticides —With the existing spechc pesticide listings such as Chlorpyrijos, DDT, Diazinon, Dieldrin, and Toxaphene as pollutants from unknown sources impairing the New River. Delist New River (Imperial Toluene Industrial Point Sources 2006 County). - Out-of -state Source Delist:. New River (Imperial Count County). meta -pars xylenes Industrial Point Sources 2006 Out -of -state Source Delist . New River (Imperial o- Xylene Industrial Point Sources 2006 County)' Out -of -state Source Delist New River (Imperial Ccunty) p -Cym ene Industrial Point. Sources 2006 Out -of state'Source Delist New River. (Imperial � p- Dichlorobenzene (DCB) Industrial Point Sources. 2006 County) Out -of state Source Move from the 303(d) . List (requiring TMDL) category to.the Being New River (Imperial EPA approved New Addressed by USEPA County) Trash Out -of -state Source River Trash TMDL on approved TMDL September 24, 2007 category. List Palo Verde Outfall Drain and Lagoon Toxaphene Sources Unknown 2021 List, ` Salton Sea, Arsenic Sources Unknown 2021 List, Salton Sea! Chic yrifos Sources Unknown 202.1 :..List Salton Sea, DDT Sources Unknown 2021 L III. Pollutant Whitewater River'Region Preliminary WQMP La Quints Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Can Table 1. Poll taut of Concern Summary Pollutant Category Potential for Causing Receiving Water m airment BacteriaNir Ss : �w�(1►o c'"5 Yes Heavy Metals es Nutrients Yes Yes Pesticides Yes Organic Compounds (toxaphene) Yes( Sediments Yes Trash &. Debris Yes Oxygen Demanding Substances Yes Oil & Grease Yes Salinity: Yes. Selenium: Q0 August 31, 2009 •�` ?, J 5 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 �. Hotel and Conference Cf9A�Md IV. Hydrologic Conditions of Concern Local Jurisdiction Requires n- Sitegtetention of Urban Runoff: q 5� e Yes ® The project will be required to retain urban runoff onsite in conforman ith local ordinance (See Table 6, Permittees Requiring Onsite Retention of Stormwate , f th Whittewwa� %ionVWIQMP). TV; section does not need to be completed. 1 `No ❑ This section t c le ed Mw fl F*,I Lk This Project meets the following c ition: V- `� �% ( A N�� ❑ Condition A: noff from the Project is discharged dir ctl public) - owned, operated a maintained MS4; the discharge is in full c lance with. Permittee require nts for connections and discharges to the MS4 (i uding both quality and quan ' requirements); the discharge would not significa y impact stream habitat in oximate Receiving Waters; and the discharge is auth * ized by the Permittee. ❑ ondition B: The project disturbs less than 1 acre nd is not part of a larger ( common plan of development that exceeds 1 acre of , isturbance. The disturbed area calculation must include all disturbances ass ciated with larger plans of development. ® Condition C: The project's runoff flow rate, volum , velocity and duration for the post - development condition do not exceed the pre- eve pment condition for the 2- . year, 24 -hour and 10 -year 24 -hour rainfall events. T s condition can be achieved by minimizing impervious area on a site a i orporating other site - design concepts that mimic pre - development condit This condition must be ❑ substantiated by.h�irologic odelin methods ac tab t e Wittee'. None r G Ow �L S�TIN61- Refer to Section 3.4 of the Whitewater River Region WQMP for additional requirements. F Ks Supporting engineering stud' a ions, and rep will be included in Appen ix in the final WQMP. 1 August 31, 6 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center V. Best Management Practices This project implements Best Management Practices (BMPs) to address the . Pollutants of Concern that may potentially be generated from the use of the project site. These BMPs have been selected and implemented to comply with the Section 3.5 of the WQMP and consist of Site Design, Source Control and; if /where necessary, Treatment Control BMPs as described herein. V.1 'SITE DESIGN AND TREATMENT CONTROL BMPs Local Jurisdiction Requires On -Site Retention of Urban Runoff: Yes ® The project will be required to retain urban runoff onsite in conformance with local / ordinance (See Table 6, Permittees Requiring Onsite Retention of Stormwater, of the. �/ Whitewater River Region WQMP). Section V.1 does not need to be. completed. No Section V.1 must be completed. This section of the Project - Specific WQMP documents the Site Design BMPs and, if /where necessary the Treatment Control BMPs that will be implemented on the Project to meet the requirements within Section 3.5.1 of the WQMP. Section 3.5.1, includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address the project's Pollutants of Concern . with BMPs. Further sub- section 3.5.1.1 specifically requires that the projects Pollutants of Concern be addressed with Site Design BMPs to the extent feasible. This project incorporates Site Design BMPs to fully address the Pollutants of Concern where and to the extent feasible. If and where it has been acceptably demonstrated to the Permittee thafit is infeasible to fully meet this requirement with.Site Design BMPs, this section includes a description of the conventional Treatment Control. BMPs that will be substituted to meet the same requirements. In addressing pollutants of concern, BMPs are.selected using Table 2 below. August 31, 2009 7 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA.1 Site Development Permit No. 08 -909 - ) Hotel and Conference Center Table 2. BMP Selection Matrix Based Upon Pollutant Removal Efficiency (Excerpted, with minor revision, from the Orange County Water Quality Management Plan dated September 26, 2003 and the San Bernardino Water Quality Management Plan dated April 14, 2004) August 31, 2009 8 Wet Water; Hydrodyna Manufactur Detenti Infiltrati Ponds Filtration Qualit mic ed Pollutant of Biofilters on on or Systems y Separator or Concern (2) Basins BMPs (4) Wetland (6) Inlets Systems (7) Proprietary (3) S(5) Devices (6) Sediment/Turbi H/M M H/M H/M H/M L H/M U dity (L. for Turbidity) Nutrients L M H/M H/M UM L L U Organic U U U U H/M L L U Compounds Trash & Debris L M U U H/M M H/M U Oxygen L M H/M H/M H/M L L U Demanding Substances Bacteria & U U H/M U H/M L L U Viruses Oil & Grease H/M M U U H/M M UM U Pesticides U U U U U L L U (non -soil bound) r Metals H/M M H H H L L U 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 the WQMP, or newly developed /emerging stormwater treatment technologies. August 31, 2009 8 C •.. Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA .1 Site Development Permit No. 08 -909 Hotel and Conference Center. V.1.A SITE DESIGN BMPS This section documents the Site Design BMPs that will be implemented on this project toy comply with the requirements in Section 3.5.1 of the WQMP. Since stormwater.is being retained onsite per local ordinances, this section (including Tables 3 and 4) has been removed from the. preliminary WQMP: V.1.8 TREATMENT CONTROL BMPS Since stormwater is being retained onsite per local ordinances, this section (including Tables 3 and 4) has been removed from the preliminary WQMP. V.1.0 MEASUREABLE GOAL SUMMARY Since stormwater is being retained onsite per local ordinances, this section (including Tables S- and 4) has.been removed from the preliminary WQMP. August 31,.2009' 9 1� Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center V.2 SOURCE CONTROL BMPs This section identifies and describes the Source Control BMPs applicable and implemented on this project. Table 7. Source Control BMPs August 31, 2009 10 Check One BMP Name If not applicable, Not Included state brief reason Applicable . "y,,,,, ,.r.. . -• - r...,t ,.b-.,,,R sue.. ...�.- - ,wab ' " .` ^ ' : w s r on a&q _•�•ryr a Education for Property Owners, Operators, ® El Tenants, Occupants, or Employees Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance ® ❑ Common Area Litter Control ® ❑ Street Sweeping Private Streets and Parking ® ❑ Lots Drainage Facility Inspection and Maintenance ® ❑ tSt� ur`altSource ControliBMPs� -4 " ` Site will not drain MS4 Stenciling and Signage ❑ ® directly to MS4 facilities Landscape and Irrigation System Desig n ® ❑ Protect Slopes and Channels ❑ ® Not part of project design Provide Community Car Wash Racks ® Not part of project design Properly Design*: Fueling Areas ❑ ® Not part of project design Air/Water Supply Area Drainage ❑ ® Not part of project desi n Trash Storage Areas ® ❑ Loading Docks ® ❑ Maintenance Bays 0 ® Not part of project desi n Vehicle and Equipment Wash Areas ❑ ® Not part of project desi n Outdoor Material Storage Areas ❑ Not part of project design . August 31, 2009 10 Whitewater River Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center Outdoor Work Areas or Processing Areas ® Not part of project desi n Provide Wash Water Controls for Food ® Not part of project Preparation Areas design *Details demonstrating proper design must be included in Appendix F. 5.2.1 Non - Structural Source Control BMPs 5.2.1.1 Education Yes The owner, as responsible party for implementing the WQMP, will ensure that owner's employees, operators, tenants and occupants are properly trained and attend continuing education classes. 5.2.1.2 Activity Restrictions Yes Certain activities within the project area may be restricted to enable the owner /operator to meet the City's water quality requirements. 5.2.1.3 Irrigation System and Landscape Maintenance Yes Owner shall ensure that the irrigation systems within the project area are operating properly. Owner shall also ensure that the ground's landscaping is maintained. regularly so that the project site is in compliance with all City water quality requirements. 5.2.1.4 Common. Area Litter Control Yes Owner shall ensure that the common areas within the project area are regularly maintained and kept free of litter so that the project site is in compliance with all City water quality requirements. 5.2.1.5 Street Sweeping Yes Owner shall ensure that private streets and parking lots within the project site are regularly swept so that the project site is in compliance with all City water quality requirements. 5.2.1.6 Drainage facility Inspection and Maintenance Yes Owner shall ensure that drainage facilities within the project area are regularly inspected and maintained properly so that the project site is in compliance with all City water quality requirements. 5.2.2 Structural Source Control BMPs 5.2.2.1 MS4 Stenciling and Signage No OThe site does not drain directly to IVIS4 facilities. Essentially the entire proposed redevelopment area drains to an infiltration basin and drywell. August 31, 2009 11 Whitewater River !legion Preliminary WQMP La Quinta Resort SP Amendment No. ., PA 1 Site Development Permit No. 08 -909 Hotel and Conference. Center 5.2.2.2 Landscape and Irrigation System Design Yes The project will be designed to include native, drought tolerant plants. These plants use less water, and help reduce the use of fertilizers and pesticides. The irrigation system will be programmable and utilize drip emitters, limiting excess irrigation runoff. The landscape and irrigation system will be designed in accordance with the City's water quality requirements and the Coachella Valley Water District's irrigation requirements. 5.2.2.3 Protect Slopes and Channels No The project site does not contain any existing or proposed slopes and channels. 5.2.2.4 Provide Community Car Wash Racks No The project site will not include community car wash racks as part of the project design. This activity will be restricted on the project site. 5.2.2.5 Fueling Areas No The project site will not include fueling areas. .5.2.2.6 Air/Water Supply Area Drainage No The project site will not include air /water supply areas. 5.2.2.7 Trash Storage Areas Yes The project site will include trash storage areas. Trash storage will be located within the enclosed loading dock area. Also, trash dumpsters will have attached covers and the entire surface area will be concrete. An interior drain will be provided which connects to the building's sanitary sewer system. 5.2.2.8 Loading Docks Yes The. project site will include loading docks. The loading docks will be enclosed are part of the building. An interior drain_ , to facilitate regular washdown, will be provided which connects to the building's sanitary sewer system. 5.2.2.9 Maintenance Bays No The project site will not include maintenance bays. 5.2.2.10 Vehicle and Equipment Wash Areas No The .project site will not include vehicle and equipment wash areas. 5.2.2'.11 Outdoor Material.. Storage Areas No The project site will not include outdoor material storage areas. August 31, 2009 12. 10. Whitewater River. Region Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and.Conference Center 5.2.2.12 Outdoor Work Areas or Processing Areas No The project site will not include outdoor work areas or processing areas. 5.2.2.13 Wash Water Areas for Food Preparation Areas No The project site will not include wash Water areas for preparation areas. V.3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES This project will not include any other treatment control alternatives. V.4 REGIONALLY -BASED TREATMENT CONTROL BMPS This project will not include any regionally -based treatment control BMPs. August 31, 2009 1 ( ■ Whitewater River Region-Preliminary WQMP La Quinta Resort SP Amendment No. 6, PA 1 Site Development Permit No. 08 -909 Hotel and Conference Center Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map VICINITY MAP,- NOTM Whitewater River Region Preliminary WQMP La Quinta: Resort SP Amendment No. 6, PA .1 Site Development Permit No. 08 -909 Hotel and Conference Center. Appendix F l ' Site Design and Treatment Control BMP Sizing Calculations and Design Details i> ,1.�� I 1. �.J) j'i j � '. :tL,�a� r� {�, yr )t �,�i��i'j�...r� r•..� f�l,tg Company: The Alturri Group * Project: La Quinta_ Resort - Hotel and Conference Center;- Phase I_SDP Location: La Quinta., CA Worksheet 'I Design:Procedure for BMP Design Volume Designer: D. Franklin Company: The Alturri Group Date, August 31, 2009 Project: La Quinta_ Resort - Hotel and Conference Center;- Phase I_SDP Location: La Quinta., CA 1. Determine.the Tributary Area to the BMP (Air1b) Nib= 1`}. 1 acres (1) 2. Determine the impervious area ratio (J) a. Determine impervious area within (Afflb) ^imp = 10:9. acres (2) acres b. Calculate i = (2) / (1) i = 0.-71 acre (3) 3. Determine Runoff Coefficient (C) C = 0.858.13 — 0.78 -i2 + 0.774-1+ 0.04 / l C = 0.858 -(3)3 — 0.78-(3)2+ 0.774 -(3) + 0.04 C (4) 4. Determine Unit Storage Volume (V„) V„=0..40 -C V,,=;0.40!-(4) VU - 0.228 ace (5) 5. Determine Design Storage Volume ✓ a. VBMP = (5) x (9) [acre4n] VBMP = 3.21. acre4n (6) b. VBMP = (6) / 12 [acre-ft] VBMP = 0.26 ✓ acre -ft (7) c. VBMP = (7) x 43560 [ft) VBMP - ti �6't:�i ft, (8) Notes: r� Co 469- a lc,) aUj sas;qm. s4oro e'val.MVW,. a.5.ov . It ro f +3 ;.+ +►.e. - t.. ol� ealc�l .he'd vs CFC c v •.� rc r+^e #1�o t e ... volvw% Q. w,aL be . 9CAeC-5Paj'\NL left 6a 0 A B I C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET _ 3 4 WORKSHEET PREPARED BY: JAMES. R`BAZUA, P.E. 5 6 PROJECT NAME LA'QUINTA RESORT'SDP,08 =909 - ,100,YEAR:EVEN 7 TKC JOB # -Abet 20171,10600 t 8 9 CONCENTRATION POINT DESIGNATION 1 Icy: .. ' 10 AREA DESIGNATION ONSITE 11 12 TRIBUTARY AREAS ACRES 14 COMMERCIAL 15 PAVING /HARDSCAPE " _, " ^;i' .10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING r : ; `: >3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE PERCENT '., t ,',. _ . 90% 27 28 LENGTH OF WATERCOURSE L ) 0. 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) :360 30 31 ELEVATION OF HEADWATER -,49 32 ELEVATION OF CONCENTRATION POINT 33 34 AVERAGE MANNINGS 'N' VALUE :,:c° �,, ; `� '0.02 35 ! 36 STORM FREQUENCY (YEAR) �� :.:;�' ,100 37 38 POINT RAIN j 39 3 -HOUR It ,.�41 ".,', '.2.71 " 1. 40 6 -HOUR n" ' :. 3.28 :`y ; 41 24 -HOUR 4:38 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 } :. :. ;::.- , °x.35:5' -24000 45 Z"36.5 w- 24000 46 ys.�. ,`..L. ,;37:5 A 24000 47`,$ k385' 24000 48 w ,•' . " . 39.5 24000 49 +, 24000 50 ��` ='42 24000 51 52 PERCOLATION RATE in /hr",,; 53 54 IDRYWELL DATA - -� 55 INUMBER USED 56 1 PERCOLATION RATE cfs 0 ( �1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT 2017110600 -S R. BAZUA, P.E. DATE 9/2/2009 DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 1 t43Z272 ^' 3.04 [21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 ";931!R1G7,8 ON -SITE PEAK FLOW (cfs) 3 AREA - ACRES 29.43 6.98 MAXIMUM WSEL ft 14.100 40.97 4 L -FEET 1230 5 L -MILES 0.233 [61 La -FEET. 360.00 La -MILES 0.068 [81 ELEVATION OF HEADWATER _ 49 9 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 21.5 [121 S^O.5 4.63 13 L•LCA/S 10.5 0.003 1141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 1 100% OF LAG- MINUTES 3,3 [181200% OF LAG - MINUTES 6.7 [191 UNIT TIME - MINUTES 100 % - 200% OF LAG 5 24 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA ' [1] SOURCE [2] FREQUENCY -YEARS 100 [31 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E -5.2 [5] AREA [61 [71 AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 1131 AREA [141 [151 AVERAGE POINT RAIN INCHES 2.71 14.100 1.00 211 3.28 14.100 1.00 3.28 4.381 14.100 1.00 4.38 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 .0.00 1 0.001 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM (5] 14.1 SUM [7] [161 AREA ADJ FACTOR [1 ADJ AVG POINT RAIN 2.71 SUM [9] 14.10 SUM Ill 1] 3.28 SUM [13] 14.10 SUM [15] 4.38 1.000 1.000 1.000 2.71 3.28 4.38 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.36 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 120,805 2.77 t43Z272 ^' 3.04 120,424 2.76 REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 ";931!R1G7,8 119,428 2.74 PEAK FLOW (cfs) 35.96 29.43 6.98 MAXIMUM WSEL ft 40.49 40.97 40.48 ?h4sc I vokowt . w►�e., inclrJ�d�3 Ptivrc II � re�u�'r -s.� v����� ; mac,-c,. s 'gyp 14 1 io9 3 ti �N C, o W yr i Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 -100 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 9/2/2009 DUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.11 PERVIOUS AREA INFILTRATION RATE Plate E-r 6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in/hr) AREA c r��1 Ate' AVERAGE ADJUSTED INFILTRATION RATE (in/hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF -1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF -1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF -1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 1 0.0000 SUM 14.1 SUM 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24-(T/60)) ^1.55 = 0.00108 (24- (T /60)) ^1.55 + 0.06 in /hr LOW LOSS RATE (80-90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 9/2/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME-MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME- PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.71 CONSTANT LOSS RATE - in/hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph. Flow cfs Required Storage cf 1 5 0.08 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 2 10 0.17 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 3 15 0.25 1.1 0.358 0.12 0.32 0.24 3.40 1019.99 4 20 0.33 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 5 25 0.42 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 6 30 0.50 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 7 35 0.58 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 8 40 0.67 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 9 45 0.75 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 10 50 0.83 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 11 55 0.92 1.6 0.520 0.12 0.47 0.40 5.69 1707.79 12 60 1.00 1.8 0.585 0.12 0.53 0.47 6.61 .1982.91 13 65 1.08 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 14 70 1.17 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 15 75 1.25 2.2 0.715 0.12 .0.64 0.60 8.44 2533.15 16 80 1.33 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 17 85 1.42 2.6 0.846 0.12 0.76 0.73 10.28 3083.39 18 90 1.50. 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 19 95 1.58 2.4 0.780 0.12 0.70 0.66 9.36 2808.27 20 100 1.67 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 21 105 1.75 3.3 1.073 0.12 0.97 0.96 13.49 4046.30 22 110 1.83 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 23 115 1.92 2.9 0.943 '0.12 0.85 0.83 11.65 3496.06 24 120 2.00 3.0 0.976 0.12 0.88 0.86 12.11 3633.62 25 125 2.08 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 26 130 2.17 4.2 1.366 0.12 1.23 1.25 17.61 5284.34 27 135 2.25 5.0 1.626 0.12 1.46 1.51 21.28 6384.82 28 140 2.33 3.5 1.138 0.12 1.02 1.02 14.40 4321.42 29 145 2.42 6.8 2.211 0.12 1.99 2.09 29.54 8860.89 30 150 2.50 7.3 2.374 0.12 2.14 2.26 31.83 9548.69 31 155 2.58 8.2 2.667 0.12 2.40 2.55 35.96 10786.72 32 160 2.67 5.9 1.919 0.12 1.73 1.80 25.41 7622.85 33 165 2.75 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 34 170 2.83 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 35 175 2.92 1.8 2 25 0.12 0.53 0.47 6.61 1982.91 36 180 3.00 0.6 0.195 0.12 0.18 0.08 1.11 332.19 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.36 FLOOD VOLUME (acft) 2.77 FLOOD VOLUME (cuft) 120804.55 REQUIRED STORAGE (acft) 2.75 REQUIRED STORAGE (cuft) 119805.70 PEAK FLOW RATE (cfs) 35.96 Plate E -2.2 Page 4 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/2/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.28 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.197 0.12 0.18 0.08 1.13 339.30 2 10 0.17 0.6 0.236 0.12 0.21 0.12 1.69 505.79 3 15 0.25 0.6 0.236 0.12 0.21 0.12 1.69 505.79 4 20 0.33 0.6 0.236 0.12 0.21 0.12 1.69 505.79 5 25 0.42 0.6 0.236 0.12 0.21 0.12 1.69 505.79 6 30 0.50 0.7 0.276 0.12 0.25 0.16 2.24 .672.29 7 35 0.58 0.7 0.276 0.12 0.25 0.16 2.24 672.29 8 40 0.67 0.7 0.276 0.12 0.25 0.16 2.24 672.29 9 45 0.75 0.7 0.276 0.12 0.25 0.16 2.24 672.29 10 50 0.83 0.7 0.276 0.12 0.25 0.16 2.24 672.29 11 55 0.92 0.7 0.276 0.12 0.25 0.16 2.24 672.29 12 60 1.00 0.8 0.315 0.12 0.28 0.20 2.80 838.78 13 65 1.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 14 70 1.17 0.8 0.315 0.12 0.28 0.20 2.80 838.78 15 75 1.25 0.8 0.315 0.12 0.28 0.20 2.80 838.78 16 80 1.33 0.8 0.315 0.12 0.28 0.20 2.80 838.78 17 85 1.42 0.8 0.315 0.12 0.28 0.20 2.80 838.78 18 90 1.50 0.8 0.315 0.12 0.28 0.20 2.80 838.78 19 95 1.58 0.8 0.315 0.12 0.28 0.20 2.80 838.78 20 100 1.67 0.8 0.315 0.12 0.28 0.20 2.80 838.78 21 105 1.75 0.8 0.315 0.12 0.28 0.20 2.80 838.78 22 110 1.83 0.8 0.315 0.12 0.28 0.20 2.80 838.78 23 115 1.92 0.8 0.315 0.12 0.28 0.20 2.80 838.78 24 120 2.00 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 25 125 2.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 26 130 2.17 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 27 135 2.25 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 28 140 2.33 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 29 145 2.42 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 30 150 2.50 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 31 155 2.58 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 32 160 2.67 0.9 0.354 0.12 0.32 0.24 335 1005.27 33 165 2.75 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 34 170 2.83 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 35 175 2.92 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 36 180 3.00 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 37 185 3.08 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 38 190 3.17 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 39 195 3.25 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 40 200 3.33 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 41 205 3.42 1.2 0.472 0.12 0.43 0.36 5.02 1504.75 42 210 3.50 1.3 0.512 0.12 0.46 0.40 5.57 1671.24 43 215 3.58 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 44 220 3.67 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 45 225 3.75 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 46 230 3.83 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 47 235 3.92 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 48 240 4.00 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 49 245 4.08 1.7 0.669 0.12 0.60 0.55 7.79 2337.21 50 250 4.17 1.8 0.708 0.12 0.64 0.59 8.35 2503.71 51 255 4.25. 1.9 0.748 0.12 0.67 0.63 8.90 2670.20 52 260 4.33 2.0 0.787 0.12 0.71 0.67 9.46 2836.69 53 265 4.42 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 54 270 4.50 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 55 275 4.58 2.2 0.866 0.12 0.78 0.75 10.57 3169.68 56 280 4.67 2.3 0.905 0.12 0.81 0.79 11.12 3336.17 Plate E -2.2 Page 5 of 14 11 t RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/2/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 3.28 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs ' Required Storage cf 57 285 4.75 2.4 0.945 0.12 0.85 0.83- . 11.68 3502.66 58 290 4.83 2.4 0.945 0.12 0.85 0.83 11.68 3502.66 59 295 4.92 2.5 0.984 0.12 0.89 0.87 12.23 3669.16 60 -300 5.00 2.6 1.023 0.12 0.92 0.91 12.79 3835.65 61 305 5.08 3.1 1.220 0.12 1.10 1.10 15.56 4668.11. 62 310 5.17 3.6 1.417 0.12 1.28 1.30 18.34 5500.58 63 315 5.25 3.9 1.535 0.12' 1.38 1.42 20.00 6000.06 64 320 5.33 4.2 1.653 0.12 1.49 1.54 21.67 6499.53 65 325 5.42 4.7 1.850 0.12 1.66 .1.73 24.44 7332.00 66 330 5.50 5.6 2.204 0.12 1.98 2.09 29.43 8830.43 67 335 5.58 1.9 0.748 0.12 0.67: 0.63 8.90 2670.20 68' 340 5.67 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 69 345 5.75 0.6 0.236 0.12 0.21 0.12 1.69 505.79 70 350 5.83 0.5 0.197 0.12 0.18 0.08 1.13 339.30 71 355 1 5.92 0.3 0.118 0.12 0.11 0.00 0.02 6.31 72 360 1 6.00 0.2 0.079 0.12 0.07 0.01 0.11 33.30 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.58 FLOOD VOLUME (acft) 3.04 FLOOD VOLUME (cult) 132272.14 REQUIRED STORAGE (acft) 3.01 REQUIRED STORAGE (cult) 131178.47 PEAK FLOW RATE (cfs) 29.43 9 Plate E -2.2 Page 6 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/212009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE-in/hr Na VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain iNhr Loss Rate in/hr Max Low Effective Rain iNhr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.035 0.206 0.032 0.004 0.05 44.47 2 30 0.50 0.3 0.053 0.203 0.047 0.005 0.07 66.70 3 45 0.75 0.3 0.053 0.201 0.047 0.005 0.07 66.70 4 60 1.00 1 0.4 0.070 0.199 0.063 0.007 0.10 88.93 5 75 1.25 0.3 0.053 0.196 0.047 0.005 0.07 66.70 6 90 1.50 0.3 0.053 0.194 0.047 0.005 0.07 66.70 7 105 1.75 0.3 0.053 0.192 0.047 0.005 0.07 66.70 8 120 2.00 0.4 0.070 1 0.189 0.063 0.007 0.10 88.93 9 135 2.25 0.4 0.070 1 0.187 0.063 0.007 0.10 88.93 10 150 2.50 0.4 0.070 0.185 0.063 0.007 0.10 88.93 11 165 2.75 0.5 0.088 0.183 0.079 0.009 0.12 111.16 12 180 3.00 0.5 0.088 0.180 0.079 0.009 1 0.12 111.16 13 195 3.25 0.5 0.088 0.178 0.079 0.009 0.12 111.16 14 210 3.50 0.5 0.088 0.176 0.079 0.009 0.12 111.16 15 225 3.75 0.5 0.088 0.174 0.079 0.009 0.12 111.16 16 240 4.00 0.6 0.105 0.172 0.095 0.011 0.15 133.40 17 255 4.25 0.6 0.105 0.169 0.095 0.011 0.15 133.40 18 270 4.50 0.7 0.123 0.167 0.110 0.012 0.17 155.63 19 285 4.75 0.7 0.123 0.165 0.110 1 0.012 0.17 155.63 20 300 5.00 0.8 0.140 0.163 0.126 0.014 1 0.20 177.86 21 315 5.25 0.6 0.105 0.161 0.095 0.011 0.15 133.40 22 330 5.50 0.7 0.123 0.159 0.110 0.012 0.17 155.63 23 345 5.75 0.8 0.140 0.157 0.126 0.014 0.20 177.86 24 360 6.00 0.8 0.140 0.155 0.126 0.014 0.20 177.86 25 375 6.25 0.9 0.158 0.153 0.142 0.005 0.07 65.38 26 390 6.50 0.9 0.158 0.150 0.142 0.007 0.10 91.20 27 405 6.75 1.0 0.175 0.148 0.158 0.027 0.38 339.16 28 420 7.00 1.0 0.175 0.146 0.158 0.029 0.41 364.58 29 435 7.25 1.0 0.175 0.144 0.158 0.031 0.43 389.80 30 450 7.50 1.1 1 0.193 0.143 0.173 0.050 0.71 637.14 31 465 7.75 1.2 0.210 0.141 0.189 0.070 0.98 884.27 32 480 8.00 1.3 0.228 0.139 0.205 0.089 1.26 1131.20 33 495 8.25 1.5 0.263 0.137 0.237 0.126 1.78 1600.25 34 510 8.50 1.5 0.263 0.135 0.237 0.128 1.80 1624.43 35 525 8.75 1.6 0.280 0.133 0.252 0.147 1 2.08 1870.73 36 540 9.00 1.7 0.298 0.131 0.268 0.167 2.35 2116.81 37 555 9.25 1.9 0.333 0.129 0.300 0.204 2.87 2585.01 38 570 9.50 2.0 0.350 0.127 0.315 0.223 3.15 2830.66 39 585 9.75 2.1 0.368 0.126 0.331 0.242 3.42 3076.10 40 600 10.00 2.2 0.385 0.124 0.347 0.262 3.69 3321.31 41 615 10.25 1.5 0.263 0.122 0.237 0.141 1.99 1787.67 42 630 10.50 1.5 0.263 0.120 0.237 0.143 2.01 1810.11 43 645 10.75 2.0 0.350 7118 0.315 0.232 3.27 2943.97 44 660 11.00 2.0 0.350 0.117 0.315 0.234 3.30 2965.96 45 675 11.25 1.9 0.333 0.115 0.300 0.218 3.07 2765.39 46 690 11.50 1.9 0.333 0.113 1 0.300 0.220 3.10 2786.92 47 705 11.75 1.7 0.298 0.112 0.268 0.186 1 2.63 2363.55 48 720 12.00 1.8 0.315 0.110 0.284 0.205 2.90 2606.94 49 735 12.25 2.5 0.438 0.108 0.394 0.330 4.65 4184.06 50 750 12.50 2.6 0.456 0.107 0.410 0.349 4.92 4426.97 51 765 12.75 2.8 0.491 0.105 0.442 0.385 5.44 4891.97 52 780 13.00 2.9 1 0.508 0.103 0.457 0.405 5.70 5134.39 53 795 13.25 3.4 0.596 1 0.102 0.536 0.494 6.96 6265.89 54 810 13.50 3.4 0.596 0.100 0.536 0.495 6.98 1 6285.49 55 825 1175 2.3 0.403 0.099 0.363 0.304 4.29 3859.22 56 840 14.00 2.3 0.403 0.097 0.363 0.306 4.31 3878.31 57 855 14.25 2.7 0.473 0.096 0.426 0.377 5.32 .4786.46 58 870 14.50 ' 2.6 0.456.-- 0.094 0.410 0.361 5.09 4582.70 59 885 14.75 2.6 0.456 0.093 0.410 0.363 5.11 4601.01 60 900 15.00 2.5 0.438 ' 0.092 0.394 0.346 4.89 4396.73 61 915 15.25 2.4 0.420 0.090 0.378 0.330 4.66 4192.17 62 930 15.50 2.3 0.403 0.089 0.363 0.314 1 4.43 1 3987.35 63 945 15.75 1.9 0.333 0.087 0.300 0.245 3.46 1 3115.26 64 960 16.00 1.9 0.333 0.086 0.300 0.247 1 3.48 1 3132.20 65 975 16.25 0.4 0.070 0.085 0.063 0.007 1 0.10 1 88.93 EVENT Plate E -2.2 Page 7 of 14 �1 RCFCD SYNTHETIC UNIT HYDROGRAPH.METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08-909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/2/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE - in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period' Time Minutes Hours Pattern Percent Plate E -5.9 Storrs Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.070 0.083 0.063 0.007 0.10 88.93 67 1005 16.75 0.3 0.053 0.082 0.047 0.005 0.07 66.70 68 1020 17.00 0.3 0.053 0.081 0.047 0.005 0.07 66.70 69 1035 17.25 0.5 0.088 0.080 0.079 :0.008 0.11 99.97 70 1050 17.50 0.5 0.088 0.079 0.079 0.009 0.13 115.14 71 1065 17.75 0.5 0.088 0.077 0.079 0.010 0.14 130.00 72 1080 18.00 0.4 0.070 0.076 0.063 0.007 0.10 88.93 73 1095 18.25 0.4 0.070 0.075 1 0.063 0.007 0.10 88.93 74 1110 18.50 0.4 0.070 0.074 1 0.063 0.007 0.10 88.93 75 1125 18.75 0.3 0.053 0.073 0.047 0.005 0.07 66.70 76 1140 '19.00 0.2 0.035 0.072 0.032 0.004 0.05 44.47 77 1155 19.25 0.3 0.053 0.071 0.047 0.005 0.07 66.70 78 1170 19.50 0.4 0.070 0.070 0.063 0.000 0.00 2.47 79 1185 19.75 0.3 0.053 0.069 0.047 0.005 0.07 66.70 80 1200 20.00 0.2 0.035 0.068 0.032 0.004 0.05 44.47 81 1215 20.25 0.3 0.053 0.067 0.047 0.005 0607 66.70 82 1230 20.50 0.3 0.053 0.066 0.047 0.005 0.07 66.70 83 1245 20.75 0.3 0.053 0.065 0.047 0.005 0.07 66.70 84 1260 21.00 0.2 0.035 0.065 0.032 0.004 0.05 44.47 85 1275 21.25 0.3 0.053 0.064 0.047 0.005 0.07 66.70 86 1290 21.50 0.2 0.035 0.063 0.032 0.004 0.05 44.47 87 1305 21.75 0.3 0.053 '0.062 0.047 0.005 0.07 66.70 88 1320 22.00 0.2 0.035 0.062 0.032 0.004 0.05 44.47 89 1335 22.25 0.3 0.053 0.061 0.047 1 0.005 0.07 ! 66.70 90 1350 22.50 0.2 0.035 0.061 0.032 0.004 0.05 44.47 91 1365 22.75 0.2 0.035 0.060 0.032 0.004 045 44.47 92 1380 23.00 0.2 0.035 0.060 0.032 0.004 0.05 44.47 93 1395 23.25 0.2 0.035 0.059 0.032 0.004 0.05 44.47 94 1410 23.50 0.2 0.035 0.059 0.032 0.004 .0.05 44.47 95 1425 23.75 0.2 0.035 0.059 0.032 ' 0.004 0.05 44.47 96 1440 24.00 0.2 0.035 0.058 1 0.032 1 0.004 0.05 44.47 EFFECTIVE RAIN 8 FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.35 FLOOD VOLUME (acft) 2.76 FLOOD VOLUME (cuft) 120424:10 REQUIRED STORAGE (acft) 2.74 REQUIRED STORAGE (cuft) 119428.39 PEAK FLOW cfs 6.98 EVENT i PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT ( .) TKC JOB # 2017110600 1 BASIN CHARACTERISTICS I CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL. (sf) (sf) VOLUME INCR TOTAL (cult) (cuft) (acre -ft) 35.5 0 0 24000 0 0 0.00 36.5 1 1 0 24000 24000 24000 0.55 37.5 1 2 0 24000 24000 48000 1.10 38.5 1 3 0 24000 24000 72000 1.65 39.5 1 4 0 24000 24000 96000 2.20 40.5 1 5 0 24000 24000 120000 2.75 42 1.5 6.5 0 240001 36000 156000 3.58 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs Basin Characteristics Page 9 of 14 C? TKC JOB # 2017110600 100 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 4.32 1,295 1,295 0 1,295 35.55 1,295 0.03 2 10 4.32 1,295 2,590 0 2,590 35.61 2,590 0.06 3 15 3.40 1,020 3,610 01 3,610 35.65 3,610 0.08 4 20 5.23 1,570 5,180 01 5,180 35.72 5,180 0.12 5 25 5.23 1,570 6,751 0 6,751 35.78 6,751 0.15 6 30 6.61 1,983 8,734 0 8,734 35.86 8,734 0.20 7 35 5.23 1,570 10,304 0 10,304 35.93 10,304 0.24 8 40 6.61 1,983 12,287 0 12,287 36.01 12,287 0.28 9 45 6.61 1,983 14,270 0 14,270 36.09 14,270 0.33 10 50 5.23 1,570 15,840 0 1.5,840 36.16 15840 0.36 11 55 5.69 1,708 17,548 0 17,548 36.23 17,548 0.40 12 60 6.61 1,983 19,531 0 19,531 36.31 19,531 0.45 13 65 8.44 2,533 22,064 0 22,064 36.42 22,064 0.51 14 70 8.44 2,533 24,597 0 24,597 36.52 24,597 0.56 15 75 8.44 2,533 27,130 0 27,130 36.63 27,130 0.62 16 80 7.53 2,258 29,388 0 29,388 36.72 29,388 0.67 17 85 10.28 3,083 32,471 0 32,471 36.85 32,471 0.75 18 90 10.74 3,221 35,692 0 35,692 36.99 35,692 0.82 19 95 9.36 2,808 38,501 0 38,501 37.10 38,501 0.88 20 100 10.74 3,221 41,722 01 41,722 37.24 41,722 0.96 21 105 13.49 4,046 45,768 0 45,768 37.41 45,768 1.05 22 110 12.57 3,771 49,539 0 49,539 37.56 49,539 1.14 23 115 11.65 3,496 53,035 0 53,035 37.71 53,035 1.22 24 120 12.11 3,634 56,669 0 56,669 37.86 56,669 1.30 25 125 12.57 3,771 60,440 0 60,440 38.02 60,440 1.39 26 130 17.61 5,284 65,724 01 65,724 38.24 65,724 1.51 27 135 21.28 6,385 72,109 01 72,109 38.50 72,109 1.66 28' 140 14.40 4,321 76,431 0 76,431 38.68 76,431 1.75 29 145 29.54 8,861 85,291 0 85,291 39.05 85,291 1.96 30 150 31.83 9,549 94,840 0 94,840 39.45 94,840 2.18 31 155 35.96 10,787 105,627 0 105,627 39.90 105,627 2.42 32 160 25.41 7,623 113,250 0 113,250 40.22 113,250, 2.60 33 165 7.53 2,258 115,508 0 115,508 40.31 115,508 2.65 34 170 6.61 1,983 117,491 0 • 117,491 40.40 117,491 2.70 35 175 6.61 1,983 119,474 0 119,474 40.48 119,474 2.74 36 180 1.11 332 119,806 0 119,806 40.49 119,806 2.75 Basin Depth Analysis Page 10 of 14 011 TKC JOB # 2017110600 100 YEAR - 6 HOUR STORM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.13 339 339 0 339 35.51 339 0.01 2 10 1.69 506 845 0 845 35.54 845 0.02 3 15 1.69 506 1,351 0 1,351 35.56 1,351 0.03 4 20 1.69 506 1,857 01 1,857 35.58 1,857 0.04 5 25 1.69 506 2,362 0 2,362 35.60 2,362 0.05 6 30 2.24 672 3,035 0 3,035 35.63 3,035 0.07 7 35 2.24 672 3,707 0 3,707 35.65 3,707 0.09 8 40 2.24 672 4,379 0 4,379 35.68 4,379 0.10 9 45 2.24 672 5,052 0 5,052 35.71 5,052 0.12 10 50 2.24 672 5,724 01 5,724 35.74 5,724 0.13 11 55 2.24 672 6,396 01 6,396 35.77 6,396 0.15 12 60 2.80 839 7,235 0 7,235 35.80 7,235 0.17 13 65 2.80 839 8,074 0 8,074 35.84 8,074 0.19 14 70 2.80 839 8,913 0 8,913 35.87 8,913 0.20 15 75 2.80 839 9,751 0 9,751 35.91 9,751 0.22 16 80 2.80 839 10,590 0 10,590 35.94 10,590 0.24 17 85 2.80 839 11,429 01 11,429 35.98 11,429 0.26 18 90 2.80 839 12,268 0 12,268 36.01 12,268 0.28 19 95 2.80 839 13,106 0 13,106 36.05 13,106 0.30 20 100 2.80 839 13,945 0 13,945 36.08 13,945 0.32 21 105 2.80 839 14,784 0 14,784 36.12 14,784 0.34 22 110 2.80 839 15,623 0 15,623 36.15 15,623 0.36 23 115 2.80 839 16,462 0 16,462 36.19 16,462 0.38 24 120 3.35 1,005 17,467 0 17,467 36.23 17,467 0.40 25 125 2.80 839 18,306 0 18,306 36.26 18,306 0.42 26 130 3.35 1,005 19,311 0 19,311 36.30 19,311 0.44 27 135 3.35 1,005 20,316 0 20,316 36.35 20,316 0.47 28 140 3.35 1,005 21,321 0 21,321 36.39 21,321 0.49 29 145 3.35 1,005 22,327 0 22,327 36.43 22,327 0.51 30 150 3.35 1,005 23,332 01 23,332 36.47 23,332 0.54 31 155 3.35 1,005 24,337 01 24,337 36.51 24,337 0.56 32 160 3.35 1,005 25,342 0 25,342 36.56 25,342 0.58 33 165 3.91 1,172 26,514 0 26,514 36.60 26,514 0.61 34 170 3:91 1,172 27,686 0 27,686 36.65 •27,686 0.64 35 175 3.91 1,172 28,858 0 28,858 36.70 28,858 0.66 36 180 3.91 1,172 30,030 0 30,030 36.75 30,030 0.69 37 185 3.91 1,172 31,201 0 31,201 36.80 31,201 0.72 38 190 4.46 1,338 32,540 01 32,540 36.86 32,540 0.75 39 195 4.46 1,338 33,878 01 33,878 36.91 33,878 0.78 40 200 4.46 1,338 35,216 01 35,216 36.97 35,216 0.81 41 205 5.02 1,505 36,721 01 36,721 37.03 36,721 0.84 42 210 5.57 1,671 38,392 01 38,392 37.10 38,392 0.88 43 215 6.13 1,838 40,230 01 40,230 37.18 40,230 0.92 44 220 6.13 1,838 42,068 0 42,068 37.25 42,068 0.97 45 225 6.68 2,004 44,072 0 44,072 37.34 44,072 1.01 46 230 6.68 2,004 46,076 0 46,076 " 37.42 46,076 1.06 47 235 7.24 2,171 48,247 0 48,247 37.51 48,247 1.11 48 240 7.24 2,171 50,417 0 50,417 37.60 50,417 1.16 49 245 7:79 2,337 52,755 0 52,755 37.70 52,755 1.21 50 250 8.35 2,504 55,258 0 55,258 37.80 55,258 1.27 51 255 8.90 2,670 57,929 0 57,929 37.91 57,929 1.33 52 260 9.46 2,837 60,765 0 60,765 38.03 60,765 1.39 53 265 10.01 3,003 63,768 0 63,768 38.16 1 63,768 1.46 54 270 10.01 3,003 66,772 0 66,772 38.28 66,772 1.53 55 275 10.57 3,170 69,941 0 69,941 38.41 69,941 1.61 Basin Depth Analysis Page 11 of 14 TKC JOB # 2017110600 100 YEAR - 6 Hnl IR STORM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 11.12 3,336 73,277 0 73,277 38.55 73,277 1.68 57 285 11.68 3,503 76,780 0 76,780 38.70 76,780 1.76 58 290 11.68 3,503 80,283 0 80,283 38.85 80,283 1.84 .59 295 12.23 3,669 83,952 01 83,952 39.00 83,952 1.93 60 300. 12.79 3,836 87,788 01. 87,788 39.16 87,788 2.02 61 305 15:56 4,668 92,456 0 92,456 39.35 92,456 2.12 62 310 18.34 5,501 97,956 0 97,956 39.58 97,956 2.25 63 315 20.00 6,000 :103,956 0 103,956 39.83 103,956 2.39 64 320 21.67 6,500. 110,456 0 110,456. 40.10 110,456 2.54 65 325 24.44 7,332 117,788 0 117,788 40.41 117,788 2.70 66 330 29.43 8,830 126,618 01 126,618 40.78 126,618 2.91 67 335 8.90 2,670 129,288 01 129,288 40.89 129,288 2.97 68 340 3.35 1,005 130,294 01 130,294 40.93 130,294 2.99 69 345 1.69 506 130,800 0 130,800 40.95 13Q800 3.00 70 350 1.13 339 131,139 0 131,139 40.96 131,139 3.01 71 355 0.02 6 131,145 0 131,145 40.96 131,145 3.01 72 360 0.11 33 131,178 0 131,178 40.97 131,178 3.01 C) Basin Depth Analysis Page 12 of 14 n TKC JOB # 2.017E +09 100 YEAR -*24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.05 44 44 0 44 35.50 44 0.00 2 30 0.07 67 111 0 111 35.50 111 0.00 3 45 0.07 67 178 0 178 35.51 178 0.00 4 60 0.10 89 267 0 267 35.51 267 0.01 5 75 0.07 67 333 0 333 35.51 333 0.01 6. 90 0.07 67 400 0 400 35.52 400 0.01 7 105 0.07 67 467 0 467 35.52 467 0.01 8 120 0.10 89 556 0 556 35.52 556 0.01 9 135 0.10 89 645 0 645 35.53 645 0.01 10 150 0.10 89 7341 0 734 35.53 734 0.02 11 165 0.12 111 8451 0 845 35.54 845 0.02 12 180 0.12 111 956 0 956 35.54 956 0.02 13 195 0.12 111 1,067 0 1,067 35.54 1,067 0.02 14 210 0.12 111 1,178 0 1,178 35.55 1,178 0.03 15 225 0.12 111 1,290 0 1,290 35.55 1,290 0.03 16 240 0.15 133 1,423 0 1,423 35.56 1,423 0.03 17 255 0.15 133 1,556 0 1,556 35.56 1,556 0.04 18 270 0.17 156 1,712 0 1,712 35.57 1,712 0.04 19 285 0.17 156 1,868 0 1,868 35.58 1,868 0.04 20 300 0.20 178 2,045 1 0 2,045 35.59 2,045 0.05 21 315 0.15 133 2,179 1 0 2,179 35.59 2,179 0.05 22 330 0.17 156 2,3341 0 2,334 35.60 2,334 0.05 23 345 0.20 178 2,512 0 2,512 35.60 2,512 0.06 24 360 0.20 178 2,690 0 2,690 35.61 2,690 0.06 25 375 0.07 65 2,756 0 2,756 35.61 2,756 0.06 26 390 0.10 91 2,847 0 2,847 35.62 2,847 0.07 27 405 0.38 339 3,186 0 3,186 35.63 3,186 0.07 28 420 0.41 365 3,550 0 3,550 35.65 3,550 0.08 29 435 0.43 390 3,940 0 3,940 35.66 3,940 0.09 30 450 0.71 637 4,577 0 4,577 35.69 4,577 0.11 31 465 0.98 884 5,462 0 5,462 35.73 5,462 0.13 32 480 1.26 1,131 6,593 0 6,593 35.77 6,593 0.15 33 495 1.78 1,600 8,193 0 8,193 35.84 8,193 0.19 34 510 1.80 1,624 9,818 0 9,818 35.91 9,818 0.23 35 525 2.08 1,871 11,688 0 11,688 35.99 11,688 0.27 36 540 2.35 2,117 13,805 0 13,805 36.08 13,805 0.32 37 555 2.87 2,585 16,390 1 0 16,390 36.18 16,390 0.38 38 570 3.15 2,831 19,221 0 19,221 36.30 19,221 0.44 39 585 3.42 3,076 22,297 0 22,297 36.43 22,297 0.51 40 600 3.69 3,321 25,618 0 25,618 36.57 25,618 0.59 41 615 1.99 1,788 27,406. 0 27,406 36.64 27,406 0.63 42 630 2.01 1,810 29,216 0 29,216 36.72 29,216 0.67 43 1 645 3.27 2,944 32,160 0 32,160 36.84 32,160 0.74 44 660 3.30 2,966 35,126 0 35,126 36.96 35,126 0.81 45 675 3.07 2,765 37,891 0 37,891 37.08 37,891 0.87 46 690 3.10 2,787 40,678 0 40,678 37.19 40,678 0.93 47 705 2.63 2,364 43,042 0 43,042 37.29 43,042 0.99 48 720 2.90 2,607 45,649 0 45,649 37.40 45,649 1.05 49 735 4.65 4,184 49,833 0 49,833 37.58 49,833 1.14 50 750 4.92 4,427 54,260 0 54,260 37.76 54,260 1.25 51 765 5.44 4,892 59,152 0 59,152 37.96 59,152 1.36 52 780 5.70 5,134 64,286 0 64,286 38.18 64,286 1.48 53 795 6.96 6,266 70,552 0 70,552 38.44 70,552 1.62 54 810 6.98 6,285 76,837 0 76,837 38.70 ,76,837 1.76 55 825 4.29 3,859 80,697 0 80,697 38.86 80,697 1.85 56 840 4.31 3,878 84,575 0 84,575 39.02 84,575 1.94 57 855 5.321 4,786 89,361 0 89,361 39.22 89,361 2.05 58 870 5.091 4,583 1 93,944 0 93,944 1 39.41 93,944 2.16 Basin Depth Analysis Page 13 of 14 N TKC JOB # 2.017E +09 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 5.11 4,601 98,545 0 98,545 39.61 98,545 2.26 60 900 4.89 4,397 102,942 0 102,942 39.79 102,942 2.36 61 915 4.66 4,192 107,134 0 107,134 39.96 107,134 2.46 62 930 4.43 3,987 111,121 0 111,121 40.13 111,121 2.55 63 945 3.46 3,115 114,237 0 114,237 40.26 114,237 2.62 64 960 3.48 3,132 117,369 0 117,369 40.39 117,369 2.69 65 975 0.10 89 117,458 0 117,458 40.39 117,458 2.70 66 990 0.10 89 117,547 0 117,547 40.40 117,547 2.70 67 1005 0.07 67 117,613 0 117,613 40.40 117,613 2.70 68 1020 0.07 67 117,680 0 117,680 40.40 117,680 2.70 69 1035 0.11 100 117,780 0 117,780 40.41 117,780 2.70 70 1050 0.13 115 117,895 0 117,895 40.41 117,895 2.71 71 1065 0.14 130 118,025 0 118,025 40.42 118,025 2.71 72 1080 0.10 89 118,114 0 118,114 40.42 118,114 2.71 73 1095 0.10 89 118,203 0 118,203 40.43 118,203 2.71 74 1110 0.10 89 118,292 0 118,292 40.43 118,292 2.72 75 1125 0.07 67 118,359 0 118,359 40.43 118,359 2.72 76 1140 0.05 44 118,403 0 118,403 40.43 118,403 2.72 77 1155 0.07 67 118,470 0 118,470 40.44 118,470 2.72 78 1170 0.00 2 118,472 0 118,472 40.44 118,472 2.72 79 1185 0.07 67 118,539 0 118,539 40.44 118,539 2.72 80 1200 0.05 44 118,584 0 118,584 40.44 118,584 2.72 81 1215 0.07 67 118,650 0 118,650 40.44 118,650 2.72 82 1230 0.07 67 118,717 0 118,717 40.45 118,717 2.73 83 1245 0.07 67 118,784 0 118,784 40.45 118,784 2.73 84 1260 0.05 44 118,828 0 118,828 40.45 118,828 2.73 85 1275 0.07 67 118,895 0 118,895 40.45 118,895 2.73 86 1290 0.05 44 118,939 0 118,939 40.46 118,939 2.73 87 1305 0.07 67 119,006 0 119,006 40.46 119,006 2.73 88 1320 0.05 44 119,050 0 119,050 40.46 119,050 2.73 89 1335 0.07 67 119,117 0 119,117 40.46 119,117 2.73 90 1350 0.05 44 119,162 0 119,162 40.47 119,162 2.74 91 1365 0.05 44 119,206 0 119,206 40.47 119,206 2.74 92 1380 0.05 44 119,251 0 119,251 40.47 119,251 2.74 93 1395 0.05 44 119,295 0 119,295 40.47 119,295 2.74 94 1410 0.05 441 119,339 1 01 119,339 1 40.47 119,339 2.74 95 1425 0.05 44 119,384 0 119,384 40.47 119,384 2.74 96 1440 0.05 44 119,428 0 119,428 40.48 .119,428 2.74 Basin Depth Analysis Page 14 of 14 777,7 '7777--1-- r i c LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: The Altum Group received PREPARED FOR: PYRAMID PROJECT MANAGEMENT ?September 4, 2009 w& be, 0 3 AiVowsD ?wt A:�P�.:s�S rocs F. #a-tTLf yf,jr S�gMtTS�. SEP -8 2009 City of la QLAnfa Planning Department no U*+b 7H x iv sr LA QUINTA RESORT SITE. DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT The Altum Group 73 -255 EL PASEO DRIVE, SUITE 15 PALM DESERT, CA 92260 the Supervision of: • James R. Bazu%.,O#*F R.C.E. 58394 Expiration Date: December 31, 2010 QROf ESSIpy9! RON 6 Fy No. W394 y am*+ Exp. 12 1 10 � * LA QUINTA RESORT SITE DEVELOPMENT PERMIT NO. 08-909 HOTEL /CONFERENCE CENTER EXPANSION HYDROLOGY REPORT TABLE OF CONTENTS: I PURPOSE AND SCOPE II DESIGN CRITERIA III SUMMARY OF FLOWRATES III RATIONAL METHOD CALCULATIONS -100 YEAR AND 10 YEAR IV PIPE CAPACITY CALCULATIONS V RETENTION BASIN CALCULATIONS VI STREET CAPACITY CALCULATIONS VII INLET SIZING CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS IX APPENDIX "A" - REFERENCE MATERIAL AND HYDROLOGY MAP l PURPOSE AND SCOPE The purpose of this report is to provide a preliminary hydrologic study of the La Quinta Resort, Hotel /Conference Center Expansion in support of Site Development Permit Application 08 -909. The proposed Hotel Conference Center expansion lies within Specific Plan Amendment No. 6, Planning Area 1. The La Quinta Resort Hotel /Conference Center is currently developed. Site Development Permit No. 08 -909 proposes .expansion of the existing Hotel /Conference Center and various other improvements over a 10.4 acre development area, including construction of an underground garage and the addition of an underground storm drain system capable of retaining runoff from the 100 year storrn event on -site. The report summarizes the hydraulic and hydrology requirements for the site and addresses the design methodology on which the drainage concept for the site is based. METHODOLOGY The total area covered under Permit No. 08 -909 includes 10.4 acres of improvements. However, storm runoff tributary to the site development permit area is generated over a 14.1 acre tributary area (see Hydrology Map, included). The existing drainage facilities serving the Hotel /Conference Center include an extensive system of inlets and area drains that lead to a common 24" mainline storm drain system that is designed to convey runoff toward the easterly boundary of the La Quinta Resort and Spa. Runoff collected in the storm drain system is then directed to a wet well located near the intersection of the Entry Road and Eisenhower Drive, where it is pumped out of the wet well into a force main pipe located underneath Eisenhower Drive. The force main terminates in an existing lake, adjacent to the existing off -site Golf Course Channel. The Hydraulic and Hydrologic Report prepared previously by The Altum Group during the Specific Plan/Environmental Impact Report process for Planning Area 1 shows that even under optimum conditions, the maximum capacity of the existing 24" pipe is less than 19 CFS. Also, the existing pump system used to transfer flows from the 24" storm drain pipe into the existing force main system consists of two individual pumps, each capable of pumping 450 GPM (1.0 CFS) at peak performance. Since the existing storm drain system does not appear to have the capacity to convey the total runoff from the proposed Hotel /Conference Center development area. during the 100 year storm event, an underground storm drain system capable of retaining runoff from the 100 year event on site is proposed. PROPOSED DRAINAGE SYSTEM The underground storm drain system proposed for the Hotel /Conference Center expansion includes a series of inlet and storm drain pipes capable of collecting and conveying runoff from the 100 year storm event to an underground retention system. The underground retention system includes the use of Maxwell Plus drywell systems used to dissipate stored runoff within a 72 hour period in accordance with City of La Quinta standards. The existing Hotel /Conference Center is located directly over an underground parking facility. The proposed development includes expansion of the existing underground parking garage. The limits of the proposed underground parking facility are represented on the Hydrology Map included in the appendix of this report. The proposed retention basin has been located so that it is not in conflict with the proposed garage expansion. &iiv ice.. C A ik)AoC S RA! - IS..E #} 4*0 M* /+ ASP The portion of the proposed expansion west of the 1 Vehicular Drive will be equipped with a series of roof drains that will be piped through the garage structure, directly into the proposed retention basin. Runoff totals for storm water collected in the roof drain system have been included in the retention basin calculations found in this report. The roof drain pipe network for the area west of the Vehicular Drive will be included in the design of the parking garage structure, and is not represented graphically on the included Hydrology Map. The portion of the proposed expansion east of the Vehicular Drive is also equipped with a series of roof drains that are designed to direct runoff into the proposed backbone storm drain system that runs along the easterly boundary of the development site. This backbone system has been sized to collect this portion of roof drain runoff and convey it toward the proposed underground retention basin. ,The proposed underground storm drain system serving the Hotel / Conference Center Expansion consists of two separate backbone pipe systems that collect runoff of from a series of smaller storm drain pipes and area drains. A preliminary pipe capacity analysis is provided in this report for each separate backbone line with the intent of establishing pipe sizes and slopes that provide results consistent with current City of La Quinta standards. It should be noted that a third separate storm drain pipe network designed to serve Subarea 6 (see Hydrology Map, included) is proposed. This relatively small independent system will collect runoff tributary to Subarea 6 only, and convey it to an underground drywell. The intent of the proposed drywell is to provide a means of eliminating surface flow of nuisance water. Since the amount of runoff collected in this separate system during the 100 year storm event exceeds the injection rate allowed by the City of La Quinta for drywells, storm flows are expected to bypass the curb inlets and flow along the Vehicular Drive toward Subarea 7. The inlet sizing chart included in this report allows for the collection of the overflow runoff. OVERFLOW STRATEGY Both the post and pre - development conditions are such that no off -site flows are introduced into the drainage boundary depicted on the enclosed Hydrology Map. In the event that an emergency overflow condition is reached and the proposed storm drain system reaches capacity, overflow drainage will follow existing drainage patterns toward the east along the existing Entry Road and adjacent parking area. Emergency overflow drainage will ultimately be directed onto Eisenhower Drive via the existing outlet just north of the Entry Drive. The rainfall data and design criteria used in -this report are consistent with current City of La Quinta standards for hydrology and hydraulic design. Rainfall totals are based on NOAA National Weather Service data, and the Runoff Index values are based on RCFC &WCD values for various types of development. Z This report includes: 1) the det ination of on -site drainage areas as identified on the hydrology map for the project; determination of peak flow rates using the Rational Method (Riverside County) software by Civi1CADD /CivilDesign; 3) determination of storm drain pipe sizes utilizing "Manning's Equation" to analyze individual pipes; 4) the determination of flood volumes for the retention basin utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short-cut Method) for the 100 year and 10 year storm events 5) the determination of inlet sizes calculated based on design criteria provided in the Federal Highway Administration "Design of Highway Pavements" manual 6) street flow capacity calculations and 7) a study intended to show the amount of time required to 'dissipate runoff stored after a 100 year storm event within a 72 hour period. DESIGN CRITERIA DESIGN CRITERIA SITE DEVELOPMENT PERMIT 08 -909 HYDROLOGY REPORT The following Riverside County Flood Control District (RCFCWCD) parameters were used in the preparation of the analyses: • Antecedant Moisture Condition —100 year 2 RCFCWCD Sheet C -4 • Antecedant Moisture Condition — 10 year 2 RCFCWCD Sheet C -4 • 100 year — 1 Hour Precipitation 2.11" NOAA Atlas 14 • 100 year — 3 Hour Precipitation 2.71" NOAA Atlas 14 • 100 year — 6 Hour Precipitation 3.28" NOAA Atlas 14 • 100 year — 24 Hour Precipitation 4.38" / NOAA Atlas 14 • 10 year — 1 Hour Precipitation 0.95" NOAA Atlas 14 • 10 year — 3 Hour Precipitation . 1.38" NOAA Atlas 14 • 10 year — 6 Hour Precipitation 1.77" NOAA Atlas 14 • 10 year — 24 Hour Precipitation 2.40" NOAA Atlas 14 • 2 year — 1 Hour Precipitation 0.45 NOAA Atlas 14 • Hydrologic Soil Type "C" • Slope Intensity Duration Curve 0.58 • Runoff Index (for pervious areas) 69 • Infiltration rate for pervious areas 38 SUMMARY OF FLOWRATES SUMMARY OF FLOWRATES SUB -BASIN AREA (ac.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 0.73 8.86 16.9 2 1.57 0.70 4.12 7.84 3 0.66 1.00 ✓ 2.43 4.53 4 2.29 1.00 ✓ .7.24 13.5 c 1) la n'71 ; sz7 11 C METHOD CALCULATIONS EVENT A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 IWORKSHEET PREPARED BY: JAMES'R BAZUA; P.E. 5 6 PROJECT NAME LA QUINTA.'.RESORT;SDR08 =9'09 = �10,YEAR'EVENT 7 TKC JOB # :'" w%--20 , 110600 8 9 CONCENTRATION POINT DESIGNATION `w As ,trx?''1 fir?;- Cry .k�' i" 5� ?.;�` " "� >x 10 AREA DESIGNATION au `,'I, 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE "V. 1'0.86 16 SF - 1 ACRE 17 SF- 1 /2 ACRE �,.,,`.. ".,;x'.� {' 18 SF - 1/4 ACRE „ -�: i •.;` <.: ;:.;:' i 19 MF - CONDOMINIUMS' ",:'• -. 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING,:.', + ";" 23 RETENTION BASIN.:_._ 24 GOLF COURSE i " <iw` : ra_::;• 25 MOUNTAINOUS rz 26 LOW LOSS RATE PERCENT ' n'..,y l l -< .90% 27 28 LENGTH OF WATERCOURSE L ) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) -.!',360 30 31 ELEVATION OF HEADWATER: 49 32 ELEVATION OF CONCENTRATION POINT V-. 4 ° %' 44 33 34 AVERAGE MANNINGS 'N' VALUE 0:02 35 36 STORM FREQUENCY (YEAR) s-10 37 38 POINT RAIN 39 3- HOUR 40 6 -HOUR 41 24 -HOUR 2A 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 -t �'' :35:5 ilf ;X22990 45 d'S.I 36:5 f r`'`~ : �" :. 7,229901 46 �` 0t f s::22990 47 ,.E :._: 4W "38:5 48 49 �T, , >, :.:. 40:5 ' '; �; ;y t 22990 50 42 =` 7 'I: ' 22990 51 52 PERCOLATION RATE in /hr ) -6,0 53 54 DRYW ELL DATA 55 NUMBER USED t_4fr'•;���; �:�.. _''f� 56 PERCOLATION RATE cfs RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT BASIC DATA CALCULATION FORM TKC JOB # 2017110600 SHORTCUT METHOD BY _S R. BAZUA, P.E. DATE 9/3/2009 SUMMARY PHYSICAL DATA 3 -HOUR 6 -HOUR 24 -HOUR Ill CONCENTRATION POINT 1.03 1.09 0.87 1 52,847 1.21 [21 AREA DESIGNATION 44,558 1.02 REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 ON-SITE 44,190 1.01 131 AREA - ACRES 17.50 15.13 3.19 14.100 37.78 4 L -FEET 37.42 1230 5 L -MILES 0.233 [61 La -FEET 360.00 La -MILES 0.068 181 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 21.5 [121 S"0.5 4.63 13 L'LCA/ST.5 0.003 fl4I AVERAGE MANNINGS'N' 0.02 ' [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 It 100% OF LAG- MINUTES 3.3 [181200% OF LAG- MINUTES 6.7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 f241 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [11 SOURCE [21 FREQUENCY -YEARS 10 [31 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4) POINT RAIN INCHES Plate E -5.2 [5) AREA (61 171 AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [10] [111 AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E -5.6 [131 AREA (14] [151 AVERAGE POINT RAIN INCHES 1.38 14.100 1.00 1.38 1.77 14.100 1.00 1.77 2.40 14.1001 1.00 2.40 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 1 0.001 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 SUM [5] 1 14.1 SUM [71 [16] AREA ADJ FACTOR It 71 ADJ AVG POINT RAIN 1.38 SUM [91 1 14.10 SUM [11] 1.77 SUM [131 14.10 SUM [15] 2.40 1.000 1.000 1.000 1.38 1.77 2.40 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.03 1.09 0.87 FLOOD VOLUME (cu -ft) (acre -ft) 52,847 1.21 55,556 1.28 44,558 1.02 REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 55,097 1.26 44,190 1.01 PEAK FLOW (cfs) 17.50 15.13 3.19 MAXIMUM WSEL ft 37.78 37.901 37.42 Plate E -2.1 Page 2 of 14 r RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 9/3/2009 DJUSTED LOSS RATE SOIL GROUP Plate C-1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E-6.3 ADJUSTED INFILTRATION RATE (in/hr) AREA AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF -1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUM 14.1 SUM, 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24-(T/60)) ^1.55 + 0.06 in/hr LOW LOSS RATE (80-90 PERCENT) Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.38 CONSTANT LOSS RATE -in /hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.215 0.12 0.19 0.10 1.39 417.47 2 10 0.17 1.3 0.215 0.12 0.19 0.10 1.39 417.47 3 15 0.25 1.1 0.182 0.12 0.16 0.07 0.92 277.37 4 20 0.33 1.5 0.248 0.12 0.22 0.13 1.86 557.57 5 25 0.42 1.5 0.248 0.12 0.22 0.13 1.86 557.57 6 30 0.50 1.8 0.298 0.12 0.27 0.18 2.56 767.71 7 35 0.58 1.5 0.248 0.12 0.22 0.13 1.86 557.57 8 40 0.67 1.8 0.298 0.12 0.27 0.18 2.56 767.71 ' 9 45 0.75 1.8 0.298 0.12 0.27 0.18 2.56 767.71 10 50 0.83 1.5 0.248 0.12 0.22 0.13 1.86 557.57 11 55 0.92 1.6 0.265 0.12 0.24 0.15 2.09 627.62 12 60 1.00 1.8 0.298 0.12 0.27 0.18 2.56 767.71 13 65 1.08 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 14 70 1.17 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 15 75 1.25 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 16 80 1.33 2.0 0.331 0.12 0.30 0.21 3.03 907.81 17 85 1.42 2.6 0.431 0.12 0.39 0.31 4.43 1328.10 18 90 1.50 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 19 95 1.58 2.4 0.397 0.12 0.36 0.28 3.96 1188.01 20 100 1.67 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 21 105 1.75 3.3 0.546 0.12 0.49 0.43 6.06 1818.45 22 110 1.83 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 23 115 1.92 2.9 0.480 0.12 0.43 0.36 5.13 1538.25 24 120 2.00 3.0 0.497 0.12 0.45 0.38 5.36 1608.30 25 125 2.08 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 26 130 2.17 4.2 0.696 0.12 0.63 0.58 8.16 2448.89 27 135 2.25 5.0 0.828 0.12 0.75 0.71 10.03 3009.28 28 140 2.33 3.5 0.580 0.12 0.52 0.46 6.53 1958.54 29 145 2.42 6.8 1.126 0.12 1.01 1.01 14.23 4270.15 30 150 2.50 7.3 1.209 0.12 1.09 1.09 15.40 4620.40 31 155 2.58 8.2 1.358 0.12 1.22 1.24 17.50 5250.84 32 160 2.67 5.9 0.977 0.12 0.88 0.86 12.13 3639.72 33 165 2.75 2.0 0.331 0.12 0.30 0.21 3.03 907.81 34 170 2.83 1.8 0.298 0.12 0.27 0.18 2.56 767.71 35 175 2.92 1.8 0.298 0.12 0.27 0.18 2.56 767.71 36 180 3.00 0.6 0.099 0.12 0.09 0.01 0.14 42.03 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.03 FLOOD VOLUME (acft) 1.21 FLOOD VOLUME (cult) 52846.75 REQUIRED STORAGE (acft) 1.20 REQUIRED STORAGE (cult) 52409.80 PEAK FLOW RATE (cfs) 17.50 Plate E -2.2 Page 4 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.77 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.106 0.12 0.10 0.01 0.15 44.92 2 10 0.17 0.6 0.127 0.12 0.11 0.01 0.15 45.91 3 15 0.25 0.6 0.127 0.12 0.11 0.01 0.15 45.91 4 20 0.33 0.6 0.127 0.12 0.11 0.01 0.15 45.91 5 25 0.42 0.6 0.127 0.12 0.11 0.01 0.15 45.91 6 30 0.50 0.7 0.149 0.12 0.13 0.03 0.45 135.75 7 35 0.58 0.7 0.149 0.12 1 0.13 0.03 0.45 135.75 8 40 0.67 0.7 1 0.149 0.12 1 0.13 0.03 0.45 135.75 9 45 0.75 0.7 1 0.149 0.12 0.13 0.03 0.45 135.75 10 50 0.83 0.7 1 0.149 0.12 0.13 0.03 0.45 135.75 11 55 0.92 0.7 0.149 0.12 0.13 0.03 0.45 135.75 12 60 1.00 0.8 0.170 0.12 0.15 0.05 0.75 225.60 13 65 1.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 14 70 1.17 0.8 0.170 0.12 0.15 0.05 0.75 225.60 15 75 1.25 0.8 0.170 0.12 0.15 0.05 0.75 225.60 16 80 1.33 0.8 0.170 0.12 0.15 0.05 0.75 225.60 17 85 1.42 0.8 0.170 0.12 0.15 0.05 0.75 225.60 18 90 1.50 0.8 0.170 0.12 0.15 0.05 0.75 225.60 19 95 1.58 0.8 0.170 0.12 0.15 0.05 0.75 225.60 20 100 1.67 0.8 0.170 0.12 0.15 0.05 0.75 225.60 21 105 1.75 0.8 0.170 0.12 0.15 0.05 0.75 225.60 22 110 1.83 0.8 0.170 0.12 0.15 0.05 0.75 225.60 23 115 1.92 0.8 0.170 0.12 0.15 0.05 0.75 225.60 24 120 2.00 0.9 0.191 0.12 0.17 0.07 1.05 315.44 25 125 2.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 26 130 2.17 0.9 0.191 0.12 0.17 0.07 1.05 315.44 27 135 2.25 0.9 0.191 0.12 0.17 0.07 1.05 315.44 28 140 2.33 0.9 0.191 0.12 0.17 0.07 1.05 315.44 29 145 2.42 0.9 0.191 0.12 0.17 0.07 1.05 315.44 30 150 2.50 1 0.9 0.191 0.12 0.17 0.07 1.05 315.44 31 155 2.58 0.9 0.191 0.12 0.17 0.07 1.05 315.44 32 160 2.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 33 165 2.75 1.0 0.212 0.12 0.19 0.10 1.35 405.29 34 170 2.83 1.0 0.212 0.12 0.19 0.10 1.35 405.29 35 175 2.92 1.0 0.212 0.12 0.19 0.10 1.35 405.29 36 180 3.00 1.0 0.212 0.12 0.19 0.10 1.35 405.29 37 185 3.08 1.0 0.212 0.12 0.19 0.10 1.35 405.2F- 38 190 3.17 1.1 0.234 0.12 0.21 0.12 1.65 495.13 39 195 3.25 1.1 0.234 0.12 0.21 0.12 1.65 495.13 40 200 3.33 1.1 0.234 0112 0.21 0.12 1.65 495.13 41 205 3.42 1.2 0.255 0.12 0.23 0.14 1.95 584.98 42 210 3.50 1.3 0.276 0.12 0.25 0.16 2.25 674.82 43 215 3.58 1.4 0.297 0.12 0.27 0.18 2.55 764.67 44 220 3.67 1.4 0.297 0.12 0.27 0.18 2.55 764.67 45 225 3.75 1.5 0.319 0.12 0.29 0.20 2.85 854.51 46 230 3.83 1.5 0.319 0.12 0.29 0.20 2.85 854.51 47 235 3.92 1.6 0.340 0.12 0.31 0.22 3.15 944.36 48 240 4.00 1.6 0.340 0.12 0.31 0.22 3.15 944.36 49 245 4.08 1.7 0.361 0.12 0.32 0.24 3.45 1034.20 50 250 4.17 1.8 0.382 0.12 0.34 0.27 3.75 1124.05 51 255 4.25 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 52 260 4.33 2.0 0.425 0.12 0.38 0.31 4.35 1303.74 53 265 4.42 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 54 270 4.50 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 55 275 4.58 2.2 0.467 0.12 0.42 0.35 4.94 1483.43 56 280 4.67 2.3 0.489 1 0.12 0.44 0.37 1 5.24 1573.28 Plate E -2.2 Page 5 of 14 C RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR F CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 1.09 FLOOD VOLUME (acft) EFFECTIVE RAIN CALCULATION FORM 55556.50 REQUIRED STORAGE (acft) 1.26 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN- INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE - PERCENT 14.10 5 3.33 150.1 1.77 0.117 90% TOTAL PERCOLATION RATE (cfs) 15.13 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood . Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.510 0.12. 0.46 0.39 5.54 1663.12 58 290 4.83 2.4 1 0.510 0.12 0.46 0.39 5.54 1663.12 59 295 4.92 2.5 1 0.531 0.12 0.48 0.41 5.84 1752.97 60 300 5.00 2.6 1 0.552 0.12 0.50 0.44 6.14 1842.81 61 305 5.08 3.1 0.658 0.12 0.59 0.54 7.64 2292.04 62 310 5.17 3.6 0.765 0.12 '0.69 0.65 9.14 2741.26 63 315 5.25 3.9 0.828 0.12 0.75 0.71 10.04 3010.80 64 320 5.33 4.2 0.892 0.12 0.80 0.78 10.93 3280.33 65 325 5.42 4.7 0.998 0.12 0.90 0.88 12.43 3729.56 66 330 5.50 5.6 1.189 0.12 1.07 1.07 15.13 4538.17 67 335 5.58 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 68 340 5.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 69 345 5.75 0.6 0.127 0.12 0.11 0.01 0.15 45.91 70 350 5.83 0.5 0.106 0.12 0.10 0.01 0.15 44.92 71 355 5.92 0.3 0.064 0.12 0.06 0.01 0.09 26.95 7 360 6.00 0.2 0.042 0.12 0.04 0.00 0.06 17.97 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.09 FLOOD VOLUME (acft) 1.28 FLOOD VOLUME (cult) 55556.50 REQUIRED STORAGE (acft) 1.26 REQUIRED STORAGE (cuft) 55097.14 PEAK FLOW RATE (cfs) 15.13 Plate E -2.2 Page 6 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08-909 - 10 YEAR E1 CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/312009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 2.40 CONSTANT LOSS RATE -in/hr Na VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain. In/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.019 0.206 0.017 0.002 0.03 24.36 2 30 0.50 0.3 0.029 0.203 0.026 0.003 0.04 36.55 3 45 0.75 0.3 0.029 0.201 0.026 0.003 0.04 36.55 4 60 1.00 0.4 0.038 1 0.199 0.035 0.004 0.05 1 48.73 5 75 1.25 0.3 0.029 0.196 0.026 0.003 0.04 36.55 6 90 1.50 0.3 0.029 0.194 0.026 0.003 0.04 36.55 7 105 1.75 0.3 0.029 0.192 0.026 0.003 0.04 36.55 8 120 2.00 0.4 0.038 0.189 0.035 0.004 0.05 48.73 9 135 2.25 0.4 0.038 0.187 0.035 0.004 0.05 48.73 10 150 2.50 0.4 0.038 0.185 0.035 0.004 0.05 48.73 11 1 165 2.75 0.5 0.048 0.183 0.043 0.005 0.07 60.91 12 180 3.00 0.5 0.048 0.180 0.043 0.005 0.07 60.91 13 195 3.25 0.5 0.048 0.178 0.043 0.005 0.07 60.91 14 210 3.50 0.5 0.048 0.176 0.043 0.005 0.07 60.91 15 225 3.75 0.5 0.048 0.174 0.043 0.005 0.07 60.91 16 240 4.00 0.6 0.058 0.172 0.052 0.006 0.08 73.09 17 255 4.25 0.6 0.058 0.169 0.052 0.006 0.08 73.09 18 270 4.50 0.7 0.067 0.167 0.060 0.007 0.09 85.28 19 285 4.75 0.7 0.067 0.165 0.060 0.007 0.09 85.28 20 300 5.00 0.8 1 0.077 0.163 0.069 0.008 0.11 97.46 21 315 5.25 0.6 0.058 0.161 0.052 0.006 0.08 73.09 22 330 5.50 0.7 0.067 0.159 0.060 0.007 0.09 85.28 23 345 5.75 0.8 0.077 0.157 0.069 0.008 0.11 97.46 24 360 6.00 0.8 0.077 0.155 0.069 0.008 0.11 97.46 25 375 6.25 0.9 0.086 0.153 0.078 0.009 0.12 109.64 26 390 6.50 0.9 0.086 0.150 0.078 0.009 0.12 109.64 27 405 6.75 111 1.0 0.096 0.148 0.086 0.010 0.14 121.82 28 420 7.00 1.0 0.096 0.146 0.086 0.010 0.14 121.82 29 435 7.25 1.0 1 0.096 0.144 0.086 0.010 0.14 121.82 30 450 7.50 1.1 0.106 0.143 0.095 0.011 0.15 134.01 31 465 • 7.75 1.2 0.115 0.141 0.104 0.012 0.16 146.19 32 480 8.00 1.3 0.125 0.139 0.112. 0.012 0.18 158.37 33 495 8.25 1.5 0.144 0.137 0.130 0.007 0.10 92.68 34 510 8.50 1.5 0.144 0.135 0.130 0.009 0.13 116.86 35 525 8.75 1.6 0.154 0.133 0.138 1 0.021 0.29 262.65 36 540 9.00 1.7 0.163 0.131 0.147 0.032 1 0.45 408.23 37 555 9.25 1.9 1 0.182 0.129 0.164 0.053 0.75 675.42 38 570 9.50 2.0 0.192 0.127 0.173 0.065 0.91 820.57 39 585 9.75 2.1 0.202 0.126 0.181 0.076 1.07 965.50 40 600 10.00 2.2 0.211 0.124 0.190 0.087 1.23 1110.20 41 615 10.25 1.5 0.144 0.122 0.130 0.022 0.31 280.10 42 630 10.50 1.5 0.144 0.120 0.130 0.024 0.34 302.54 43 645 10.75 2.0 0.192 0.118 0.173 0.074 1.04 933.88 44 660 11.00 2.0 0.192 0.117 0.173 0.075 1.06 955.86 45 675 11.25 1.9 1 0.182 0.115 0.164 0.067 0.95 855.80 46 690 11.50 1.9 0.182 0.113 0.164 0.069 0.97 877.32 47 705 11.75 1.7 0.163 0.112 0.147 0.052 0.73 654.97 48 720 12.00 1.8 0.173 0.110 0.156 0.063 0.89 797.85 49 735 12.25 2.5 0.240 0.108 1 0.216 0.132 1.86 1671.44 50 750 12.50 2.6 0.250 0.107 0.225 0.143 2.02 1813.85 51 765 12.75 2.8 0.269 0.105 0.242 0.164 2.31 2077.84 52 780 13.00 2.9 0.278 0.103 0.251 0.175 2.47 2219.76 53 795 13.25 3.4 0.326 0.102 0.294 0.224 3.17 2848.72 54 810 13.50 3.4 0.326 0.100 0.294 0.226 3.19 2868.32 55 825 13.75 2.3 0.221 0.099 0.199 0.122 1.72 1547.61 56 840 14.00 2.3 0.221 1 0.097 0.199 0.123 1.74 1566.70 57 855 14.25 2.7 0.259 0.096 0.233 0.163 2.30 2072.83 58 870 14.50 2.6 0.250 0.094 0.225 0.155 2.19 1969.58 59 885 14.75 2.6 0.250 0.093 0.225 0.157 2.21 1987.89 60 900 15.00 2.5 0.240 0.092 0.216 0.148 2.09 1884.11 61 915 15.25 2.4 0.230 0.090 0.207 0.140 1.98 1780.06 62 930 15.50 2.3 0.221 0.089 0.199. 0.132 1.86 1675.74 63 945 15.75 1.9 0.182 0.087 0.164 0.095 1.34 1205.66 64 960 16.00 1.9 0.182 0.086 0.164 0.096 1.36 1222.61 65 975 16.25 0.4 0.038 0.085 0.035 0.004 0.05 48.73 PENT Plate E -2.2 Page 7 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY:. JAMES R. BAZ DATE: 913/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 2.40 CONSTANT LOSS RATE - in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.038 0.083 0.035 0.004 0.05 48.73 67 1005 16.75 0.3 0.029 0.082 0.026 0.003 0.04 36.55 68 1020 17.00 0.3 0.029 0.081 0.026 0.003 0.04 36.55 69 1035 17.25 0.5 0.048 0.080 0.043 0.005 0.07 60.91 70 1050 17.50 0.5 0.048 0.079 0.043 0.005 0.07 60.91 71 1065 17.75 0.5 0.048 0.077 0.043 0.005 0.07 60.91 72 1080 18.00 0.4 0.038 0.076 0.035 0.004 '0.05 48.73 73 1095 18.25 0.4 1 0.038 0.075 1 0.035 0.004 0.05 48.73 74 1110 18.50 0.4 0.038 0.074 1 0.035 0.004 0.05 1 48.73 75 1125 18.75 0.3 0.029 0.073' 0.026 0.003 0.04 36.55 76 1140 19.00 0.2 0.019 0.072 0.017 0.002 0.03 24.36 77 1155 19.25 0.3 0.029 0.071 0.026 0.003 0.04 36.55 78 1170 19.50 0.4 0.038 0.070 0.035 0.004 0.05 48.73 79 1185 19.75 0.3 0.029 0.069 .0.026 0.003 0.04 36.55 80 1200 20.00 0.2 0.019 0.068 0.017 0.002 0.03 24.36 81 1215 20.25 0.3 0.029 .0.067 0.026 0.003 0.04 36.55 82 1230 20.50 0.3 0.029 0.066 0.026 0.003 0.04 1 36.55 83 1245 20.75 0.3 0.029 0.065 0.026 0.003 0.04 36.55 84 1260 21.00 0.2 0.019 0.065 0.017 0.002 0.03 24.36 85 1275 21.25 0.3 0.029 0.064 0.026 0.003 0.04 36.55 86 1290 21.50 0.2 0.019 0.063 0.017 0.002 0.03 24.36 87 1305 21.75 0.3 0.029 0.062 0.026 0.003 0.04 36.55 88 1320 22.00 0.2 0.019 0.062 0.017 0.002 0.03 24.36 89 1335 22.25 0.3 0.029 0.061 0.026 0.003 0.04 36.55 90 1350 22.50 0.2 0.019 0.061 0.017 0.002 0.03 24.36 91 1365 22.75 0.2 0.019 0.060 0.017 0.002 .0.03 24.36 92 1380 23.00 0.2 0.019 0.060 0.017 0.002 0.03 24.36 93 1395 23.25 0.2 0.019 0.059 0.017 0.002 0.03 24.36 94 1410 23.50 0.2 0.019 0.059 0.017 0.002 0.03 24.36 95 1425 23.75 0.2 0.019 0.059 0.017 0.002. 0.03 24.36 96 1440 24.00 0.2 0.019 0.058 0.017 0.002 0.03 24.36 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.87 FLOOD VOLUME (acft) 1.02 FLOOD VOLUME (cuft) 44558.45 REQUIRED STORAGE (acft) 1.01 REQUIRED STORAGE (cuft) 44190.03 PEAK FLOW cfs 3.19 JENT Plate E -2.2 Page 8 of 14 PROJECT: LA OUINTA RESORT SDP 08 -909 - 10 YEAR EVENT TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 22990 0 0 0.00 36.5 1 1 0 22990 22990 22990 0.53 37.5 1 2 0 22990 22990 45980 1.06 38.5 1 3 0 22990 22990 68970 1.58 39.5 1 4 0 22990 22990 91960 2.11 40.5 1 5 0 22990 22990 114950 1 2.64 42 1 1.5 6.5 0 229901 34485 149435 1 3.43 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYW ELLS NUMBER USED 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs Basin Characteristics Page 9 of 14 TKC JOB # 2017110600 in YPAR - s HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.39 417 417 0 417 35.52 417 0.01 2 10 1.39 417 835 0 835 35.54 835 0.02 3 15 0.92 277 1,112 0 1,112 35.55 1,112 0.03 4 20 1.86 558 1,670 0 1,670 35.57 1,670 0.04 5 25 1.86 558 2,227 0 2,227 35.60 2,227 0.05 6 30 2.56 768 2,995 0 2,995 35.63 2,995 0.07 7 35 1.86 558 3,553 0 3,553 35.65 3,553 0.08 8 40 2.56 768 4,320 0 4,320 35.69 4,320 0.10 9 45 2.56 768 5,088 0 5,088 35.72 5,088 0.12 10 50 1.86 558 5,646 0 5,646 35.75 5,646 0.13 11 55 2.09 628 6,273 0 6,273 35.77 6,273 0.14 12 60 2.56 768 7,041 0 7,041 35.81 • 7,041 0.16 13 65 3.49 1,048 8,089 0 8,089 35.85 8,089 0.19 14 70 3.49 1,048 9,137 0 9,137 35.90 9,137 0.21 15 75 3.49 1,048 10,185 0 10,185 35.94 10,185 0.23 16 80 3.03 908 11,093 0 11,093. 35.98 11,093 0.25 17 85 4.43 1,328 12,421 0 12,421 36.04 12,421. 0.29 18 90 4.66 1,398 13,819 0 13,819 36.10 13,819 0.32 19 95 3.96 1,188 15,007 0 15,007 36.15 15,007 0.34 20 .100 4.66 1,398 16,405 0 16,405 36.21 16,405 0.38 21 105 6.06 1,818 18,223 0 18,223 36.29 18,223 0.42 22 110 5.59 1,678 19,902 0 19,902 36.37 19,902 0.46 23 115 5.13 1,538 21,440 0 21,440 36.43 21,440 0.49 24 120 5.36 1,608 23,048. 0 23,048 36.50 23,048 0.53 25 125 5.59 1,678 24,727 0 24,727 36.58 24,727 0.57 26 130 8.16 2,449 27,176 0 27,176 36.68 27,176 0.62 27 135 10.03 3,009 30,185 01 30,185 36.81 30,185 0.69 28 140 6:53 1,959 32,143 0 32,143 36.90 32,143 0.74 29 145 14.23 4,270 36,414 0 36,414 37.08 36,414 0.84 30 150 15.40 4,620 41,034 0 41,034 37.28 41,034 0.94 31 155 17.50 5,251 46,285 0 46,285 37.51 46,285 1.06 32 160 12.13 3,640 49,925 0 49,925 37.67 49,925 1.15 33 165 1 3.03 908 50,832 0 50,832 37.71 50,832 1.17 34 170 2.56 768 51,600 0 51,600 37.74 51,600 1.18 35 175 2.56 768 52,368 0 52,368 37.78 52,368 1.20 36 180 0.14 42 52,410 0 52,410 37.78 52,410 1.20 Basin Depth Analysis Page 10 of 14 TKC JOB # 2017110600 In YFAR - R HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.15 45 45 0 45 35.50 45 0.00 2 10 0.15 46 91 0 91 35.50 91 0.00 3 15 0.15 46 137 0 137 35.51 137 0.00 4 20 0.15 46 183 0 183 35.51 183 0.00 5 25 0.15 46 229 0 229 35.51 229 0.01 6 30 0.45 136 364 0 364 35.52 364 0.01 7 35 0.45 136 500 0 500 35.52 500 0.01 8 40 0.45 136 636 0 636 35.53 636 0.01 9 45 0.45 136 772 0 772 35.53 772 0.02 10 50 0.45 136 907 0 907 35.54 907 0.02 11 55 0.45 136 1,043 0 1,043 35.55 1,043 0.02 12 60 0.75 226 1,269 0 1,269 35.56 1,269 0.03 13 65 0.75 226 1,494 0 1,494 35.56 1,494 0.03 14 70 0.75 226 1,720 0 1,720 35.57 1,720 0.04 15 75 0.75 226 1,945 0 1,945 35.58 1,945 0.04 16 80 0.75 226 2,171 0 2,171. 35.59 2,171 0.05 17 85 0.75 226 2,397 0 2,397 35.60 2,397 0.06 18 90 0.75 226 2,622 0 2,622 35.61 2,622 0.06 19 95 0.75 226 2,848 0 2,848 35.62 2,848 0.07 20 100 0.75 226 3,073 0 3,073 35.63 3,073 0.07 21 105 0.75 226 3,299 01 3,299 35.64 3,299 0.08 22 110 0.75 226 3,525 0 3,525 35.65 3,525 0.08 23 115 0.75 226 3,750 0 3,750 35.66 3,750 0.09 24 120 1.05 315 4,066 0 4,066 35.68 4,066 0.09 25 125 0.75 226 4,291 0 4,291 35.69 4,291 0.10 26 130 1.05 315 4,607 0 4,607 35.70 4,607 0.11 27 135 1.05 315 4,922 0 4,922 35.71 4,922 0.11 28 140 1.05 315 5,238 01 5,238 35.73 5,238 0.12 29 145 1.05 315 5,553 0 5,553 35.74 5,553 0.13 30 150 1.05 315 5,868 0 5,868 35.76 5,868 0.13 31 155 1.05 315 6,184 0 6,184 35.77 6,184 0.14 32 160 1.05 315 6,499 0 6,499 35.78 6,499 0.15 33 165 1.35 405 6,905 0 6,905 35.80 6,905 0.16 34 170 1.35 405 7,310 01 7,310 35.82 7,310 0.17 35 175 1.35 405 7,715 0 7,715 35.84 7,715 0.18 36 180 1.35 405 8,121 0 8,121 35.85 8,121 0.19 37 185 1.35 405 8,526 0 8,526 35.87 8,526 0.20 38 190 1.65 495 9,021 0 9,021 35.89 9,021 0.21 39 195 1.65 495 9,516 0 9,516 35.91 9,516 0.22 40 200 1.65 495 10,011 01 10,011 35.94 10,011 0.23 41 205 1.95 585 10,596 0 10,596 35.96 10,596 0.24 42 210 2.25 675 11,271 0 11,271 35.99 11,271 0.26 43 215 2.55 765 12,036 0 12,036 36.02 12,036 0.28 44 220 2.55 765 12,800 0 12,800 36.06 12,800 0.29 45 225 2.85 855 13,655 0 13,655 36.09 13,655 0.31 46 230 2.85 855 14,509 01 14,509 36.13 14,509 0.33 47 235 3.15 944 15,454 0 15,454 36.17 15,454 0.35 48 240 3.15 944 16,398 0 16,398 36.21 16,398 0.38 49 245 3.45 1,034 17,432 0 17,432 36.26 17,432 0.40 50 250 3.75 1,124 18,556 0 18,556 36.31 18,556 0.43 51 255 4.05 1,214 19,770 0 19,770 36.36 19,770 0.45 52 260 4.35 1,304 21,074 0 21,074 36.42 21,074 0.48 53 265 1 4.651 1,394 22,468 0 22,468 1 36.48 22,468 0.52 54 270 4.651 1,394 23,861 0 23,861 36.54 23,861 0.55 55 275 1 4.941 1,483 25,345 0 25,345 36.60 25,345 0.58 Basin Depth Analysis Page 11 of 14 TKC JOB #' 2017110600 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 5.24 1;573 26,918' 0 26,918 36.67 26,918 0.62 57 285 5.54 1,663 28,581 0 28,581 36.74 28,581 0.66 58 290 5.54 1,663 30,244 0 30,244 36.82 30,244 0.69 59 295 5.84 1,753 31,997 0 31,997 36.89 31,997 0.73 60 300 6.14 1,843 33,840 0 33,840 36.97 33,840 0.78 61 305 7.64 2,292 36,132 0 36,132 37.07 36,132 0.83 62 310 9.14 2,741 38,873 0 38,873 37.19 38,873 0.89 63 315 10.04 3,011 41,884 0 41,884 37.32 41,884 0.96 64 320 10.93 3,280 45,164 0 45,164 37.46 45,164 1.04 65 325 12.43 3,730 48,894 0 48,894 37.63 48,894 1.12 66 330 15.13 4,538 53,432 0 53,432 37.82 53,432 1.23 67 335 4.05 1,214 54,646 0 54,646 37.88 54,646 1.25 68 340 1.05 315 54,961 0 54,961 37.89 , 54,961 1.26 69 345 0.15 46 55,007 0 55,007 37.89 55,007 1.26 70 350 0.15 45 55,052 0 55,052 37.89 55,052 1.26 71 355 0.09 27 55,079 01 55,079 37.90 55,079 1126 72 360 0.06 18 55,097 01 55,097 37.90 55,097 1 1.26 Basin Depth Analysis Page 12 of 14 TKC JOB # 2.017E +09 in VFnR - 9d HC11 IR ST()RM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.03 24 24 0 24 35.50 24 0.00 2 30 0.04 37 61 0 61 35.50 61 0.00 3 45 0.04 37 97 0 97 35.50 97 0.00 4 60 0.05 49 146 0 146 35.51 146 0.00 5 75 0.04 37 183 0 183 35.51 183 0.00 6 90 0.04 37 219 0 219 35.51 219 0.01 7 105 0.04 37 256 0 256 35.51 256 0.01 8 120 0.05 49 305 0 305 35.51 305 0.01 9 135 0.05 49 353 0 353 35.52 353 0.01 10 150 0.05 49 402 0 402 35.52 402 0.01 11 165 0.07 61 463 0 463 35.52 463 0.01 12 180 0.07 61 524 0 524 35.52 524 0.01 13 195 0.07 61 585 0 585 35.53 585 0.01 14 210 0.07 61 646 0 646 35.53 646 0.01 15 225 0.07 61 707 0 707 35.53 707 0.02 16 240 0.08 73 780 0 780 35.53 780 0.02 17 255 0.08 73 853 0 853 35.54 853 0.02 18 270 0.09 85 938 0 938 35.54 938 0.02 19 285 0.09 85 1,023 0 1,023 35.54 1,023 0.02 20 300 0.11 97 1,121 0 1,121 35.55 1,121 0.03 21 315 0.08 73 1,194 0 1,194 35.55 1,194 0.03 22 330 0.09 85 1,279 0 1,279 35.56 1,279 0.03 23 345 0.11 97 1,377 0 1,377 35.56 1,377 0.03 24 360 0.11 97 1,474 0 1,474 35.56 1,474 0.03 25 375 0.12 110 1,584 0 1,584 35.57 1,584 0.04 26 390 0.12 110 1,693 0 1,693 35.57 1,693 0.04 27 405 0.14 122 1,815 0 1,815 35.58 1,815 0.04 28 420 0.14 122 1,937 0 1,937 35.58 1,937 0.04 29 435 0.14 122 2,059 0 2,059 35.59 2,059 0.05 30 450 0.15 134 2,193 0 2,193 35.60 2,193 0.05 31 465 0.16 146 2,339 0 2,339 35.60 2,339 0.05 32 480 0.18 158 2,497 0 2,497 35.61 2,497 0.06 33 495 0.10 93 2,590 0 2,590 35.61 2,590 0.06 34 510 0.13 117 2,707 0 2,707 35.62 2,707 0.06 35 525 0.29 263 2,970 0 2,970 35.63 2,970 0.07 36 540 0.45 408 3,378 0 3,378 35.65 3,378 0.08 37 555 0.75 675 4,053 0 4,053 35.68 4,053 0.09 38 570 0.91 821 4,874 0 4,874 35.71 4,874 0.11 39 585 1.07 965 5,839 0 5,839 35.75 5,839 0.13 40 600 1.23 1,110 6,949 0 6,949 35.80 6,949 0.16 41 615 0.31 280 7,230 0 7,230 35.81 7,230 0.17 42 630 0.34 303 7,532 0 7,532 35.83 7,532 0.17 43 645 1.04 934 8,466 0 8,466 35.87 8,466 0.19 44 660 1.06 956 9,422 0 9,422 35.91 9,422 0.22 45 675 0.95 856 10,278 0 10,278 35.95 10,278 0.24 46 690 0.97 877 11,155 0 11,155 35.99 11,155 0.26 47 705 0.73 655 11,810 0 11,810 36.01 11,810 0.27 48 720 0.89 798 12,608 0 12,608 36.05 12,608 0.29 49 735 1.86 1,671 14,279 0 14,279 36.12 14,279 0.33 50 750 2.02 1,814 16,093 0 16,093 36.20 16,093 0.37 51 765 2.31 2,078 18,171 0 18,171 36.29 18,171 0.42 52 780 2.47 2,220 20,391 0 20,391 36.39 20,391 0.47 53 795 3.17 2,849 23,239 0 23,239 36.51 23,239 0.53 54 810 3.19 2,868 26,108 0 26,108 36.64 26,108 0.60 55 825 1.72 1,548 27,655 0 27,655 36.70 27,655 0.63 56 840 1.74 1,567 29,222 0 29,222 36.77 29,222 0.67 57 855 2.30 2,073 31,295 0 31,295 36.86 31,295 0.72 58 870 2.19 1,970 33,264 0 33,264 36.95 33,264 0.76 Basin Depth Analysis Page 13 of 14 TKC JOB # 2017110600 inn vGeR _ a Wr)1 IR 14TC1RM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 11.12 3,336 73,277" 0 73,277 38.55 73,277 1.68 57 285 11.68 3,503 76,780 0 76,780 38.70 76,780 1.76 58 290 11.68 3,503 80,283 01 80,283 38.85 80,283 1.84 59 295 12.23 3,669 83,952 0 83,952 39.00 83,952. 1.93 60 300 12.79 3,836 87,788 0 87,788 39.16 87,788 2.02 61 305 15.56 4,668 92,456 0 92,456 39.35 92,456 2.12 62 310 18.34 5,501 97,956 0 97,956 39.58 97,956 2.25 63 315 20.00 6,000 103,956 0 103,956 39.83 103,956 2.39 64 320 21.67 6,500 110,456 0 110,456 40.10 110,456 2.54 65 325 24.44 7,332 117,788 0 117,788 40.41 117,788 2.70 66 330 29.43 8,830 126,618 0 126,618 40.78 126,618 2.91 67 335 8.90 2,670 129,288 0 129,288 40.89 129,288 2.97 68 340 3.35 1,005 130,294 0 130,294 40.93 130,294 2.99 69 345 1.69 506 130,800 0 130,800 40.95 130,800 3.00 70 350 1.13 339 • 131,139 0 131,139 40.96 131,139 3.01 71 355 0.02 6 131,1451 01 131,145. 40.96 131,145 3.01 72 360 0.11 33 131,1781 01 131,178 40.97 131,178 3.01 Basin Depth Analysis . Page 12 of 14 i - -J TKC JOB # 2.017E +09 Inn VGAR _ 9d 41(11 IR CTnPM F\/FNIT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.05 44 44 0 44 35.50 44 0.00 2 30 0.07 67 111 0 111 35.50 111 0.00 3 45 0.07 67 178 0 178 35.51 178 0.00 4 60 0.10 89 267 0 267 35.51 267 0.01 5 •75 0.07 67 333 0 333 35.51 333 0.01 6 90 0.07 67 400 0 400 35.52 400 0.01 7 105 0.07 67 467 0 467 35.52 467 0.01 8 120 0.10 89 556 0 556 35.52 556 0.01 9 135 0.10 89 645 0 645 35.53 645 0.01 10 150 0.10 89 734 0 734 35.53 734 0.02 11 165 0.12 111 845 0 845 35.54 845 0.02 12 180 0.12 111 956 0 956 35.54 956 0.02 13 195 0.12 111 1,067 0 1,067 35.54 1,067 0.02 14 210 0.12 111 1,178 0 1,178 35.55 1,178 0.03 15 225 0.12 111 1,290 0 1,290 35.55 1,290 0.03 16 240 0.15 133 1,423 0 1,423 35.56 1,423 0.03 17 255 0.15 133 1,556 0 1,556 35.56 1,5.56 0.04 18 270 0.17 156 1,712 0 1,712 35.57 1,712 0.04 19 285 0.17 156 1,868 0 1,868 35.58 1,868 0.04 20 300 0.20 178 2,045 0 2,045 35.59 2,045 0.05 21 315 0.15 133 2,179 0 2,179 35.59 2,179 0.05 22 330 0.17 156 2,334 0 2,334 35.60 2,334 0.05 23 345 0.20 178 2,512 0 2,512 35.60 2,512 0.06 24 360 0.20 178 2,690 0 2,690 35.61 2,690 0.06 25 375 0.07 65 2,756 0 2,756 35.61 2,756 0.06 26 390 0.10 91 2,847 0 2,847 35.62 2,847 0.07 27 405 0.38 339 3,186 0 3,186 35.63 3,186 0.07 28 420 0.41 365 3,550 0 3,550 35.65 3,550 0.08 29 435 .0.43 390 3,940 0 3,940 35.66 3,940 0.09 30 450 0.71 637 4,577 0 4,577 35.69 4,577 0.11 31 465 0.98 884 5,462 0 5,462 35.73 5,462 0.13 32 480 1.26 1,131 6,593 0 6,593 35.77 6,593 0.15 33 495 1.78 1,600 8,193 0 8,193 35.84 8,193 0.19 34 510 1.80 1,624 9,818 0 9,818 35.91 9,818 0.23 35 525 2.08 1,871 11,688 0 11,688 35.99 11,688 0.27 36 540 2.35 2,117 13,805 0 13,805 36.08 13,805 0.32 37 555 2.87 2,585 16,390 0 16,390 36.18 16,390 0.38 38 570 3.15 2,831 19,221 0 19,221 36.30 19,221 0.44 39 585 3.42 3,076 22,297 0 22,297 36.43 22,297 0.51 40 600 3.69 3,321 25,618 0 25,618 36.57 25,618 0.59 41 615 1.99 1,788 27,406 0 27,406 36.64 27,406 0.63 42 630 2.01 1,810 29,216 0 29,216 36.72 29,216 0.67 43 645 3.27 2,944 32,160 0 32,160 36.84 32,160 0.74 44 660 3.30 2,966 35,126 0 35,126 36.96 35,126 0.81 45 675 3.07 2,765 37,891 0 37,891 37.08 37,891 0.87 46 690 3.10 2,787 40,678 0 40,678 37.19 40,678 0.93 47 705 2.63 2,364 43,042 0 43,042 37.29 43,042 0.99 48 720 2.90 2,607 45,649 0 45,649 37.40 45,649 1.05 49 735 4.65 4,184 49,833 0 49,833 37.58 49,833 1.14 50 750 4.92 4,427 54,260 0 54,260 37.76 54,260 1.25 51 765 5.44 4,892 59,152 0 59,152 37.96 59,152 1.36 52 780 5.70 5,134 64,286 0 64,286 38.18 64,286 1.48 53 795 6.96 6,266 70,552 0 70,552 38.44 70,552 1.62 54 810 6.98 6,285 76,837 0 76,837 38.70 76,837 1.76 55 825 4.29 3,859 80,697 0 80,697 38.86 80,697 1.85 56 840 4.31 3,878 84,575 0 84,575 39.02 84,575 1.94 57 1 855 1 5.321 4,786 89,361 51 89,361 39.22 89,361 2.05 58 1 870 1 5.091 4,5831 93,944 1 01 93,944 1 39.41 93,9441 2.16 Basin Depth, Analysis Page 13 of 14 TKC JOB # 2.017E +09 inn YFAR - 74 HnHR STnRM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 59 885 5.11 4,601 98,545 0 98,545 39.61 98,545 2.26 60 900 4.89 4,397 102,942 0 102,942 39.79 102,942 2.36 61 915 4.66 4,192 107,134 0 107,134 39.96 107,134 2.46 62 930 4.43 3,987 111,121 0 111,121 40.13 111,121 2.55 63 945 3.46 3,115 114,237 0 114,237 40.26 114,237 2.62 64 960 3.48 3,132 117,369 0 117,369 40.39 117,369 2.69 65 975 0.10 89 117,458 0 117,458 40.39 117,458 2.70 66 990 0.10 89 117,547 0 117,547 40.40 117,547 2.70 67 1005 0.07 67 117,613 0 117,613 40.40 117,613 2.70 68 1020 0.07 67 117,680 0 117,680 40.40 117,680 2.70 69 1035 0.11 100 117,780 0 117,780 40.41 117,780 2.70 70 1050 0.13 115 117,895 0 117,895 40.41 117,895 2.71 71 1065 0.14 130 118,025 0 118,025 40.42 118,025 2.71 72 1080 0.10 89 118,114 0 118,114 40.42 118,114 2.71 73 1095 0.10 89 118,203 0 118,203 40.43 118,203 2.71 74 1110 0.10 89 118,292 0 118,292 40.43 118,292 2.72 75 1125 0.07 67 118,359 0 118,359 40.43 118,359 2.72 76 1140 0.05 44 118,403 0 118,403 40.43 118,403 2.72 77 1155 0.07 67 118,470 0 118,470 40.44 118,470 2.72 78 1170 0.00 2 118,472 0 118,472 40.44 118,472 2.72 79 1185 0.07 67 118,539 0 118,539 40.44 118,539 2.72 80 1200 0.05 44 118,584 0 118,584 40.44 118,584 2.72 81 1215 0.07 67 118,650 0 118,650 40.44 118,650 2.72 82 1230 0.07 67 118,717 0 118,717 40.45 118,717 2.73 83 1245 0.07 67 118,784 0 118,784 40.45 118,784 2.73 84 1260 0.05 44 118,828 0 118,828 40.45 118,828 2.73 85 1275 0.07 67 118,895 0 118,895 40.45. 118,895 2.73 86 1290 0.05 44 118,939 0 118,939 40.46 118,939 2.73 87 1305 0.07 67 119,006 0 119,006 40.46 119,006 2.73 88 1320 0.05 44 119,050 0 119,050 40.46 119,050 2.73 89 1335 0.07 67 119,117 0 119,117 40.46 119,117 2.73 90 1350 0.05 44 119,162 0 119,162 40.47 119,162 2.74 91 1365 0.05 44 119,206 0 119,206 40.47 119,206 2.74 92 1380 0.05 44 119,251 0 119,251 40.47 119,251 2.74 93 1395 0.05 44 119,295 0 119,295 40.47 119,295 2.74 94 1410 0.05 44 119,339 0 119,339 40.47 119,339 2.74 95 1425 0.05 44 119,384 0 119,384 40.47 119,384 2.74 96 1440 0.05 44 119,428 01 119,428 1 40.48 1 119,4281 2.74 Basin Depth Analysis Page 14 of 14 N sNol vlfl3lv3 All3vdv3 :ldld � PIPE CAPACITY TABLE PIPE SIZE, MINIMUM SLOPE FLOW RATE (CFS) CAPACITY (CFS). PIPE 1 .24" 0.005 16.9 17.14 PIPE 2 36" 0.005 24.74 50.53 PIPE 3. 36" 0.0.05 29.27 50.53 PIPE 4 36" 0.005 40.47 50.53 PIPE 5 18" 0.005 2.94 7.96 PIPE 6 24" 0.005 8.11 17.14 PIPE 7 24" 0.005 13.00 17.14 DEPTH = 0.W (DIAMETER) N= 0.013, S -0.005 tmp #5 Manning Pipe calculator Given Input Data: shape circular solving for ..................... Flowrate Diameter ........................ 3.0000 ft Depth. ........................... 2.8800 ft slope ........................ 0.0050 ft /ft manning's n .......... 0.0130 computed Results: Flowrate ......... Area ............. wetted Area .' wetted Perimeter . Perimeter ........ velocity ... ..... Hydraulic Radius Percent Full ..... Full flow Flowrate Full flow velocity 50.5291 cfs 7.0686 ft2 6.9737 ft2 8.2166 ft 9.4248 ft 7.2456 fps 0.8487 ft 96.0000 % 47.1629 cfs 6.6722 fps critical Information critical depth .................. 2.5553 ft critical slope ................... 0.0056 ft /ft critical velocity 9.4241 fps critical area ................... 6.7001 ft2 critical perimeter .............. 6.8229 ft critical pydraulic radius........ 0.9820 ft critical top width .............. 3.0000 ft specific energy ... 3.9320 ft Minimum energy .................. 3.8329 ft Froude number ................... 0.9069 Flow condition .................. subcritical Page 1 1$ dI RCULA ? PI Pt GS W^A U DSP'TN = O.9G (DIAME'TER� N=O.01S, S=O-005 tmp #3 Manning Pipe calculator Given Input Data: shape Circular solving for Flowrate Diameter ........................ 1.5000 ft Depth ........................... 1.4400 ft slope ........................ 0.0050 ft /ft Manning's n ..................... 0.0130 computed Results: Flowrate ....................... 7.9578 cfs Area ....... 1.7671 ft2 wetted�Area 1.7434 ft2 wetted Perimeter ................ 4.1083 ft Perimeter ....................... 4.7124 ft velocity ... 4.5645 fps Hydraulic Radius ...... 0.4244 ft Percent Full 96.0000 % -Full flow Flowrate .............. 7.4277 cfs Full flow velocity .............. 4.2032 fps critical Information critical depth .1.2157 ft critical slope ................. 0.0069 ft /ft Critical velocity ............... 6.2855 fps Critical area 1.5821 ft2 Critical perimeter .............. 3.2876 ft critical hydraulic radius ....... 0.4812 ft -.� critical top width .............. 1.5000 ft specific energy . 1.8575 ft Minimum energy .................. 1.8235 ft Froude number 0.8080 Flow condition .................. subcritical Page 1 DEPTH = 0 .936(DIAMETM) W=0.013, S ° 0.005 1 tmp #4 Manning Pipe Calculator Given Input Data: shape ....................... Circular solving for ..................... Flowrate Diameter ......... 2.0000 ft Depth ............ 1.9200 ft slope ............. 0.0050•ft /ft Manning's n ..................... 0.0130 Computed Results: Flowrate ......... Area ... WettedArea .... wetted Perimeter . Perimeter ........ velocity ... ..... Hydraulic Radius . Percent Full . Full flow Flowrate Full flow velocity 17.1382 cfs 3.1416 ft2 3.0994 'ft2 5.4778 ft 6.2832 ft 5.5294 fps 0.5658 ft 96.0000 % 15.9965 cfs 5.0918 fps Critical Information critical depth .................. 1.6557 ft critical slope .................. 0.0063 ft /ft critical velocity ............... 7.4304 fps Critical area ................... 2.8822 ft2 Critical perimeter .............. 4.4530 ft critical hydraulic radius ....... 0.6473 ft Critical top width.... 2.0000 ft specific energy . 2.5327 ft Minimum energy .................. 2.4836 ft Froude number ................... 0.8477 Flow condition .................. subcritical Page 1 C� 1 RETENTION BASIN CAPACITY SUMMARY DEPTH OF PROPOSED UNDERGROUND BASIN: 6.5' RETENTION BASIN BOTTOM ELEVATION: 35.5 RETENTION BASIN TOP ELEVATION: 42.0 STORM EVENT BASIN HGL VOLUME REQUIRED CU. FT. VOLUME PROVIDED CU. FT. 10 YEAR 37.90 55,100 144,100 100 YEAR 40.97 131,178 144,100 '_J STREET CAPACITY CALCULATIONS STREET CAPACITY CALCULATIONS: A 1.00 year street capacity calculation and diagram is provided on the following sheets representing both the pedestrian esplanade to the west of the Hotel /Conference Center expansion and the north -south vehicular Drive. For the purposes of the capacity calculations, each case is assumed to have a regular cross section with a longitudinal slope of 0.005. Manning's equation for flow in an open channel with an irregular cross section can be used as shown below to show that the cross section has the capacity to convey 17.58 cfs when the depth of flow is at curb height. The calculated data will be used to show that curb inlets proposed along the pedestrian esplanade and vehicular drive will operate with the flow depth below curb height during a 100 year event. Manning's Equation is: l Q= 1.486AR2 /3S" /n +J where, Q = flowrate (cubic feet/second) A = cross sectional area (feet. R = hydraulic radius (feet) = A/P P = wetted perimeter (feet) S = longitudinal slope n = manning's roughness coefficient For the Street Cross Section shown on the following page: A = 6.86 ft2 P =31.02ft R = 0.221 ft S = 0.005 n = 0.015 �� Z Q =17.58 cfs r� TYPICAL STREET SECTION NORTH /SOUTH VEHICULAR DRIVE PEDESTRIAN ESPLANADE 30' 6" CURB] F6" CURB MINIMUM LONGITUDINAL SLOPE = 0.5% (.005) ROUGHNESS COEFFICIENT (N) = 0.015 STREET CAPACITY TABLE STREET MAXIMUM FLOW CURB TO CURB CAPACITY PEDESTRIAN 16.9 CFS _ 17.58 CFS ESPLANADE VEHICULAR DRIVE 13.0 CFS 17.58 CFS INLET SIZING CALCULATIONS f,-,) CURB OPENING INLET ON GRADE According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet on a grade operates effectively where flow depth at the curb is sufficient for the inlet to perform efficiently. The street capacity calculations provided in the previous section show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Catch Basin Sizing — On Grade calculation sheets that follow provide an equation for the length of curb opening (LI) inlet required for total interception of gutter flow on a pavement section with a straight cross slope. The efficiency of curb - opening inlet on grade shorter than the length required for total interception is expressed by the following equation: E= 1- (1 -L /L,) '.a The parameters used on the following sheets are defined here: Q = Flowrate (cfs) S = longitudinal slope S, = Cross Slope n = Manning's Roughness Coefficient a = Curb Inlet Opening Height VAI = Gutter Width -J CATCH BASIN SIZING - ON GRADE JOB NAME LA Quinta Resort - Hotel Conference Center - SDP TKC JOB # 2017110600 III CATCH BASIN CB -1 and CB -2 Given: Q= 8.45 cfs Determine the total length of the catch basin required to intercept 100% of the flow: Eqn 3: T = 17.84 ft Eqn 2: d= 1.19 ft Eqn 1: Lt= 9.30 ft Length of Catch Basin L= 7 ft Determine flow intercepted: Eqn 8: E= 91.92% Eqn 9: Qi= 7.77 cfs Determine carryover flow: Qc= 0.68 cfs (ADD TO'Q' TRIBUTARY TO CATCH BASINS 3 AND 4, EACH) S = 0.0050 ft/ft Sx = 0.0200 ft/ft n = 0.015 a = 10 in W= 4.00 ft Note: 'a' depth includes normal gutter depth Equations Used: Q (2)d = TS, +12 Y8 Q (3)T = 0.56 YS Y S n Determine the total length of the catch basin required to intercept 100% of the flow: Eqn 3: T = 17.84 ft Eqn 2: d= 1.19 ft Eqn 1: Lt= 9.30 ft Length of Catch Basin L= 7 ft Determine flow intercepted: Eqn 8: E= 91.92% Eqn 9: Qi= 7.77 cfs Determine carryover flow: Qc= 0.68 cfs (ADD TO'Q' TRIBUTARY TO CATCH BASINS 3 AND 4, EACH) CURB OPENING INLET IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet in a sag condition operates as a weir to depths of flow equal to the curb opening height. The street capacity calculations. provided previously show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Drainage of Highway Pavements manual shows that the equation for the interception capacity of a depressed curb - opening inlet acting as a weir is: Q =C(L + 1.8W)di'S Where: C= constant =2.3 L= length of curb opening (ft) W= lateral of the depression (ft) d =depth of the curb measured from the normal cross slope (ft) For a curb opening inlet in a sag condition with an opening width of 4 feet, the captured flowrate can be calculated as follows: L =4 ft W =4 ft d =0.5 ft Q =2.3(4 + (1.8)(4))(0.5)''5 = 9.11 cfs f GRATE INLETS IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC 712), grate inlets in a sag condition operate as weirs under low head conditions and as orifices at greater depths. Assuming a maximum allowable depth over the grate inlet of 8 ", the capacity of a grate inlet operating as a weir is: Q= C,vPdi.s Where P = perimeter of the grate (ft.) disregarding bars and CH, 3.0. For a proposed 2'X3' grate inlet, the capacity can be calculated as: Q = 3.0(2 +3 +2 +3)(0.67)1'5 = 16.45 cfs . According to City of La Quinta Bulletin #06 -16, area drains should have a factor of safety of 2 in order to assume 50% clogging of the.grate. Therefore, the capacity of a 2'X3' grate inlet in a sag condition is: Q = 16.45/2 cfs = 8.22 cfs AREA DRAINS City of La Quinta Bulletin #06 -16, Section 5 states that the capacity of area drains used to collect runoff from relatively small basins (approximately 2 acres) may be estimated at 5 cfs per acre. Subareas 5, 8 and 9 will rely on the use of multiple area drains to collect runoff. The estimated capacity to collect runoff within each of these subareas can be calculated as follows: Subarea 5 Area = 2.24 ac. Area Drain Capacity = (5 cfs /acre) X 2.24 ac. =1 1.2 cfs Q 100 = 11.2 cfs Subarea 8 Area = 0.54 ac. Area Drain Capacity = (5 cfs /acre) X 0.50 ac. = 2.5 cfs Q 100 = 3.34 cfs Subarea 9 Area = 1.02 ac. `-1 Area Drain Capacity = (5 cfs /acre),X 0.97 ac. = 4.85 cfs Q100 = 4.85 cfs Based on these estimated area drain calculations, subareas 8 and 9 fall just short ofproviding the capacity required during the 100 year event. It is recommended that the final grading and drainage design provide measures to provide additional inlet capacity or a means to overflow to an adjacent subarea in the event that drainage capacity is exceeded. ._ 1 INLET SIZING: INLET SIZING —100 YEAR STORM EVENT INLET INLET TYPE INLET 100 YEAR FLOW INLET SIZE CAPACITY CB -1 CURB OPENING 7' 8.45cfs 7.77 cfs ON GRADE CB -2 CURB OPENING 7' 8.45 cfs 7.77 cfs ON GRADE CB -3 CURB OPENING 4' 3.92cfs + 0.62cfs= 9.11 cfs IN A SAG 4.54 cfs CB -4 CURB OPENING 4' 3.92cfs +. 0.62cfs= 9.11 cfs IN A SAG . 4.54 cfs CB -5 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -6 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -7 CURB OPENING 4' 4.3cfs +2.2cf 9.11 cfs IN A SAG = 6.50cfs CB -8 CURB OPENING 4' 4.3cfs +2.2cfs 9.11 cfs IN A SAG = 6.5cfs I -1 GRATE INLET IN 2'X 3' 4.53 cfs 8.22 cfs A SAG 72 HOUR PERCOLATION CALCULATIONS 72 HOUR PERCOLATION CALCULATIONS: City of La Quinta Bulletin #06 -16, Section 6 requires that a retention basin should be capable of percolating the entire 100 year storm retention capacity in less than 72 hours. Maxwell Plus drywell injection rates are assumed to be 0.1 cfs per drywell for the 72 hour retention basin percolation calculation. Calculations to determine the number of drywell systems needed to dissipate the stored runoff from a 100 year storm event, within a 72 hour period are included in this section. Runoff volume (100 year event) = 131,178 ft3 Drywell percolation volume (72 hours) = 0.1 Ocfs (3600 s/hr)(72 hours) = 25,920 ft3 Based on'these calculations and injection rate assumptilrs, five separated yell ss stenL " providing percolation at a rate of 0.10 cfs are required to perco ate t e entire 1J00 year event storage in a 72 hour period. Supplemental percolation tests performed at the retention basin location by the Geotechnical Engineer are recommended. The final grading and drainage design will provide the location of each drywell system that is to be installed to insure that a minimum of 200 feet separation between drywells is maintained, per City of La Quinta requirements. 6 v6A According to soil sam �g data4_n ded in the Geotechnical Investigation Report prepared for this pro sent at depths of 10 feet below the existing ground surface. Therefore 0 in/hr percolation must be assumed when using retention C basin sizing calculations. H1 ,&,a C.tAcAftc APPEND REFEREN TERIAL Precipitf _ iTrequency Data Server Page I -of 2 33.659 I6 300 POINT PRECIPITATION �� FREQUENCY ESTIMATES FROM OAA ATLAS 14 Californ' 33.6900 16.314 W 183 feet from "Precipitation-Frequency a Unit NOAA Atlas 14, Volume 1, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta. and D. Riley NOAH. National Weather Service, Silver Spring, Maryland, 2006 Extracted: Thu Mar 5 2009 Fi$tUMX0stdt@8:' Precipitation Frequency Estimates (inches) ARP 5 10 15 30 60 120 3 hr 6 hr 12 24 48 4 7 10 20 30 45 60 �❑ min ❑���� min min min min hr hr hr CY ears min 0.33 0.45 0.45 0.61 0.52 0.70 0.69 0.94 0.86 1.17 0.92 1.26 0.94 1.27 1.01 1.36 1.11 1.50 1.18 1.60 1.33 1.81 1.49 2.04 1.67 2.30 1.78 2.44 L1 0.10 0.14 0.16 0.22 0.20 0.27 0.27 0.36 L�� 0.23 0.35 0.43 0.58 0.72 0.95 1.24 1.07 1.38 1.40 1.77 1.73 1.90 1.92 2.16 2.40 2.43 2.04 2.58 2.24 2.82 2.40 3.04 2.73 3.45 3.07 3.85 3.46 4.33 3.68 4.62 10 I 0.30 0.46 0.57 0.77 0.95 1.34 1.68 1:84 2.31 2.79 3.13 3.15 3.39 3.66 3.95 4.46 4.96 5.54 5.93 25 0.42 0.65 0.80 1.08 50 0.54 0.82 1.01 1.37 1.69 2.09 2.25 2.77 3.30 3.85 3.73 4.38 3.78 4.49 4.07 4.82 4.36 5.12 4.71 5.54 5.29 6.19 5.85 6.81 6.50 7.51 6.97 8.07 100 0.67 1.02 1.26 1.70 2.11.2.55 2.60 3.09 2.71 3.25 3.28 3.84 4.45 5.08 5.27 5.66 5.95 6.43 7.15 7.82 8.57 9.22 200 0.83 1.26 1.56. 2.10 500 1000 11.31 1.08 1.64 1.99 2.04 2.47 2.74 3.33 3.39 4.12 14.69 3.94 4.07 4:79 4.69 5.40 5.31 6.11 6.43 6.90 7.15 7.75 8.54 9.27 10.04 10.83 6.04 6.96 7.43 7.95 8.15 8.85 9.68 10.45 11.21 12.11 These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval Preci itation Fre uency Estimates (inches) 30 F45-IF6-0-1 ARI ** 5 10 Q15 30 60 120 3 6 12 a 48 4Y 7 10 da da da da Fears) min � nun �� hr hr hr hr da day day Y Y Y Y U 0.13 0.20 0.25 0.34 0.41 0.56 0.64 0.85 1.04 1.10 1.10 1.18 1.29 1.37 1.54 1.72 1.93 2.05 0.28 0.35 0.47 0.58 0.77 0.86 1.14 1.41 1.50 1.52 1.60 1.75 1.86 2.11 2.36 2.66 2.82 I ' 10.29 0.44 0.73 0.91 1.17 1.30 1. 69 2.08 2.27 2.29 2.39.2.60 2.78 3.17 3.55 3.99 4.25 0.55 10 0.38 0.58 0.72 0.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 0.81 1.00 1.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3r98� 4� 2? , 4r?7� 5�1�6� 5� 7� 6r 3 6r 4 1.44 11LA.,. „.,,c rTnv/ hin /hcicc/huildout.t)erl ?tvne --vf& units =us& series =pd& statename= SOUTHERN+CAL]FORNIA &st..: 3/5/2009 i RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Grou Cover (2) 1 A I B I C I D NATURAL COVERS Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel, Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Meadows or Cienegas (Areas with seasonally high water table, principal vegetation is sod forming grass) Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 50 percent) Woodland, Grass (Coniferous or broadleaf trees with canopy density from 20 to 50 percent) URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) 78 186 191 1 93 Poor 53 70 80 85 Fair 40 63 75 81 Good 31 57 71 78 Poor 71 82 88 91 Fair 55 72 81 86 Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70 .80 84 Good 30 58 72 78 Poor 62. 76 84 88 Fair 46 66 77 83 Good 41 63 75 81 Poor 45 66 77 83 Fair 36 60 73 79 Good 28 55 70 77 Poor 57 73 82 86. 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I 10. Mfl-� GOO! mi wr . 4]p;�19. 15 21 111 ALle-- to �6. vs� E vk` to-1 A I-A , ERE iw 41, ;I NJ 0. Y FLOOD A N b % RIVERSIDE coumT WATER w- CQNSERVAT Z;'Tr ION DIM SLOPE - OF M, IM N�t INTENSITY D Wig.; "n %WS � I xe, URAT Wig C 'VE gal UR A, MW IR1111 D .X48.8 A1� 1 3� I 1 47.8' rn I 1 ; CITY' OF LA QVINTA Lllf%UWAV '111 7 A 4 c: c .'" � R!1 BASIN N ; PO 7 PROPOSED HOTEL .CONFERENCE SffE 'BASIN 100 `YEAR, ' 3, HOUR 100 YEAR, 70 HOUR 100 YEAR, 24 HOUR 10 YEAR, 1 HOUR 10 YEAR, 3 HOUR: 10 YEAR, 6 HOUR 10 YEAR, 24 HOUR 2 YEAR, 1 HOUR CITY' OF LA QVINTA Lllf%UWAV '111 7 A 4 FLOW 100 -YEAR 1 HOUR .'" � R!1 BASIN N ; PO 7 PROPOSED HOTEL .CONFERENCE SffE 'BASIN 100 `YEAR, ' 3, HOUR 100 YEAR, 70 HOUR 100 YEAR, 24 HOUR 10 YEAR, 1 HOUR 10 YEAR, 3 HOUR: 10 YEAR, 6 HOUR 10 YEAR, 24 HOUR 2 YEAR, 1 HOUR SUB -AREA SUB -BASIN DRAINAGE DATA x TA` ON ERAV DATA = AUAINIIIAFY 0 ACHY RE . UIRED 131 178 CLOG 1 Q r n;,• z reaArrry aarr►nncn: Iedim rla SUB BASIN AREA ( I OEW11. PERCENT iiOkRV16b§ 610 (dS) Q100 (CFSI .... , WT , . _ 1 M+NN�{ 6k16P :,.. e. � .., .. i. .... ,.:.. . .M . I � L h I L { ,: LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: Stantec Consulting, Inc. Palm Desert Division received MAR L8 ?099 City of La 9uinta Planning Department PREPARED FOR: PYRAMID PROJECT MANAGEMENT March 16, 2009 LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: Stantec Consulting, Inc. Palm Desert Division PALM DESERT DIVISION 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT, CA 92260 Prepared Under the Supervision of: James R. Bazua R.C.E. 58394 Expiration Date: December 31, 2010 LA QUINTA RESORT SITE DEVELOPMENT PERMIT NO. 08-909 HOTEL /CONFERENCE CENTER EXPANSION HYDROLOGY REPORT TABLE OF CONTENTS: I PURPOSE AND SCOPE II DESIGN CRITERIA III SUMMARY OF FLOWRATES III RATIONAL METHOD CALCULATIONS -100 YEAR AND 10 YEAR IV PIPE CAPACITY CALCULATIONS V RETENTION BASIN CALCULATIONS VI STREET CAPACITY CALCULATIONS VII INLET SIZING CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS IX APPENDIX "A" - REFERENCE MATERIAL AND HYDROLOGY MAP PURPOSE AND SCOPE The purpose of this report is to provide a preliminary hydrologic study of the La Quinta Resort, Hotel /Conference Center Expansion in support of Site Development Permit Application 08 -909. The proposed Hotel Conference Center expansion lies within Specific Plan Amendment No. 6, Planning Area 1. The La Quinta Resort Hotel /Conference Center is currently developed. Site Development Permit No. 08 -909 proposes expansion of the existing Hotel /Conference Center and various other improvements over a 9.9 acre development area, including construction of an underground garage and the addition of an underground storm drain system capable of retaining runoff from the 100 year storm event on -site. The report summarizes the hydraulic and hydrology requirements for the site and.addresses the design methodology on which the drainage concept for the site is based. METHODOLOGY The total area covered under Permit No. 08 -909 includes 9.9 acres of improvements. However, storm runoff tributary to the site development permit area is generated over a 14.1 acre tributary area (see Hydrology Map, included). The existing drainage facilities serving the Hotel /Conference Center include an extensive system of inlets and area drains that lead to a common 24" mainline storm drain system that is designed to convey runoff toward the easterly boundary of the La Quinta Resort and Spa. Runoff collected in the storm drain system is then directed to a wet well located near the intersection of the Entry Road and Eisenhower Drive, where it is pumped out of the wet well into a force main pipe located underneath Eisenhower Drive. The force main terminates in an existing lake, adjacent to the existing off -site Golf Course Channel. The Hydraulic and Hydrologic Report prepared previously by Statec Consulting during the Specific Plan/Environmental Impact Report process for Planning Area 1 shows that even under optimum conditions, the maximum capacity of the existing 24" pipe is less than 19 CFS. Also, the existing pump system used to transfer flows from the 24" storm drain pipe into the existing force main system consists of two individual pumps, each capable of pumping 450 GPM (1.0 CFS) at peak performance. Since the existing storm drain system does not appear to have the capacity to convey the total runoff from. the proposed Hotel /Conference Center development area during the 100 year storm event, an underground storm drain system capable of retaining runoff from the 100 year event on site is proposed. PROPOSED DRAINAGE SYSTEM The underground storm drain system proposed for the Hotel /Conference Center expansion includes a series of inlet and storm drain pipes capable of collecting and conveying runoff from the 100 year storm event to an underground retention system. The underground retention system includes the use of Maxwell Plus drywell systems used to dissipate stored runoff within a 72 hour period in accordance with City of La Quinta standards. The existing Hotel /Conference Center is located directly over an underground parking facility. The proposed development includes expansion of the existing underground parking garage. The limits of the proposed underground parking facility are represented on the Hydrology Map included in the appendix of this report. The proposed retention basin has been located so that it is not in conflict with the proposed garage expansion. The portion of the proposed expansion west of the Vehicular Drive will be equipped with a series of roof drains that will be piped through the garage structure, directly into the proposed retention basin. Runoff totals for storm water collected in the roof drain system have been included in the retention basin calculations found in this report. The roof drain pipe network for the area west of the Vehicular Drive will be included in the design of the parking garage structure, and is not represented graphically on the included Hydrology Map. The portion of the proposed expansion east of the Vehicular Drive is also equipped with a series of roof drains that are designed to direct runoff into the proposed backbone storm drain system that runs along the easterly boundary of the development site. This backbone system has been sized to collect this portion of roof drain runoff and convey it toward the proposed underground retention basin. The proposed underground storm drain system serving the Hotel /Conference Center Expansion consists of two separate backbone pipe systems that collect runoff of from a series of smaller storm drain pipes and area drains. A preliminary pipe capacity analysis is provided in this report for each separate backbone line with the intent of establishing pipe sizes and slopes that provide results consistent with current City of La Quinta standards. It should be noted that a third .separate storm drain pipe network designed to serve Subarea 6 (see Hydrology Map, included) is proposed. This relatively small independent system will collect runoff tributary to Subarea 6 only, and convey it to an underground drywell. The intent of the proposed drywell is to provide a means of eliminating surface flow of nuisance water. Since the amount of runoff collected in this separate system during the 100 year storm event exceeds the injection rate allowed by the City of La Quinta for drywells, storm flows are expected to bypass the curb inlets and flow along the Vehicular Drive toward Subarea 7. The inlet sizing chart included in this report allows for the collection of the overflow runoff. OVERFLOW STRATEGY Both the post and pre - development conditions are such that no off -site flows are introduced into the drainage boundary depicted on the enclosed Hydrology Map. In the event that. an emergency overflow condition is reached and the proposed storm drain system reaches capacity, overflow drainage will follow existing drainage patterns toward the east along the existing Entry Road and adjacent parking area. Emergency overflow drainage will ultimately be directed onto Eisenhower Drive via the existing outlet just north of the Entry Drive. The rainfall data and design criteria used in this report are consistent with current City of La Quinta standards for hydrology and hydraulic design. Rainfall totals are based on NOAA National Weather Service data, and the Runoff Index values are based on RCFC &WCD values for various types of development. This report includes: 1) the determination of on -site drainage areas as identified on the hydrology map for the project; 1) determination of peak flow rates using the Rational Method (Riverside County) software by Civi1CADD /CivilDesign; 3) determination of storm drain 1 pipe sizes utilizing `StormCAD' hydraulic software; 4) the determination of flood volumes for the retention basin utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short-cut Method) for the 100 year and 10 year storm events 5) the ' determination of inlet sizes calculated based on design criteria provided in the Federal Highway Administration "Design of Highway Pavements" manual 6) street flow capacity calculations and 7) a study intended to show the amount of time required to dissipate runoff ' stored after a 100 year storm event within. a 72 hour period. i� DESIGN CRITERIA DESIGN CRITERIA SITE DEVELOPMENT PERMIT 08 -909 HYDROLOGY REPORT The following Riverside County Flood Control District (RCFCWCD) parameters were used in the preparation of the analyses: • Antecedant Moisture Condition — 100 year 2 RCFCWCD Sheet C -4 • Antecedant Moisture Condition — 10. year 2 RCFCWCD Sheet C -4 • 100 year — 1 Hour Precipitation 2.11" NOAA Atlas 14 • 100 year — 3 Hour Precipitation 2.71" NOAA Atlas 14 • 100 year — 6 Hour Precipitation 3.28" NOAA Atlas 14 • 100 year — 24 Hour Precipitation 4.38" NOAA Atlas 14 • 10 year — 1 Hour Precipitation 0.95" NOAA Atlas 14 • 10 year — 3 Hour Precipitation 1.38" NOAH Atlas 14 • 10 year — 6 Hour Precipitation 1.77" NOAA Atlas 14 • 10 year — 24 Hour Precipitation 2.40" NOAA Atlas 14 • 2 year —1 Hour Precipitation 0.45 NOAA Atlas 14 • Hydrologic Soil Type "C" • Slope Intensity Duration Curve 0.58 • Runoff Index (for pervious areas) 69 • Infiltration rate for pervious areas 38 SUMMARY OF FLOWRATES SUMMARY OF FLOWRATES SUB -BASIN AREA (ac.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 0.73 8.71 16.6 2 1.56 0.70 3.99 7.59 3 0.65 1.00 2.44 5.21 4 2.21 1.00 6.99 13.0 5 2.24 0.71 5.87 11.2 6 0.63 0.65 2.01 3.82 7 1.49 0.73 4.85 9.18 8 0.54 0.70 1.76 3.34 9 1.02 0.70 2.74 5.22 ' RATIONAL METHOD CALCULATIONS 10 YEAR EVENT � I � I � I � I � I � I � I I I I] Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File :10YEARHOOTELCONFERENCEl.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 1 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 -------------------------------------------=--------------------- 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 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 660.000(Ft.) Top (of initial area) elevation = 49.000(Ft.) Bottom (of initial area) elevation = 45.600(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00515 s(percent)= 0.52 TC = k(0.341) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 13.131 min. Rainfall intensity = 2.735(In /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.856 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 = 0.270; Impervious fraction = 0.730 Initial subarea runoff = 8.712(CFS) Total initial stream area = 3.720(Ac.) Pervious area fraction = 0.270 End of computations, total study area = 3.72 (Ac.). The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.270 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE2.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT ' SUBAREA 2 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** ' English (in -lb) Units used in input data file 1 ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - S/N 707 ----------------------------------------------------------------- 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 ' 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 r ++++++++++++++++++......++++++.... . + + + + + + + + + + + + + + + ++ + + + + + + + + + + + ++ ' Process from Point /Station 200.000 to Point /Station 202.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 46.700(Ft.) ' Bottom (of initial area) elevation = 44.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.348) *[(length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 11.264 min. Rainfall intensity = 2.989(In /Hr) for a 10.0 year storm � I � I � I I I � I � I � I 1 1 USER INPUT of soil data for subarea 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 t Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.300; Impervious fraction.= 0.700 ' Initial subarea runoff = 3.987(CFS) Total initial stream area = 1.560(Ac.) Pervious area fraction = 0.300 End of computations, total study area = 1.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0 � I � I � I I I � I � I � I 1 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering. Software,(c) 1989-- 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE3.Out ----------------------------------------------------------------- SITE DEVELOPMENT AREA HYDROLOGY ' HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 3 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- tRational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In,) t Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve— 0.5800 ' Process from Point /Station 300.000 to Point /Station 303.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 190.000(Ft.) Top (of initial area) elevation = 44.600(Ft.) ' Bottom (of initial area) elevation - 43.500(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.277) *[(length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 6.330 min. Rainfall intensity .= 4.176(In /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.899 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 = 0.010; Impervious fraction = 0.990 Initial subarea runoff = 2.440(CFS) Total initial stream area = 0.650(Ac.) Pervious area fraction = 0.010 End of computations, total study area = 0.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE4.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 4 ------=---------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- 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 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 ' Process from Point /Station 400.000 to Point /Station 404.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 370.000(Ft.) Top (of initial area) elevation = 47.000(Ft.) ' Bottom (of initial area). elevation = 45.150(Ft.) Difference in elevation = 1.850(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.277) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.510 min. Rainfall intensity = 3.517(In /Hr). for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.899 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 = 0.010; Impervious fraction = 0.'990 Initial subarea runoff = 6.985(CFS) Total initial stream area = 2.210(Ac.) Pervious area fraction 0.010 End of computations, total study area = 2.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File •:IOYEARHOTELCONFERENCE5.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 5 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - S/N 707 ----------------------------------------------------------------- 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 ' 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 Process from Point /Station 500.000 to Point /Station 505.00.0 * * ** INITIAL AREA EVALUATION * * ** ■ Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 45.200(Ft.) ' Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 1,200(Ft.) Slope = 0.00364 s(percent)= 0.36 TC = k(0.346) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration 10.823 min. Rainfall intensity = 3.059(In /Hr) for a . 10.0 year storm I I II it USER INPUT of soil data for subarea Runoff Coefficient = 0.857 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 = 0.290; Impervious fraction = 0.710 ' Initial subarea runoff = 5.874'(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.290 End of computations, total study area = 2.24 (Ac.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.290 Area averaged RI index number = 69.0 I I II it Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE6.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 6 ----------------------------------------------------------- - - - - -- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- 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 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 606.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 47.700(Ft.) Bottom (of initial area) elevation = 46:400(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00722 s(percent)= 0.72 TC = k(0.361) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.721 min. Rainfall intensity = 3.721(In /Hr) for a 10.0 year storm � I � I ' Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 69.0 � I � I � I � I � I � I � I � I � I � I USER INPUT of soil data for subarea Runoff Coefficient = 0.856 ' 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 = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.008(CFS) ' Total initial stream area = 0.630(Ac.) Pervious area fraction = 0.350 End of computations, total study area = 0.63 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 69.0 � I � I � I � I � I � I � I � I � I � I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001, Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE7.out -------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 7 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Moreno Valley,.CA - S/N 707 --------------------------------------------------------7-------- 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 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 700.000 to Point /Station 707.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 46.700(Ft.) Bottom (of initial area) elevation = 43.500(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.01231 s(percent)= 1.23 TC = k(0.341) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.600 min. Rainfall intensity = 3.755(In /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.867 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 = 0.270; Impervious fraction = 0.730 Initial subarea runoff = 4.849(CFS) Total initial stream area = 1.490(Ac.) Pervious area fraction = 0.270• End of computations, total study area = 1.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.270 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:10YEARHOTELCONFERENCE8.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 8 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ------------------------------------------=---------------------- 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 ' 2 year, 1 hour precipitation= 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 1 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 800.000 to Point /Station ' 808.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 200.000(`Ft.) Top (of initial area) elevation = 48.000(Ft.) Bottom (of initial area) elevation = 46.300(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00850 s(percent)= 0.85 TC = k (0.348) *[.(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.528 min. ' . Rainfall intensity = 3.776(In /Hr) for a 10.0 year storm 1 . USER INPUT of soil data for subarea. Runoff Coefficient = 0.863 ' 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 = 0.300; Impervious fraction = 0.700 ' Initial subarea runoff = 1.760(CFS) Total initial stream area = 0.540(Ac.) Pervious area fraction = 0.300 End of computations, total study area = 0.54 (Ac.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 ' Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date:•03 /13/09 File:10YEARHOTELCONFERENCE9.out ---------------------------------------------------------------=- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 10 YEAR EVENT SUBAREA 9 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -7--------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- 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 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.133(In /Hr) Slope of intensity duration curve = 0.5800 ' Process from Point /Station 900.000 to Point /Station 909.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 46.900(Ft.) ' Bottom (of initial area) elevation = 45.200(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.348) *[(length ^3) /(elevation change)] ^0.2 ' Initial area time of concentration = 10.351 min. Rainfall intensity = 3.139(In /Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.857 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 = 0.300; Impervious fraction = 0.700 Initial subarea runoff = 2.743(CFS) Total initial stream area = 1.020(Ac.) Pervious area fraction = 0.300 End of computations, total study area = 1.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0 RATIONAL METHOD CALCULATIONS 100 YEAR EVENT 0 ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - ' 2001 Version 6.4 . Rational Hydrology Study Date: 03/13/09 File :100yearhotelconferencesdpl.out . ------------------------------------------------------ ------------------ SITE DEVELOPMENT PERMIT HYDROLOGY ' HOTEL/CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 1 ----------------------------------------------------- ********* Hydrology Study Control Information English (in -lb.) Units used in input data file ------------------------------------------------------ The Keith Companies., Moreno Valley, CA - SIN 707 ------------------------------------------------------ ------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.450(In.) ' 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 r-, �I +++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to ' Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 660:000(Ft.) Top (of initial area) .elevation = 49.000(Ft.) Bottom (of initial area) elevation = 45.600(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.'00515 s(percent)= 0.52 TC = k(0.341) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.131 min. Rainfall intensity = 5.093(In /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.874 ✓ 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 = 0.270; Impervious fraction = 0.730 Initial subarea runoff = 16.568(CFS) Total initial stream area = 3.720(Ac.) Pervious area fraction = 0.270 End of computations, total study area = 3.72 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.270 Area averaged RI index number = 69.0 +++++++++++++++++++++++ + + + + + + + + + + + + +...... + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - ' 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:100YEARHOTECONGERENCE2.out 1 ------------------------------------------------------ ------------------ SITE DEVELOPMENT PERMIT HYDROLOGY ' HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 2 ------------------ ********* Hydrology Study Control Information English .(in -lb) Units used in input data file ---------------------------------- - ------------------- ' ------------------ The Keith Companies, Moreno Valley, CA - S/N 707 ------------------------------------------------------ ' ------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++ + + + + + + + + + + + + +...... + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Ll Process from Point /Station 200.000 to Point /Station 202.000 * * ** INITIAL AREA EVALUATION * * ** � I � I � I 7� Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 46.700(Ft.) ' Bottom (of initial area) elevation = 44.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00500 s(percent)= 0.50 ' TC = k(0.348) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.264 min. Rainfall intensity = 5.567(In /Hr) for a 100.0 ' year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.874 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 = 0.300; Impervious.fraction = ' 0.700 Initial subarea runoff = 7.588(CFS) Total initial stream area = 1.560(Ac.) ' Pervious area fraction = 0.300 End of computations, total study area = 1.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0 � I � I � I 7� ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 ' Rational Hydrology Study Date: 03/13/09 File :100YEARHOTELCONFERENCE3.out ----------------------------------------------------------------- ' SITE DEVELOPMENT PERMIT HOTEL CONFERENCE CENTER EXPANSION i 100 YEAR EVENT ' SUBAREA 3 ----------------------------------------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - S/N 707 ----------------------------------------------------------------- ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 300.000•to Point /Station 303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 0.650(Ft.) Top (of initial area) elevation = 44.600(Ft.) ' Bottom (of initial area) elevation = 43.500(Ft.) Difference in elevation = 1.100.(Ft.) Slope = 1.69231 s(percent)= 169.23 TC = k(0.277) *[(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 = 8.917(In /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.899 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 = 0.010; Impervious fraction = 0.990 Initial subarea runoff = 5.213(CFS) Total initial stream area = 0.650(Ac.) Pervious area fraction = 0.010 End of computations, total study area = 0.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File :100YEARHOTELCONFERENCE4.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 4. ------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 Process from Point /Station 400.000 to Point /Station 404.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 370.000(Ft.) Top (of initial area) elevation = 47.000(Ft.) ' Bottom (of initial area) elevation = 45.150(Ft.) Difference in elevation = 1.850(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.277) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.510 min. Rainfall intensity = 6.550(In /Hr) for a 100.0 year storm I Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 69.0 � I � I � I � I � I � I � I � I I I USER INPUT of soil data for subarea Runoff Coefficient = 0.899 ' 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 = 0.010; Impervious fraction = 0.990 Initial subarea runoff = 13.018(CFS) ' Total initial stream area = 2.210(Ac.) Pervious area fraction = 0.010 End of computations, ,total study area = 2.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. I Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 69.0 � I � I � I � I � I � I � I � I I I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File:100YEARl.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 5 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -1b) Units used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm.event (year) = 100.00 Antecedent Moisture Condition = 2 2 year; 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 500.000 to Point /Station 505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 45.200(Ft.) Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00364 s(percent)= 0.36 TC = k(0.346) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.823 min. Rainfall intensity = 5.697(In /Hr) for a 100.0 year storm v 6 1 USER INPUT of soil data for subarea Runoff Coefficient = 0.875 ' 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 = 0.290; Impervious fraction = 0.710 Initial subarea runoff = 11.169(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.290 End of computations, total study area = 2.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.290 ' Area averaged RI index number = 69.0 v 6 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File :100YEARHOTELCONFERENCE6.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 6 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units.used in input data file ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------=------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity =. 2.110(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 606.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 47.700(Ft.) Bottom (of initial area) elevation = 46.400(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00722 s(percent)= 0.72 TC = k(0.361) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.721 min. Rainfall intensity = 6.931(In /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.87.5 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 = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.820(CFS) Total initial.stream area = 0.630(Ac.) Pervious area fraction = 0.350 End of computations, total study area = 0.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 69.0 Riverside County.Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology.Study Date: 03/13/09 File :100YEARHOTELCONFERENCE7.out ---------------------------=------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 7 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -----------------------7----------------------------------------- The Keith Companies, Moreno Valley, CA SIN 707 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour.precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 700.000 to Point /Station 707.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = .46.700(Ft.) Bottom (of initial area) elevation = 43.500(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.01231 s(percent)= 1.23 TC = k(0.341) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.600 min. Rainfall intensity = 6.994(In /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.881 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 = 0.270; Impervious fraction = 0.730 Initial subarea runoff = 9.179(CPS) Total initial stream area Pervious area fraction = 0.270 End of computations, total study area = 1.49 (Ac.) The following figures may be used for a'unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.270 Area averaged RI index number = 69.0 W I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File :100YEARHOTELCONFERENCE8.out SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENNT ' SUBAREA 8 ----------------------------------------------------------------- ' * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in Input data file 1 ----------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------7------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' 2 year, 'l hour precipitation = 0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.110(In /Hr) Slope of intensity duration curve = 0.5800 Process from Point /Station 800.000 to Point /Station 808.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 48.000(Ft.) Bottom (of initial area) elevation = 46.300(Ft'.). Difference in elevation = 1.700(Ft.) Slope = 0.00850 s(percent)= 0.85 ' TC = k(0.348) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.528 min. Rainfall intensity 7.033(In /Hr) for a 100.0 year storm ' Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0 � 1, � I J USER INPUT of soil data for subarea. Runoff Coefficient = 0.879 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 = 0.300; Impervious fraction = 0.700 Initial subarea runoff = 3.337(CFS) ' Total initial stream area = 0.540(Ac.) Pervious area fraction = 0.300 End of computations, total study area = 0.54 (Ac.) ' The following figures may . be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0 � 1, � I J C U Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/13/09 File :100YEARHOTELCONFERENCE9.out ----------------------------------------------------------------- SITE DEVELOPMENT PERMIT HYDROLOGY HOTEL CONFERENCE CENTER EXPANSION 100 YEAR EVENT SUBAREA 9 ----------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------------------- The Keith Companies, Moreno Valley, CA - SIN 707 ----------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = .0.450(In.) 100 year, 1 hour precipitation = 2.110(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity =' 2.110(In /Hr) Slope of intensity duration.curve = 0.5800 ' Process from Point /Station 900.000 to Point /Station 909.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance 340.000(Ft.) Top (of initial area) elevation = 46.900(Ft.) ' Bottom (of initial area) elevation 45.200(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.348) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.351 min. Rainfall, intensity = 5.847(In /Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.875 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 = 0.300; Impervious fraction = 0.700 Initial subarea runoff = 5.218(CFS) Total initial stream area = 1.020(Ac.) Pervious area fraction = 0.300 End of computations, total study area = 1.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 69.0, I ra'i AM 9ACK06NE STORM DRAIN SYSTW - WEST CB 1 AND 2 , ' BACKBONE ANALYSIS 1 - 10 year.stc 3/16/2009. Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 RETENTION BASIN Bentley StormCAD V8 XM Edition [08.09.081.00] Page 1 of 1 r 1 �1 � I � I � I 1 F-7 i r-, 1 Calculation Detailed Summary Generic Structure Loss Governing Upstream Pipe with Maximum Pipe Selection Method QV Catchment Summary Label ? ��� ` Area �" lTme of'Concentration `Rational .0 ~Catchment'CA�r., 1 ._(acres) .� '(min)_.a _ < :, • • (acres) •. - •Catchment Intensity' .Catchment Rational -• (in /hr),4 r Flow Conduit Summary . •Label Coeduit Descriotinn ("nnrluir chino`"' "�"' �. w��.,.•ti rn_• c.i.�,,... :.:a; 3�. :.c_u "'7 PIPE 1 Circular Pipe - 24.0 in Circular Pipe 1 RETENTION BASIN PIPE 2 Circular Pipe - 36.0 in Circular Pipe 1 RETENTION BASIN PIPE 3 Circular Pipe - 36.0 in Circular Pipe 1 RETENTION BASIN ow .Velocity (Average) Hydraulic Grade, Line '�- Hydraulic Grad p ( ) . a e Lilie ' De th (In )j-, (ft /s) ` . -(ft/-) . * y•� (In) t (Out)1; ;.. ,. (ft) C 8.71 8.16 42.60 41.02 1.05 15.10 E 9.21 40.79 38.63 1.24 21.00 10.11 38.32 37.86 1.47 r77Depth (Out)' 4'° (ft) 1.47 1.76 1.21 Node Summary 'Element Type .,Subnetwork Outfall Flow (Total Surface) Flow (Total Out) " .. • . T /i!3 /.•\ ins i_♦ CB 1 AND 2 Catch Basin RETENTION BASIN 8.71 8.71 CB 3 AND 4 Catch Basin RETENTION BASIN 6.39 15.10 SUB BASIN 5 INLET Catch Basin RETENTION BASIN 5.90 21.00 _Elevation (Ground) 'Elevation (Invert) 4 J Energy Grade Line (In)r' y Energy Grade Line (ft) ' (f<), . (ft) (Out) i /AA �. . . 45.55 41.55 43.23 43.02 44.55 39.55 41.49 41.26 44.00 36.85 39.19 38.90 BACKBONE ANALYSIS 1 - 10 year.stc 3/16/2009 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA +1 -203- 755 -1666 I I Calculation Detailed Summary Generic Structure Loss Governing Upstream Pipe with Maximum Pipe Selection Method QV Catchment Summary Wr4Tk�t al C -7 Catchment CA 1 (acres) "(jcres)ja._,J h ent intensky.. Cal:ElimenCRati&nile (in/hr), Flow MYS) Conduit Summary Label �Y. Description. fft3 /cl PIPE 1 Circular Pipe - Circular Pi Pipe 1 RETENTION 16.60 41.31 24.0 in 1.76 4.42 BASIN 41.01 PIPE 2 Circular Pipe - Circular Pipe .1 RETENTION 29.40 36.0 in BASIN PIPE 3 Circular Pipe - Circular Pipe 1 RETENTION 40.60 1 36.0 in BASIN Veociy_, Hjdra Cc_dr_ade7_Hjdru_l 'I be ce P6 d6I ,(Average) Line (In), Line (Out) (ft1s) (ft) 't (ft) 9.64 43.02 41.67 1.47 2.12 11.08 41.31 41.27 1.76 4.42 5.74 41.01 40.97 4.16 4.32 Node Summary 7 Flo j- ElementTy w(TotalSu ace) Flow Total Out)',,j Label ift3ic) CB 1 AND 2 Catch Basin RETENTION BASIN 16.60 16.60 CB 3 AND 4 Catch Basin RETENTION BASIN 12.80 29.40 SUB BASIN 5 INLET Catch Basin RETENTION BASIN 11.20 40.60 Elevation (Gn5und)' µ El&itioli (Invert), < `: Energy Grade Lil4e (in) Energy Gride Line; (out) 45.55 41.55 44.07 43.72 44.55 39.55 42.40 42.03 44.00 36.85 41.78 41.53 BACKBONE ANALYSIS I.stc 3/16/2009 Inlet Summary Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 3 t2A CKPON[= VTORM G t N .SYSTRM ZA ST �+ r RETENTI SUB BASIN 8 INLETS v mm A j SUB BASIN 9 NORTH INLETS SUB BASIN 9 SOUTH INLETS Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition BACKBONE ANALYSIS 2 - 10 year.stc Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 1 0( 1 3116/2009 Watertown, CT 06795 USA +1- 203 - 755 -1666 Calculation Detailed Summary Generic Structure Loss Governing Upstream Pipe with Maximum Pipe Selection Method QV Catchment Summary 'A'YwwLatiel, .rt `'' - -A-re-a,- • .Time of Concentration Rational C.''� '"Catchment CA `, •. :.• _ _._ .. (acres), ....._ _ ......" (min) s , ._ .., r'�' ' (acres)s. ' t'�Catchment Intensity. ` Catchment Rational.: ' r �(in /hr) , `'+ Flow 1 Conduit Summary Label, , Conduits �� Conduit Shape - '' Branc ID - . Subnetwork, ___ . -Flow 'r' 1 rDescription .. . 5 u, ., ,.1 olllfall' - ` ff}3 /Ci'''rJ PIPE 4 Circular Pipe - Circular Pipe 1 RETENTION 3.34 43.08 12.0 in 1.18 1.90 BASIN 42.12 PIPE 5 Circular Pipe - Circular Pipe 1 RETENTION 9.29 18.0 in INLETS Catch Basin BASIN 8.56 PIPE 6 Circular Pipe - Circular Pipe 1 RETENTION 17.85 24.0 in BASIN . Velocity',i Hy'd�aulic Grade Hydraulic Grade '� Depth (In) 'Depth. (Out) (Average) `i ?„ Line (In) ' "Line (Out) (ft) ft 6.42 43.93 43.38 0.93 1.48 8.31 43.08 42.50 1.18 1.90 9.81 42.12 40.97 1.52 1.87 Node Summary Label Element Type Y SubneiwA O6tfali7 . 'Flow'(Total Surface)- Flow (Total Out) to t. + ffr3 /e\ ' rc«3 +..N.. t a SUB BASIN 8 INLETS Catch Basin RETENTION BASIN 3.34 3.34' SUB BASIN 9 NORTH 43.99 43.68 45.20 40.60 INLETS Catch Basin RETENTION BASIN 5.95 9.29 SUB BASIN 9 SOUTH INLETS Catch Basin RETENTION BASIN 8.56 17.85 Elevation (Ground). ° ' Elevation (Invert) _, Energy Grade Line (In) Energy Grade Line . (ft), a, (ft) (ft). (Out).. . rf+% C . ! 47.00 43.00 44.38 44.23 46.00 41.90 43.99 43.68 45.20 40.60 43.25 42.87 BACKBONE ANALYSIS 2 - 100 year.stc 3/16/2009 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 2 of 3 Watertown, CT 06795 USA +1 -203- 755 -1666 11 ' Calculation Detailed Summary Generic Structure Loss ' Governing Upstream Pipe with Maximum Pipe Selection Method QV ' Catchment Summary 7=�7 Label --- -.`��, 'Area w Tme of Concentration �M Rat n` .,_._'.��_. '�'� t • w al C ,. , Catchment CA (acres) , ! +, (rnin)� (acres) +. Catchment Intensi y-',r Catchment Rational' V (in /hr).: t Flow ,. Conduit Summary Description Outfall,:r ` (ft3 /s) A, PIPE 4 Circular Pipe - Circular Pipe 1 RETENTION 1.76 41.92 12.0 in 1.32 8.32 BASIN 39.88 PIPE 5 Circular Pipe - Circular Pipe 1 RETENTION 4.89 18.0 in Catch Basin RETENTION BASIN BASIN 9.39 PIPE 6 Circular Pipe - Circular Pipe 1 RETENTION 9.39 24.0 in BASIN Velocity Hydraulic Grade Hydrauflc Grade Depth (Inj 'Depth (Out);. (Average) " t Line (In) Line (Out)` (ft) (ft) r. �(ft/s) n ' '(ft) '. (ft) iu 5.50 43.56 42.92 0.56 1.02 7.08 42.75 41.92 0.85 1.32 8.32 41.70 39.88 1.10 0.78 Node Summary t , {� Latiel� -� Element Type Su network Outfell�' -r Flow 7++ SUB BASIN 8 INLETS Catch Basin RETENTION BASIN 1.76 1.76 SUB BASIN 9 NORTH '43.10 45.20 40.60 INLETS Catch Basin RETENTION BASIN 3.13 4.89 SUB BASIN 9 SOUTH INLETS Catch Basin RETENTION BASIN 4.50 9.39 Elevation (Ground) "" 'Elevation (Invert) Energy Grade Line (In)" Energy Grade Line (�) (Out) ! 47.00 43.00 43.91 43.79 ' 46.00 41.90 43.27 '43.10 45.20 40.60 42.36 42.14 BACKBONE ANALYSIS 2 - 10 year.stc 3/16/2009 1 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Bentley StormCAD V8 XM Edition (08.09.081.00) Page 2 of 3 I RETENTION BASIN CALCULATIONS u '1 IJ i RETENTION BASIN CAPACITY SUMMARY DEPTH OF PROPOSED UNDERGROUND BASIN: 6.5' RETENTION BASIN BOTTOM ELEVATION: 35.5 RETENTION BASIN TOP ELEVATION: 42.0 STORM EVENT BASIN HGL VOLUME REQUIRED (CU.`FT.) VOLUME PROVIDED (CU. FT.) 10 YEAR 37.90 55,100 137,940 100 YEAR 40.97 131,178 156,000 1 1 0 A I B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA, P.E. 5 6 PROJECT NAME LA OUINTA RESORT SDP 08 -909 - 100 YEAR EVEN 7 TKC JOB # 2017110600 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 1 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE Jj 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1230 360 _ 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 30 f -- 31 ELEVATION OF HEADWATER qg 32 _ELEVATION OF CONCENTRATION POINT 44 33 —� 34 AVERAGE MANNINGS'N' VALUE 0.02 35 _ 36 STORM FREQUENCY (YEAR) 100 37 I -- 38 POINT RAIN —I — 39 3 -HOUR 2.71 40 6 -HOUR 3.28 41 24 -HOUR _ 4.38 42 43 BASIN CHARACTERISTICS: ! ELEVATION AREA 44 35.5 24000 45 _ _ 36.5 24000 46 37.5 24000 47 _ — 38.5 24000 _ 48 !_ _ 39.5 24000 49 40.5 24000 50 42 24000 51 52 PERCOLATION RATE (in /hr) p 53 54 DRYWELL DATA 55 NUMBER USED i 56 PERCOLATION RATE cfs i - - RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA OUINTA RESORT SDP 08 -909 - 100 YEAR EVENT BASIC DATA CALCULATION FORM TKC JOB a 2017110600 SHORTCUT METHOD BY :S R. BAZUA, P.E. DATE 3/15/2009 DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 1 132,272 3.04 2 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,178 3.01 ON -SITE PEAK FLOW (cfs) [31 AREA - ACRES 29.43 6.98 MAXIMUM WSEL (ft) 14.100 40.971 4 L -FEET 1230 5 L -MILES 0.233 [61 La -FEET 360.00 f7l La -MILES 0.068 [81 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 215 [121 SA0.5 4.63 13 L'LCA/SA0.5 0.003 14 AVERAGE MANNINGS W 0.02 f 51 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 [171100% OF LAG- MINUTES 3.3 18 200% OF. LAG- MINUTES 6.7 [191 UNIT TIME - MINUTES 100% -200% OF LAG 5 24 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [1] SOURCE [21 FREQUENCY -YEARS 100 [3 ] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E -5.2 ) [5) AREA [6] (7) AVERAGE POINT RAIN INCHES (8) POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11) AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E -5.6 [131 AREA [141 (151 AVERAGE POINT RAIN INCHES 2.71 14.100 1.00 2.71 3.28 14.100 1.00 3.28 4.38 14.100 1.00 4.38 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 14.1 SUM [71 If 6] AREA ADJ FACTOR [171 ADJ AVG POINT RAIN 0.00 2.71 SUM [9] 0.00 14.1 0 SUM [1 11 0.00 3.28 0.00 SUM [13] 14.10 SUM [151 0.00 4.38 1.000 1.000 1.000 2.71 3.281 4.38 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.36 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 120,805 2.77 132,272 3.04 120,424 2.76 REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,178 3.01 119,428 2.74 PEAK FLOW (cfs) 35.96 29.43 6.98 MAXIMUM WSEL (ft) 40.491 40.971 40.48 Plate E -2.1 Page 2 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 3/15/2009 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E-6.11 PERVIOUS AREA INFILTRATION RATE (in /hr) f Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in/hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF - 1/2 ACRE 69• 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 14.1 1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24- (T /60)) ^1.55 + 0.06 in/hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 16 RCFCD SYNTF,ETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME- PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 2.71 CONSTANT LOSS RATE -in/hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 2 10 0.17 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 3 15 0.25 1.1 0.358 0.12 0.32 0.24 3.40 1019.99 4 20 0.33 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 5 25 0.42 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 6 30 0.50 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 7 35 0.58 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 8 40 0.67 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 9 45 0.75 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 10 50 0.83 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 11 55 0.92 1.6 0.520 0.12 0.47 0.40 5.69 1707.79 12 60 1.00 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 13 65 1.08 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 14 70 1.17 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 15 75 1.25 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 16 80 1.33 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 17 85 1.42 2.6 0.846 0.12 0.76 0.73 10.28 3083.39 18 90 1.50 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 19 95 1.58 2.4 0.780 0.12 0.70 0.66 9.36 2808.27 20 100 1.67 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 21 105 1.75 3.3 1.073 0.12 0.97 0.96 13.49 4046.30 22 1 110 1.83 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 23 115 1.92 2.9 0.943 0.12 0.85 0.83 11.65 3496106 24 120 2.00 3.0 0.976 0.12 0.88 0.86 12.11 3633.62 25 125 2.08 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 26 130 2.17 4.2 1.366 0.12 1.23 1.25 17.61 5284.34 27 135 2.25 5.0 1.626 0.12 1.46 1.51 21.28 6384.82 28 140 2.33 3.5 1.138 0.12 1.02 1.02 14.40 4321.42 29 145 2.42 6.8 2.211 0.12 1.99 2.09 29.54 8860.89 30 150 2.50 7.3 2.374 0.12 2.14 2.26 31.83 9548.69 31 155 2.58 8.2 2.667 0.12 2.40 2.55 35.96 10786.72 32 160 2.67 5.9 1.919 0.12 1.73 1.80 25.41 7622.85 33 165 2.75 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 34 170 2.83 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 35 175 2.92 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 36 180 3.00 0.6 0.195 0.12 0.18 1 0.08 1 1.11 332.19 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.36 FLOOD VOLUME (acft) 2.77 FLOOD VOLUME (cult) 120804.55 REQUIRED STORAGE (acft) 2.75 REQUIRED STORAGE (cuft) 119805.70 PEAK FLOW RATE (cfs) 35.96 Plate E -2.2 Page 4 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA OUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 3.28 CONSTANT LOSS RATE -in/hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.197 0.12 0.18 0.08 1.13 339.30 2 10 0.17 0.6 0.236 0.12 0.21 0.12 1.69 505.79 3 15 0.25 0.6 0.236 0.12 0.21 0.12 1.69 505.79 4 20 0.33 0.6 0.236 0.12 0.21 0.12 1.69 505.79 5 25 0.42 0.6 0.236 0.12 0.21 0.12 1.69 505.79 6 30 0.50 0.7 0.276 0.12 0.25 0.16 2.24 672.29 7 35 0.58 0.7 0.276 0.12 0.25 0.16 2.24 672.29 8 40 0.67 0.7 0.276 0.12 0.25 0.16 2.24 672.29 9 45 0.75 0.7 0.276 0.12 0.25 0.16 2.24 672.29 10 50 0.83 0.7 0.276 0.12 0.25 0.16 2.24 672.29 11 55 0.92 0.7 0.276 0.12 0.25 0.16 2.24 672.29 12 60 1.00 0.8 0.315 0.12 0.28 0.20 2.80 838.78 13 65 1.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 14 70 1.17 0.8 0.315 0.12 0.28 0.20 2.80 838.78 15 75 1.25 0.8 0.315 0.12 0.28 0.20 2.80 838.78 16 80 1.33 0.8 0.315 0.12 0.28 0.20 2.80 838.78 17 85 1.42 0.8 0.315 0.12 0.28 0.20 2.80 838.78 18 90 1.50 0.8 0.315 0.12 0.28 0.20 2.80 838.78 19 95 1.58 0.8 0.315 0.12 0.28 0.20 2.80 838.78 20 100 1.67 0.8 0.315 0.12 0.28 0.20 2.80 838.78 21 105 1.75 0.8 0.315 0.12 0.28 0.20 2.80 838.78 22 110 1.83 0.8 0.315 0.12 0.28 0.20 2.80 838.78 23 115 1.92 0.8 0.315 0.12 0.28 0.20 2.80 838.78 24 120 2.00 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 25 125 2.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 26 130 2.17 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 27 135 2.25 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 28 140 2.33 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 29 145 2.42 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 30 150 2.50 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 31 155 2.58 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 32 160 2.67 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 33 165 2.75 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 34 170 2.83 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 35 175 2.92 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 36 180 3.00 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 37 185 3.08 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 38 190 3.17 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 39 195 3.25 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 40 200 3.33 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 41 205 3.42 1.2 0.472 0.12 0.43 0.36 5.02 1504.75 42 210 3.50 1.3 0.512 0.12 0.46 0.40 5.57 1671.24 43 215 3.58 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 44 220 3.67 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 45 225 3.75 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 46 230 3.83 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 47 235 3.92 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 48 240 4.00 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 49 245 4.08 1.7 0.669 0.12 0.60 0.55 7.79 2337.21 50 250 4.17 1.8 0.708 0.12 0.64 0.59 8.35 2503.71 51 255 4.25 1.9 0.748 0.12 0.67 0.63 8.90 2670.20 52 260 4.33 2.0 0.787 0.12 0.71 0.67 9.46 2836.69 53 265 4.42 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 54 270 4.50 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 55 1 275 1 4.58 2.2 0.866 0.12 1 0.78 0.75 10.57 3169.68 56 1 280 1 4.67 2.3 0.905 0.12 1 0.81 0.79 11.12 3336.17 Plate E -2.2 Page 5 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT EFFECTIVE RAIN (in) PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 FLOOD VOLUME (acft) 3.04 EFFECTIVE RAIN CALCULATION FORM REQUIRED STORAGE (acft) 3.01 REQUIRED STORAGE (cult) DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in/hr LOW LOSS RATE - PERCENT 14.10 5 3.33 150.1 3.28 0.117 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.945 0.12 0.85 0.83 11.68 3502.66 58 290 4.83 2.4 0.945 0.12 0.85 0.83 11.68 3502.66 59 295 4.92 2.5 0.984 0.12 0.89 0.87 12.23 3669.16 60 300 5.00 2.6 1.023 0.12 0.92 0.91 12.79 3835.65 61 305 5.08 3.1 1.220 0.12 1.10 1.10 15.56 4668.11 62 310 5.17 3.6 1.417 0.12 1.28 1.30 18.34 5500.58 63 315 5.25 3.9 1.535 0.12 1.38 1.42 20.00 6000.06 64 320 5.33 4.2 1.653 0.12 1.49 1.54 21.67 6499.53 65 325 5.42 4.7 1.850 0.12 1.66 1.73 24.44 7332.00 66 330 5.50 5.6 2.204 0.12 1.98 2.09 29.43 8830.43 67 335 5.58 1.9 0.748 0.12 0.67 0.63 8.90 2670.20 68 340 5.67 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 69 345 5.75 0.6 0.236 0.12 0.21 0.12 1.69 505.79 70 350 5.83 0.5 0.197 0.12 0.18 0.08 1.13 339.30 71 355 5.92 0.3 0.118 0.12 0.11 0.00 0.02 6.31 72 360 6.00 0.2 0.079 0.12 0.07 0.01 0.11 33.30 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.58 FLOOD VOLUME (acft) 3.04 FLOOD VOLUME (cult) 132272.14 REQUIRED STORAGE (acft) 3.01 REQUIRED STORAGE (cult) 131178.47 PEAK FLOW RATE (cfs) 29.43 Plate E -2.2 Page 6 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA OUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 4.38 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.035 0.206 0.032 0.004 0.05 44.47 2 30 0.50 0.3 0.053 0.203 0.047 0.005 0.07 66.70 3 45 0.75 0.3 0.053 0.201 0.047 0.005 0.07 66.70 4 60 1.00 0.4 0.070 0.199 0.063 0.007 0.10 88.93 5 75 1.25 0.3 0.053 0.196 0.047 0.005 0.07 66.70 6 90 1.50 0.3 0.053 0.194 0.047 0.005 0.07 66.70 7 105 1.75 0.3 0.053 0.192 0.047 0.005 0.07 66.70 8 120 2.00 0.4 0.070 0.189 0.063 0.007 0.10 88.93 9 135 2.25 0.4 0.070 0.187 0.063 0.007 0.10 88.93 10 150 2.50 0.4 0.070 0.185 0.063 0.007 0.10 88.93 11 165 2.75 0.5 0.088 0.183 0.079 0.009 0.12 111.16 12 180 3.00 0.5 0.088 0.180 0.079 0.009 0.12 111.16 13 195 3.25 0.5 0.088 0.178 0.079 0.009 0.12 111.16 14 210 3.50 0.5 0.088 0.176 0.079 0.009 0.12 111.16 15 225 3.75 0.5 0.088 0.174 0.079 0.009 0.12 111.16 16 240 4.00 0.6 0.105 0.172 0.095 0.011 0.15 133.40 17 255 4.25 0.6 0.105 0.169 0.095 0.011 0.15 133.40 18 270 4.50 1 0.7 0.123 0.167 0.110 0.012 0.17 155.63 19 285 4.75 0.7 0.123 0.165 0.110 0.012 0.17 155.63 20 300 5.00 0.8 0.140 0.163 0.126 0.014 0.20 177.86 21 315 5.25 0.6 0.105 0.161 0.095 0.011 0.15 133.40 22 330 5.50 0.7 0.123 0.159 0.110 0.012 0.17 155.63 23 345 5.75 0.8 0.140 0.157 0.126 0.014 0.20 177.86 24 360 6.00 0.8 0.140 0.155 0.126 0.014 0.20 177.86 25 375 6.25 0.9 0.158 0.153 0.142 0.005 0.07 65.38 26 390 6.50 0.9 0.158 0.150 0.142 0.007 0.10 91.20 27 405 6.75 1.0 0.175 0.148 0.158 0.027 0.38 339.16 28 420 7.00 1.0 0.175 0.146 0.158 0.029 0.41 364.58 29 435 7.25 1.0 0.175 0.144 0.158 0.031 0.43 389.80 30 450 7.50 1.1 0.193 0.143 0.173 0.050 0.71 637.14 31 465 7.75 1.2 0.210 0.141 0.189 0.070 0.98 884.27 32 480 8.00 1.3 0.228 0.139 0.205 0.089 1.26 1131.20 33 495 8.25 1.5 0.263 0.137 0.237 0.126 1.78 1600.25 34 510 8.50 1.5 0.263 0.135 0.237 0.128 1.80 1624.43 35 525 8.75 1.6 0.280 0.133 0.252 0.147 2.08 1870.73 36 540 9.00 1.7 0.298 0.131 0.268 0.167 2.35 2116.81 37 555 9.25 1.9 0.333 0.129 0.300 0.204 2.87 2585.01 38 570 9.50 2.0 0.350 0.127 0.315 0.223 3.15 2830.66 39 585 9.75 2.1 0.368 0.126 0.331 0.242 3.42 3076.10 40 600 10.00 2.2 0.385 0.124 0.347 0.262 3.69 3321.31 41 615 10.25 1.5 0.263 0.122 0.237 0.141 1.99 1787.67 42 630 10.50 1.5 0.263 0.120 0.237 0.143 2.01 1810.11 43 645 10.75 2.0 0.350 0.118 0.315 0.232 3.27 2943.97 44 660 11.00 2.0 0.350 0.117 0.315 0.234 3.30 2965.96 45 675 11.25 1.9 0.333 0.115 0.300 0.218 3.07 2765.39 46 690 11.50 1.9 0.333 0.113 0.300 0.220 3.10 2786.92 47 705 11.75 1.7 0.298 0.112 0.268 0.186 2.63 2363.55 48 720 12.00 1.8 0.315 0.110 0.284 0.205 2.90 2606.94 49 735 12.25 2.5 0.438 0.108 0.394 0.330 4.65 4184.06 50 750 12.50 2.6 0.456 0.107 0.410 0.349 4.92 4426.97 51 765 12.75 2.8 0.491 0.105 0.442 0.385 5.44 4891.97 52 780 13.00 2.9 0.508 0.103 0.457 0.405 5.70 5134.39 53 795 13.25 3.4 0.596 0.102 0.536 0.494 6.96 6265.89 54 810 13.50 3.4 0.596 0.100 0.536 0.495 6.98 6285.49 55 825 13.75 2.3 0.403 0.099 0.363 0.304 4.29 3859.22 56 840 14.00 2.3 0.403 0.097 0.363 0.306 4.31 3878.31 57 855 14.25 2.7 0.473 0.096 0.426 0.377 5.32 4786.46 58 870 14.50 2.6 0.456 0.094 0.410 0.361 5.09 4582.70 59 885 14.75 2.6 0.456 0.093 0.410 0.363 5.11 4601.01 60 900 15.00 2.5 0.438 1 0.092 0.394 0.346 4.89 4396.73 61 915 15.25 2.4 0.420 0.090 0.378 0.330 4.66 4192.17 Plate E -2.2 Page 7 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3115 /2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 4.38 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.403 0.089 0.363 0.314 4.43 3987.35 63 945 15.75 1.9 0.333 0.087 0.300 0.245 3.46 3115.26 64 960 16.00 1.9 0.333 0.086 0.300 0.247 3.48 3132.20 65 975 16.25 0.4 0.070 0.085 0.063 0.007 0.10 88.93 66 990 16.50 0.4 0.070 0.083 0.063 0.007 0.10 88.93 67 1005 16.75 0.3 0.053 0.082 0.047 0.005 0.07 66.70 68 1020 17.00 0.3 0.053 0.081 0.047 0.005 0.07 66.70 69 1035 17.25 0.5 0.088 0.080 0.079 0.008 0.11 99.97 70 1050 17.50 0.5 0.088 0.079 0.079 0.009 0.13 115.14 71 1065 17.75 0.5 0.088 0.077 0.079 0.010 0.14 130.00 72 1080 18.00 0.4 0.070 0.076 0.063 0.007 0.10 88.93 73 1095 18.25 0.4 0.070 0.075 0.063 0.007 0.10 88.93 74 1110 18.50 0.4 0.070 0.074 0.063 0.007 0.10 88.93 75 1125 18.75 0.3 0.053 0.073 0.047 0.005 0.07 66.70 76 1140 19.00 0.2 0.035 0.072 0.032 0.004 0.05 44.47 77 1155 19.25 1 0.3 0.053 0.071 0.047 0.005 0.07 66.70 78 1170 19.50 0.4 0.070 0.070 0.063 0.000 0.00 2.47 79 1185 19.75 0.3 0.053 0.069 0.047 0.005 1 0.07 66.70 80 1200 20.00 0.2 0.035 0.068 0.032 0.004 0.05 44.47 81 1215 20.25 0.3 0.053 0.067 0.047 0.005 0.07 66.70 82 1230 20.50 0.3 0.053 0.066 0.047 0.005 0.07 66.70 83 1245 20.75 0.3 0.053 0.065 •0.047 0.005 0.07 66.70 84 1260 21.00 0.2 0.035 0.065 0.032 0.004 0.05 44.47 85 1275 21.25 0.3 0.053 0.064 0.047 0.005 0.07 66.70 86 1290 21.50 0.2 0.035 0.063 0.032 0.004 0.05 44.47 87 1305 21.75 0.3 0.053 0.062 0.047 0.005 0.07 66.70 88 1320 22.00 0.2 0.035 0.062 0.032 0.004 0.05 44.47 89 1335 22.25 0.3 0.053 0.061 0.047 0.005 0.07 66.70 90 1350 22.50 0.2 0.035 0.061 0.032 0.004 0.05 44.47 91 1365 22.75 0.2 0.035 0.060 0.032 0.004 0.05 44.47 92 1380 23.00 0.2 0.035 0.060 0.032 0.004 0.05 44.47 93 1395 23.25 0.2 0.035 0.059 0.032 0.004 0.05 44.47 94 1410 23.50 0.2 0.035 0.059 0.032 0.004 t 0.05 44.47 95 1425 23.75 0.2 0.035 0.059 0.032 0.004 1 0.05 44.47 96 1440 24.00 0.2 0.035 0.058 0.032 0.004 1 0.05 44.47 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.35 FLOOD VOLUME (acft) 2.76 FLOOD VOLUME (cult) 120424.10 REQUIRED STORAGE (acft) 2.74 REQUIRED STORAGE (cult) 119428.39 PEAK FLOW cfs 6.98 Plate E -2.2 Page 8 of 16 PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 24000 0 0 0.00 36.5 1 1 0 24000 24000 24000 0.55 37.5 1 2 0 24000 24000 48000 1.10 38.5 1 3 0 24000 24000 72000 1.65 39.5 1 4 0 24000 24000 96000 2.20 40.5 1 5 0 24000 24000 120000 2.75 42 1.5 6.5 0 24000 36000 156000 3.58 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs Basin Characteristics Page 11 of 16 TKC JOB # 2017110600 100 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 4.32 1,295 1,295 0 1,295 35.55 1,295 0.03 2 10 4.32 1,295 2,590 0 2,590 35.61 2,590 0.06 3 15 3.40 1,020 3,610 0 3,610 35.65 3,610 0.08 4 20 5.23 1,570 5,180 0 5,180 35.72 5,180 0.12 5 25 5.23 1,570 6,751 0 6,751 35.78 6,751 0.15 6 30 6.61 1,983 8,734 0 8,734 35.86 8,734 0.20 7 35 5.23 1,570 10,304 0 10,304 35.93 10,304 0.24 8 40 6.61 1,983 12,287 0 12,287 36.01 12,287 0.28 9 45 6.61 1,983 14,270 0 14,270 36.09 14,270 0.33 10 50 5.23 1,570 15,840 0 15,840 36.16 15,840 0.36 11 55 5.69 1,708 17,548 0 17,548 36.23 17,548 0.40 12 60 6.61 1,983 19,531 0 19,531 36.31 19,531 0.45 13 65 8.44 2,533 22,064 0 22,064 36.42 22,064 0.51 14 70 8.44 2,533 24,597 0 24,597 36.52 24,597 0.56 15 75 8.44 2,533 27,130 0 27,130 36.63 27,130 0.62 16 80 7.53 2,258 29,388 0 29,388 36.72 29,388 0.67 17 85 10.28 3,083 32,471 0 32,471 36.85 32,471 0.75 18 90 10.74 3,221 35,692 0 35,692 36.99 35,692 0.82 19 95 9.36 2,808 38,501 0 38,501 37.10 38,501 0.88 20 100 10.74 3,221 41,722 0 41,722 37.24 41,722 0.96 21 105 13.49 4,046 45,768 0 45,768 37.41 45,768 1.05 22 110 12.57 3,771 49,539 0 49,539 37.56 49,539 1.14 23 115 11.65 3,496 53,035 0 53,035 37.71 53,035 1.22 24 120 12.11 3,634 56,669 0 56,669 37.86 56,669 1.30 25 125 12.57 3,771 60,440 0 60,440 38.02 60,440 1.39 26 130 17.61 5,284 65,724 0 65,724 38.24 65,724 1.51 27 135 21.28 6,385 72,109 0 72,109 38.50 72,109 1.66 28 140 14.40 4,321 76,431 0 76,431 38.68 76,431 1.75 29 145 29.54 8,861 85,291 0 85,291 39.05 85,291 1.96 30 150 31.83 9,549 94,840 0 94,840 39.45 94,840 2.18 31 155 35.96 10,787 105,627 0 105,627 39.90 105,627 2.42 32 160 25.41 7,623 113,250 0 113,250 40.22 113,250 2.60 33 165 7.53 2,258 115,508 01 115,508 40.31 115,508 2.65 34 170 6.61 1,983 117,491 0 117,491 40.40 117,491 2.70 35 175 6.61 1,9831 119,474 0 119,474 40.48 119,474 2.74 36 180 1.11 332 1 119,806 0 119,806 40.49 119,806 2.75 Basin Depth Analysis Page 12 of 16 ' TKC JOB # 2017110600 100 YEAR - 6 HOUR STORM EVENT I TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.13 339 339 0 339 35.51 339 0.01 2 10 1.69 506 845 0 845 35.54 845 0.02 3 15 1.69 506 1,351 0 1,351 35.56 1,351 0.03 4 20 1.69 506 1,857 01 1,857 35.58 1,857 0.04 5 25 1.69 506 2,362 01 2,362 35.60 2,362 0.05 6 30 2.24 672 3,035 01 3,035 35.63 3,035 0.07 7 35 2.24 672 3,707 01 3,707 35.65 3,707 0.09 8 40 2.24 672 4,379 01 4,379 35.68 4,379 0.10 9 45 2.24 672 5,052 0 5,052 35.71 5,052 0.12 10 50 2.24 672 5,724 0 5,724 35.74 5,724 0.13 11 55 2.24 672 6,396 0 6,396 35.77 6,396 0.15 12 60 2.80 839 7,235 0 7,235 35.80 7,235 0.17 13 65 2.80 839 8,074 0 8,074 35.84 8,074 0.19 14 70 2.80 839 8,913 0 8,913 35.87 8,913 0.20 15 75 2.80 839 9,751 0 9,751 35.91 9,751 0.22 16 80 2.80 839 10,590 0 10,590 35.94 10,590 0.24 17 85 2.80 839 11,429 0 11,429 35.98 11,429 0.26 18 90 2.80 839 12,268 0 12,268 36.01 12,268 0.28 19 95 2.80 839 13,106 0 13,106 36.05 13,106 0.30 20 100 2.80 839 13,945 0 13,945 36.08 13,945 0.32 21 105 2.80 839 14,784 01 14,784 36.12 14,784 0.34 22 110 2.80 839 15,623 01 15,623 36.15 15,623 0.36 23 115 2.80 839 16,462 01 16,462 36.19 16,462 0.38 24 120 3.35 1,005 17,467 01 17,467 36.23 17,467 0.40 25 125 2.80 839 18,306 01 18,306 36.26 18,306 0.42 26 130 3.35 1,005 19,311 01 19,311 36.30 19,311 0.44 27 135 3.35 1,005 20,316 01 20,316 36.35 20,316 0.47 28 140 3.35 1,005 21,321 01 21,321 36.39 21,321 0.49 29 145 3.35 1,005 22,327 0 22,327 36.43 22,327 0.51 30 150 3.35 1,005 23,332 0 23,332 36.47 23,332 0.54 31 155 3.35 1,005 24,337 0 24,337 36.51 24,337 0.56 32 160 3.35 1,005 25,342 0 25,342 36.56 25,342 0.58 33 165 3.91 1,172 26,514 0 26,514 36.60 26,514 0.61 34 170 3.91 1,172 27,686 01 27,686 36.65 27,686 0.64 35 175 3.91 1,172 28,858 01 28,858 36.70 28,858 0.66 36 180 3.91 1,172 30,030 01 30,030 36.75 30,030 0.69 37 185 3.91 1,172 31,201 0 31,201 36.80 31,201 0.72 38 190 4.46 1,338 32,540 0 32,540 36.86 32,540 0.75 39 195 4.46 1,338 33,878 0 33,878 36.91 33,878 0.78 40 200 4.46 1,338 35,216 0 35,216 36.97 35,216 0.81 41 205 5.02 1,505 36,721 0 36,721 37.03 36,721 0.84 42 210 5.57 1,671 38,392 01 38,392 37.10 38,392 0.88 43 215 6.13 1,838 40,230 01 40,230 37.18 40,230 0.92 44 220 6.13 1,838 42,068 0 42,068 37.25 42,068 0.97 45 225 6.68 2,004 44,072 0 44,072 37.34 44,072 1.01 46 230 6.68 2,004 46,076 0 46,076 37.42 46,076 1.06 47 235 7.24 2,171 48,247 0 48,247 37.51 48,247 1.11 48 240 7.24 2,171 50,417 0 50,417 37.60 50,417 1.16 49 245 7.79 2,337 52,755 01 52,755 37.70 52,755 1.21 50 250 8.35 2,504 55,258 01 55,258 37.80 55,258 1.27 51 255 8.90 2,670 57,929 01 57,929 37.91 57,929 1.33 52 260 9.46 2,837 60,765 0 60,765 38.03 60,765 1.39 53 265 10.011 3,003 1 63,768 0 63,768 38.16 63,768 1.46 54 270 10.01 3,003 66,772 0 66,772 38.28 66,772 1.53 55 275 10.57 3,170 69,941 0 69,941 38.41 69,941 1.61 Basin Depth Analysis Page 13 of 16 �I ' TKC JOB # 2017110600 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cuff TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 56 280 11.12 3,336 73,277 0 73,277 38.55 73,277 1.68 57 285 11.68 3,503 76,780 0 76,780 38.70 76,780 1.76 58 290 11.68 3,503 80,283 0 80,283 38.85 80,283 1.84 59 295 12.23 3,669 83,952 0 83,952 39.00 83,952 1.93 60 300 12.79 3,836 87,788 0 87,788 39.16 87,788 2.02 61 305 15.56 4,668 92,456 0 92,456 39.35 92,456 2.12 62 310 18.34 5,501 97,956 0 97,956 39.58 97,956 2.25 63 315 20.00 6,000 103,956 0 103,956 39.83 103,956 2.39 64 320 21.67 6,500 110,456 0 110,456 40.10 110,456 2.54 65 325 24.44 7,332 117,788 0 117,788 40.41 117,788 2.70 66 330 29.43 8,830 126,618 0 126,618 40.78 126,618 2.91 67 335 8.90 2,670 129,288 0 129,288 40.89 129,288 2.97 68 340 3.35 1,005 130,294 0 130,294 40.93 130,294 2.99 69 345 1.69 506 130,800 0 130,800 40.95 130,800 3.00 70 350 1.13 339 131,139 0 131,139 40.96 131,139 3.01 71 355 0.02 6 131,145 01 131,145 40.96 131,145 3.01 72 360 0.11 33 131,1781 01 131,178 40.97 131,178 3.01 Basin Depth Analysis Page 14 of 16 TKC JOB # 2017110600 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.05 44 44 0 44 35.50 44 0.00 2 30 0.07 67 111 0 111 35.50 111 0.00 3 45 0.07 67 178 0 178 35.51 178 0.00 4 60 0.10 891 267 0 267 35.51 267 0.01 5 75 0.07 67 333 0 333 35.51 333 0.01 6 90 0.07 67 400 0 400 35.52 400 0.01 7 105 0.07 67 467 0 467 35.52 467 0.01 8 120 0.10 89 556 0 556 35.52 556 0.01 9 135 0.10 89 645 0 645 35.53 645 0.01 10 150 0.10 89 734 0 734 35.53 734 0.02 11 165 0.12 111 845 0 845 35.54 845 0.02 12 180 0.12 111 956 0 956 35.54 956 0.02 13 195 0.12 111 1,067 0 1,067 35.54 1,067 0.02 14 210 0.12 111 1,178 0 1,178 35.55 1,178 0.03 15 225 0.12 111 1,290 0 1,290 35.55 1,290 0.03 16 240 0.15 133 1,423 0 1,423 35.56 1,423 0.03 17 255 0.15 133 1,556 0 1,556 35.56 1,556 0.04 18 270 0.17 156 1,712 0 1,712 35.57 1,712 0.04 19 285 0.17 156 1,868 0 1,868 35.58 1,868 0.04 20 300 0.20 178 2,045 0 2,045 35.59 2,045 0.05 21 315 0.15 133 2,179 0 2,179 35.59 2,179 0.05 22 330 0.17 156 2,334 0 2,334 35.60 2,334 0.05 23 345 0.20 178 2,512 0 2,512 35.60 2,512 0.06 24 360 0.20 178 2,690 0 2,690 35.61 2,690 0.06 25 375 0.07 65 2,756 0 2,756 35.61 2,756 0.06 26 390 0.10 91 2,847 0 2,847 35.62 2,847 0.07 27 405 0.38 339 3,186 0 3,186 35.63 3,186 0.07 28 420 0.41 365 3,5501 0 3,550 35.65 3,550 0.08 29 435 0.43 390 3,940 0 3,940 35.66 3,940 0.09 30 450 0.71 637 4,577 0 4,577 35.69 4,577 0.11 31 465 0.98 884 5,462 0 5,462 35.73 5,462 0.13 32 480 1.26 1,131 6,593 0 6,593 35.77 6,593 0.15 33 495 1.78 1,600 8,193 0 8,193 35.84 8,193 0.19 34 510 1.80 1,624 9,818 0 9,818 35.91 9,818 0.23 35 525 2.08 1,871 11,688 0 11,688 35.99 11,688 0.27 36 540 2.35 2,117 13,805 0 13,805 36.08 13,805 0.32 37 555 2.87 2,585 16,390 0 16,390 36.18 16,390 0.38 38 570 3.15 2,831 19,221 0 19,221 36.30 19,221 0.44 39 585 3.42 3,076 22,297 0 22,297 36.43 22,297 0.51 40 600 3.69 3,321 25,618 0 25,618 36.57 25,618 0.59 41 615 1.99 1,788 27,406 0 27,406 36.64 27,406 0.63 42 630 2.01 1,810 29,216 0 29,216 36.72 29,216 0.67 43 645 3.27 2,944 32,160 0 32,160 36.84 32,160 0.74 44 660 3.30 2,966 35,126 0 35,126 36.96 35,126 0.81 45 675 3.07 2,765 37,891 0 37,891 37.08 37,891 0.87 46 690 3.10 2,787 40,678 0 40,678 37.19 40,678 0.93 47 705 2.63 2,364 43,042 0 43,042 37.29 43,042 0.99 48 720 2.90 2,607 45,649 0 45,649 37.40 45,649 1.05 49 735 4.65 4,184 49,833 0 49,833 37.58 49,833 1.14 50 750 4.92 4,427 54,260 0 54,260 37.76 54,260 1.25 51 765 5.44 4,892 59,152 0 59,152 37.96 59,152 1.36 52 780 5.70 5,134 64,286 0 64,286 38.18 64,286 1.48 53 795 6.96 6,266 70,552 0 70,552 38.44 70,552 1.62 54 810 6.98 6,285 76,837 0 76,837 38.70 76,837 1.76 55 825 4.29 3,859 80,697 0 80,697 38.86 80,697 1.85 56 840 4.31 3,878 84,575 0 84,575 39.02 84,575 1.94 57 855 5.32 4,786 89,361 0 89,361 39.22 89,361 1 2.05 58 870 5.09 4,583 93,944 0 93,944 39.41 93,944 2.16 Basin Depth Analysis Page 15 of 16 TKC JOB # 2017110600 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 5.11 4,601 98,545 0 98,545 39.61 98,545 2.26 60 900 4.89 4,397 102,942 0 102,942 39.79 102,942 2.36 61 915 4.66 4,192 107,134 0 107,134 39.96 107,134 2.46 62 930 4.43 3,987 111,121 0 111,121 40.13 111,121 2.55 63 945 3.46 3,115 114,237 0 114,237 40.26 114,237 2.62 64 960 3.48 3,132 117,369 0 117,369 40.39 117,369 2.69 65 975 0.10 89 117,458 0 117,458 40.39 117,458 2.70 66 990 0.10 89 117,547 0 117,547 40.40 117,547 2.70 67 1005 0.07 67 117,613 0 117,613 40.40 117,613 2.70 68 1020 0.07 67 117,680 0 117,680 40.40 117,680 2.70 69 1035 0.11 100 117,780 0 117,780 40.41 117,780 2.70 70 1050 0.13 115 117,895 0 117,895 40.41 117,895 2.71 71 1065 0.14 130 118,025 0 118,025 40.42 118,025 2.71 72 1080 0.10 89 118,114 0 118,114 40.42 118,114 2.71 73 1095 0.10 89 118,203 0 118,203 40.43 118,203 2.71 74 1110 0.10 89 118,292 0 118,292 40.43 118,292 2.72 75 1125 0.07 67 118,359 0 118,359 40.43 118,359 2.72 76 1 1140 0.05 44 118,403 0 118,403 40.43 118,403 2.72 77 1155 0.07 67 118,470 0 118,470 40.44 118,470 2.72 78 1170 0.00 2 118,472 0 118,472 40.44 118,472 2.72 79 1185 0.07 67 118,539 0 118,539 40.44 118,539 2.72 80 1200 0.05 44 118,584 0 118,584 40.44 118,584 2.72 81 1215 0.07 67 118,650 0 118,650 40.44 118,650 2.72 82 1230 0.07 67 118,717 0 118,717 40.45 118,717 2.73 83 1245 0.07 67 118,784 0 118,784 40.45 118,784 2.73 84 1260 0.05 44 118,828 0 118,828 40.45 118,828 2.73 85 1275 0.07 67 118,895 0 118,895 40.45 118,895 2.73 86 1290 0.05 44 118,939 0 118,939 40.46 118,939 2.73 87 1305 0.07 67 119,006 0 119,006 40.46 119,006 2.73 88 1320 0.05 44 119,050 0 119,050 40.46 119,050 2.73 89 1335 0.07 67 119,117 0 119,117 40.46 119,117 2.73 90 1350 0.05 44 119,162 0 119,162 40.47 119,162 2.74 91 1365 0.05 44 119,206 0 119,206 40.47 119,206 2.74 92 1380 0.05 44 119,251 0 119,251 40.47 119,251 2.74 93 1395 0.05 44 119,295 0 119,295 40.47 119,295 2.74 94 1410 0.05 44 119,339 0 119,339 40.47 119,339 2.74 95 1425 0.05 44 119,384 0 119,384 40.47 119,384 2.74 96 1440 0.05 441 119,4281 0 119,428 40.48 119,4281 2.74 Basin Depth Analysis Page 16 of 16 1 1 1 --F- A B C D 1 ' RCFCD SYNTHETIC UNIT HYDROGRPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: IJAMES R. BAZUA, P.E. 5 6 PROJECT NAME LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT 7 TKC JOB # 2017110600 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lca ) 360 30 31 ELEVATION OF HEADWATER 49 32 ELEVATION OF CONCENTRATION POINT 44 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY (YEAR) 10 37 38 POINT RAIN 39 3 -HOUR 1.38 40 6 -HOUR 1.77 41 24 -HOUR 2.4 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 35.5 22990 45 36.5 22990 46 37.5 22990 47 38.5 22990 48 39.5 22990 49 40.5 22990 50 42 22990 51 52 PERCOLATION RATE (in /hr ) 0 53 54 DRYWELL DATA 55 NUMBER USED 56 1 PERCOLATION RATE cfs RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT BASIC DATA CALCULATION FORM TKC JOB # 2017110600 SHORTCUT METHOD BY :S R. BAZUA, P.E. DATE 3/15/2009 SUMMARY DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 1.09 0.87 FLOOD VOLUME (cu -ft) (acre -ft) 1 55,556 1.28 [21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 55,097 1.26 ON -SITE PEAK FLOW (cfs) [31 AREA - ACRES 15.13 3.19 MAXIMUM WSEL (ft) 14.100 37.90 4 L -FEET 1230 5 L -MILES 0.233 (61 La -FEET 360.00 7 La -MILES 0.068 [81 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 21.5 [121 S^0.5 4.63 13 L'LCA/S^0.5 0.003 [141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 16 LAG TIME - MINUTES 3.3 [171100% OF LAG - MINUTES 3.3 18 200% OF LAG - MINUTES B,7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [1] SOURCE [21 FREOUENCY -YEARS 10 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS T N FNCHES -5.2 [5] AREA [6] [71 AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [10) [11] AVERAGE POINT RAIN INCHES [12) POINT RAIN INCHES Plate E-5.6)1 [131 AREA [14] [151 AVERAGE POINT RAIN ' INCHES 1.38 14.100 1.00 1.38 1.77 14.100 1.00 1.77 2.401 14.100 1.00 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 SUM [5) 14.1 SUM [7) (16) AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 1.38 SUM [9] 14.10 SUM [11) 1.77 SUM [13] 14.10 SUM If 5] 2.40 1.000 1.000 1.000 1.38 1.77 2.40 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.03 1.09 0.87 FLOOD VOLUME (cu -ft) (acre -ft) 52,847 1.21 55,556 1.28 44,558 1.02 REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 55,097 1.26 44,190 1.01 PEAK FLOW (cfs) 17.50 15.13 3.19 MAXIMUM WSEL (ft) 37.78 37.90 37.42 Plate E -2.1 Page 2 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 3/15/2009 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in/hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in/hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF - 1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 4.1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24- (T/60))A1.55 + 0.06 in/hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: LA OUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 1.38 CONSTANT LOSS RATE -in/hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.215 0.12 0.19 0.10 1.39 417.47 2 10 0.17 1.3 0.215 0.12 0.19 0.10 1.39 417.47 3 15 0.25 1.1 0.182 0.12 0.16 0.07 0.92 277.37 4 20 0.33 1.5 0.248 0.12 0.22 0.13 1.86 557.57 5 25 0.42 1.5 0.248 0.12 0.22 0.13 1.86 557.57 6 30 0.50 1.8 0.298 0.12 0.27 0.18 2.56 767.71 7 35 0.58 1.5 0.248 0.12 0.22 0.13 1.86 557.57 8 40 0.67 1.8 0.298 0.12 0.27 0.18 2.56 767.71 9 45 0.75 1.8 0.298 0.12 0.27 0.18 2.56 767.71 10 50 0.83 1.5 0.248 0.12 0.22 0.13 1.86 557.57 11 55 0.92 1.6 0.265 0.12 0.24 0.15 2.09 627.62 12 60 1.00 1.8 0.298 0.12 0.27 0.18 2.56 767.71 13 65 1.08 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 14 70 1.17 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 15 75 1.25 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 16 80 1.33 2.0 0.331 0.12 0.30 0.21 3.03 907.81 17 85 1.42 2.6 0.431 0.12 0.39 0.31 4.43 1328.10 18 90 1.50 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 19 95 1.58 2.4 0.397 0.12 0.36 0.28 3.96 1188.01 20 100 1.67 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 21 105 1.75 3.3 0.546 0.12 0.49 0.43 6.06 1818.45 22 110 1.83 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 23 115 1.92 2.9 0.480 0.12 0.43 0.36 5.13 1538.25 24 120 2.00 3.0 0.497 0.12 0.45 0.38 5.36 1608.30 25 125 2.08 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 26 130 2.17 4.2 0.696 0.12 0.63 0.58 8.16 2448.89 27 135 2.25 5.0 0.828 0.12 0.75 0.71 10.03 3009.28. 28 140 2.33 3.5 0.580 0.12 0.52 0.46 6.53 1958.54 29 145 2.42 6.8 1.126 0.12 1.01 1.01 14.23 4270.15 30 150 2.50 7.3 1.209 0.12 1.09 1.09 15.40 4620.40 31 155 2.58 8.2 1.358 0.12 1.22 1.24 17.50 5250.84 32 160 2.67 5.9 0.977 0.12 0.88 0.86 12.13 3639.72 33 165 2.75 2.0 0.331 0.12 0.30 0.21 3.03 907.81 34 170 2.83 1.8 0.298 0.12 0.27 0.18 2.56 767.71 35 175 1 2.92 1 1.8 0.298 0.12 0.27 0.18 2.56 767.71 36 180 1 3.00 1 0.6 0.099 0.12 0.09 0.01 0.14 42.03 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.03 FLOOD VOLUME (acft) 1.21 FLOOD VOLUME (cult) 52846.75 REQUIRED STORAGE (acft) 1.20 REQUIRED STORAGE (cult) 52409.80 PEAK FLOW RATE (cfs) 17.50 Plate E -2.2 Page 4 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 1.77 CONSTANT LOSS RATE -in/hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.106 0.12 0.10 0.01 0.15 44.92 2 10 0.17 0.6 0.127 0.12 0.11 0.01 0.15 45.91 3 15 0.25 0.6 0.127 0.12 0.11 0.01 0.15 45.91 4 20 0.33 0.6 0.127 0.12 0.11 0.01 0.15 45.91 5 25. 0.42 0.6 0.127 0.12 0.11 0.01 0.15 45.91 6 30 0.50 0.7 0.149 0.12 0.13 0.03 0.45 135.75 7 35 0.58 0.7 0.149 0.12 0.13 0.03 0.45 135.75 8 40 0.67 0.7 0.149 0.12 0.13 0.03 0.45 135.75 9 45 0.75 0.7 0.149 0.12 0.13 0.03 0.45 135.75 10 50 0.83 0.7 0.149 0.12 0.13 0.03 0.45 135.75 11 55 0.92 0.7 0.149 0.12 0.13 0.03 0.45 135.75 12 60 1.00 0.8 0.170 0.12 0.15 0.05 0.75 225.60 13 65 1.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 14 70 1.17 0.8 0.170 0.12 0.15 0.05 0.75 225.60 15 75 1.25 0.8 0.170 0.12 0.15 0.05 0.75 225.60 16 80 1.33 0.8 0.170 0.12 0.15 0.05 0.75 225.60 17 85 1.42 0.8 0.170 0.12 0.15 0.05 0.75 225.60 18 90 1.50 0.8 0.170 0.12 0.15 0.05 0.75 225.60 19 95 1.58 0.8 0.170 0.12 0.15 0.05 0.75 225.60 20 100 1.67 0.8 0.170 0.12 0.15 0.05 0.75 225.60 21 105 1.75 0.8 0.170 0.12 0.15 0.05 0.75 225.60 22 110 1.83 0.8 0.170 0.12 0.15 0.05 0.75 225.60 23 115 1.92 0.8 0.170 0.12 0.15 0.05 0.75 225.60 24 120 2.00 0.9 0.191 0.12 0.17 0.07 1.05 315.44 25 125 2.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 26 130 2.17 0.9 0.191 0.12 0.17 0.07 1.05 315.44 27 135 2.25 0.9 0.191 0.12 0.17 0.07 1.05 315.44 28 140 2.33 0.9 0.191 0.12 0.17 0.07 1.05 315.44 29 145 2.42 0.9 0.191 0.12 0.17 0.07 1.05 315.44 30 150 2.50 0.9 0.191 0.12 0.17 0.07 1.05 315.44 31 155 2.58 0.9 0.191 0.12 0.17 0.07 1.05 315.44 32 160 2.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 33 165 2.75 1.0 0.212 0.12 0.19 0.10 1.35 405.29 34 170 2.83 1.0 0.212 0.12 0.19 0.10 1.35 405.29 35 175 2.92 1.0 0.212 0.12 0.19 0.10 1.35 405.29 36 180 3.00 1.0 0.212 0.12 0.19 0.10 1.35 405.29 37 185 3.08 1.0 0.212 0.12 0.19 0.10 1.35 405.29 38 190 3.17 1.1 0.234 0.12 0.21 0.12 1.65 495.13 39 195 3.25 1.1 0.234 0.12 0.21 0.12 1.65 495.13 40 200 3.33 1.1 0.234 0.12 0.21 0.12 1.65 495.13 41 205 3.42 1.2 0.255 0.12 0.23 0.14 1.95 584.98 42 210 3.50 1.3 0.276 0.12 0.25 0.16 2.25 674.82 43 215 3.58 1.4 0.297 0.12 0.27 0.18 2.55 764.67 44 220 3.67 1.4 0.297 0.12 0.27 0.18 2.55 764.67 45 225 3.75 1.5 0.319 0.12 0.29 0.20 2.85 854.51 46 230 3.83 1.5 0.319 0.12 0.29 0.20 2.85 854.51 47 235 3.92 1.6 0.340 0.12 0.31 0.22 3.15 944.36 48 240 4.00 1.6 0.340 0.12 0.31 0.22 3.15 944.36 49 245 4.08 1.7 0.361 0.12 0.32 0.24 3.45 1034.20 50 250 4.17 1.8 0.382 0.12 0.34 0.27 3.75 1124.05 51 255 4.25 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 52 260 4.33 2.0 0.425 0.12 0.38 0.31 4.35 1303.74 53 265 4.42 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 54 270 4.50 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 55 275 4.58 2.2 0.467 0.12 0.42 0.35 4.94 1483.43 56 280 4.67 2.3 0.489 0.12 0.44 0.37 5.24 1573.28 Plate E -2.2 Page 5 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 1.77. CONSTANT LOSS RATE -in/hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr' Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.510 0.12 0.46 0.39 5.54 1663.12 58 290 4.83 2.4 1 0.510 0.12 0.46 0.39 5.54 1663.12 59 295 4.92 2.5 0.531 0.12 0.48 0.41 5.84 1752.97 60 300 5.00 2.6 0.552 0.12 0.50 0.44 6.14 1842.81 61 305 5.08 3.1 0.658 0.12 0.59 0.54 7.64 2292.04 62 310 5.17 3.6 0.765 0.12 0.69 0.65 9.14 2741.26 63 315 5.25 - 3 .9 0.828 0.12 0.75 0.71 10.04 3010.80 64 320 5.33 4.2 0.892 0.12 0.80 0.78 10.93 3280.33 65 325 5.42 4.7 0.998 0.12 0.90 0.88 12.43 3729.56 66 330 5.50 5.6 1.189 0.12 1.07 1.07 15.13 4538.17 67 335 5.58 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 68 340 5.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 69 345 5.75 0.6 0.127 0.12 0.11 0.01 0.15 45.91 70 350 5.83 0.5 0.106 0.12 0.10 0.01 0.15 44.92 71 355 5.92 0.3 0.064 0.12 0.06 0.01 0.09 26.95 72 360 6.00 0.2 0.042 0.12 0.04 0.00 0.06 17.97 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.09 FLOOD VOLUME (acft) 1.28 FLOOD VOLUME (cult) 55556.50 REQUIRED STORAGE (acft) 1.26 REQUIRED STORAGE (cult) 55097.14 PEAK FLOW RATE (cfs) 15.13 I i Plate E -2.2 Page 6 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: lA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 2.40 CONSTANT LOSS RATE - in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.019 0.206 0.017 0.002 0.03 24.36 2 30 0.50 0.3 0.029 0.203 0.026 0.003 0.04 36.55 3 45 0.75 0.3 0.029 0.201 0.026 0.003 0.04 36.55 4 60 1.00 0.4 0.038 0.199 0.035 0.004 0.05 48.73 5 75 1.25 0.3 0.029 0.196 0.026 0.003 0.04 36.55 6 90 1.50 0.3 0.029 0.194 0.026 0.003 0.04 36.55 7 105 1.75 0.3 0.029 0.192 0.026 0.003 0.04 36.55 8 120 2.00 0.4 0.038 0.189 1 0.035 0.004 0.05 48.73 9 135 2.25 0.4 0.038 0.187 0.035 0.004 0.05 48.73 10 150 2.50 0.4 0.038 07185 0.035 0.004 0.05 48.73 11 165 2.75 1 0.5 0.048 0.183 0.043 0.005 0.07 60.91 12 180 3.00 0.5 0.048 0.180 0.043 0.005 0.07 60.91 13 195 3.25 0.5 0.048 0.178 0.043 0.005 0.07 60.91 14 210 3.50 0.5 0.048 0.176 0.043 0.005 0.07 60.91 15 225 3.75 0.5 0.048 1 0.174 0.043 0.005 0.07 60.91 16 240 4.00 0.6 0.058 0.172 0.052 0.006 0.08 73.09 17 255 4.25 0.6 0.058 0.169 0.052 0.006 0.08 73.09 18 270 4.50 0.7 0.067 0.167 0.060 0.007 0.09 85.28 19 285 4.75 0.7 0.067 0.165 0.060 0.007 0.09 85.28 20 300 5.00 0.8 0.077 0.163 0.069 0.008 0.11 97.46 21 315 5.25 0.6 0.058 0.161 0.052 0.006 0.08 73.09 22 330 5.50 0.7 0.067 0.159 0.060 0.007 0.09 85.28 23 345 5.75 0.8 0.077 0.157 0.069 0.008 0.11 97.46 24 360 6.00 0.8 0.077 0.155 0.069 0.008 0.11 97.46 25 375 6.25 0.9 0.086 0.153 0.078 0.009 0.12 109.64 26 390 6.50 0.9 0.086 0.150 0.078 0.009 0.12 109.64 27 405 6.75 1.0 0.096 0.148 0.086 0.010 0.14 121.82 28 420 7.00 1.0 0.096 0.146 0.086 0.010 0.14 121.82 29 1 435 7.25 1.0 0.096 0.144 0.086 0.010 0.14 121.82 30 450 7.50 1.1 0.106 0.143 0.095 0.011 0.15 134.01 31 465 7.75 1.2 0.115 0.141 0.104 0.012 0.16 146.19 32 480 8.00 1.3 0.125 0.139 0.112 0.012 0.18 158.37 33 495 8.25 1.5 0.144 0.137 0.130 0.007 0.10 92.68 34 510 8.50 1.5 0.144 0.135 0.130 0.009 0.13 116.86 35 525 8.75 1.6 0.154 0.133 0.138 0.021 0.29 262.65 36 540 9.00 1.7 0.163 0.131 0.147 0.032 0.45 408.23 37 555 9.25 1.9 0.182 0.129 0.164 0.053 0.75 675.42 38 570 9.50 2.0 0.192 0.127 0.173 0:065 0.91 820.57 39 585 9.75 2.1 0.202 0.126 0.181 0.076 1.07 965.50 40 600 10.00 2.2 0.211 0.124 0.190 0.087 1.23 1110.20 41 615 10.25 1.5 0.144 0.122 1 0.130 0.022 0.31 280.10 42 630 10.50 1.5 0.144 0.120 0.130 0.024 0.34 302.54 43 645 10.75 2.0 0.192 0.118 0.173 0.074 1.04 933.88 44 660 11.00 2.0 0.192 0.117 0.173 0.075 1.06 955.86 45 675 11.25 1.9 0.182 0.115 0.164 0.067 0.95 855.80 46 690 11.50 1.9 0.182 0.113 0.164 0.069 0.97 877.32 47 705 11.75 1.7 0.163 0.112 0.147 0.052 0.73 654.97 48 720 12.00 1.8 0.173 0.110 0.156 0.063 0.89 797.85 49 735 12.25 2.5 0.240 0.108 0.216 0.132 1.86 1671.44 50 750 12.50 2.6 0.250 0.107 0.225 0.143 2.02 1813.85 51 765 12.75 2.8 0.269 0.105 0.242 0.164 2.31 2077.84 52 780 13.00 2.9 0.278 0.103 0.251 0.175 2.47 2219.76 53 795 13.25 3.4 0.326 0.102 0.294 0.224 3.17 2848.72 54 810 13.50 3.4 0.326 0.100 0.294 0.226 3.19 2868.32 55 825 13.75 2.3 0.221 0.099 0.199 0.122 1.72 1547.61 56 840 14.00 2.3 0.221 0.097 0.199 0.123 1.74 1566.70 57 855 14.25 2.7 0.259 0.096 0.233 0.163 2.30 2072.83 58 870 14.50 2.6 0.250 0.094 0.225 0.155 2.19 1969.58 59 885 14.75 2.6 0.250 0.093 0.225 0.157 2.21 1987.89 60 900 15.00 2.5 0.240 0.092 0.216 0.148 2.09 1884.11 61 1 915 15.25 2.4 0.230 1 0.090 1 0.207 1 0.140 1.98 1780.06 Plate E -2.2 Page 7 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD l 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 3/15/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 2.40 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cis 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.221 0.089 0.199 0.132 1.86 1675.74 63 945 15.75 1.9 07182 0.087 0.164 0.095 1.34 1205.66 64 960 16.00 1.9 0.182 0.086 0.164 0.096 1.36 1222.61 65 975 16.25 0.4 0.038 0.085 0.035 0.004 0.05 48.73 66 990 16.50 0.4 0.038 0.083 0.035 0.004 0.05 48.73 67 1005 16.75 0.3 0.029 0.082 0.026 0.003 0.04 36.55 68 1020 17.00 0.3 0.029 0.081 0.026 0.003 0.04 36.55 69 1035 17.25 0.5 0.048 0.080 0.043 0.005 0.07 60.91 70 1050 17.50 0.5 0.048 0.079 0.043 0.005 0.07 60.91 71 1065 17.75 0.5 0.048 0.077 0.043 0.005 0.07 1 60.91 72 1080 18.00 0.4 0.038 0.076 0.035 0.004 0.05 48.73 73 1095 18.25 0.4 0.038 0.075 0.035 0.004 0.05 48.73 74 1110 18.50 0.4 0.038 0.074 0.035 0.004 0.05 48.73 75 1125 18.75 0.3 0.029 0.073 0.026 0.003 0.04 36.55 76 1140 19.00 0.2 0.019 0.072 0.017 0.002 0.03 24.36 77 1155 19.25 0.3 0.029 0.071 0.026 0.003 0.04 36.55 78 1170 19.50 0.4 0.038 0.070 0.035 0.004 0.05 48.73 79 1185 19.75 0.3 0.029 0.069 0.026 0.003 0.04 36.55 80 1200 20.00 0.2 0.019 0.068 0.017 0.002 0.03 24.36 81 1215 20.25 0.3 0.029 0.067 0.026 0.003 0.04 36.55 82 1230 20.50 0.3 0.029 0.066 0.026 0.003 0.04 36.55 83 1245 20.75 0.3 0.029 0.065 0.026 0.003 0.04 36.55 84 1260 21.00 0.2 0.019 0.065 0.017 0.002 0.03 24.36 85 1275 21.25 0.3 0.029 0.064 0.026 0.003 0.04 36.55 86 1290 21.50 0.2 0.019 0.063 0.017 0.002 0.03 24.36 87 1305 21.75 0.3 0.029 0.062 0.026 0.003 0.04 36.55 88 1320 22.00 0.2 0.019 0.062 0.017 0.002 0.03 24.36 89 1335 22.25 0.3 0.029 0.061 0.026 0.003 0.04 36.55 90 1350 22.50 0.2 0.019 0.061 0.017 0.002 0.03 24.36 91 1365 22.75 0.2 0.019 0.060 0.017 0.002 0.03 24.36 92 1380 23.00 0.2 0.019 0.060 0.017 0.002 0.03 24.36 93 1395 23.25 0.2 0.019 0.059 0.017 0.002 0.03 24.36 94 1410 23.50 0.2 0.019 0.059 0.017 0.002 0.03 24.36 95 1425 23.75 0.2 0.019 0.059 0.017 0.002 0.03 24.36 96 1440 24.00 0.2 0.019 0.058 0.017 0.002 0.03 24.36 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0,87 FLOOD, VOLUME (acft) 1.02 FLOOD VOLUME (tuft) 44558.45 REQUIRED STORAGE (acft) 1.01 REQUIRED STORAGE (tuft) 44190.03 PEAK FLOW cfs 3,19 Plate E -2.2 Page 8 of 16 PROJECT: LA OUINTA RESORT SDP 08 -909 - 10 YEAR EVENT TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 22990 0 0 0.00 36.5 1 1 0 22990 22990 22990 0.53 37.5 1 2 0 22990 22990 45980 1.06 38.5 1 3 0 22990 22990 68970 1.58 39.5 1 4 0 22990 22990 91960 1 2.11 40.5 1 5 0 1 22990 22990 1149501 2.64 42 1 1.5 6.5 01 22990 34485 149435 1 3.43 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs Basin Characteristics Page 11 of 16 TKC JOB # 2017110600 10 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult ) TOTAL IN BASIN .(cuft) PERC OUT (cuff ) TOTAL IN BASIN (cuft) BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 1 5 1.39 417 417 0 417 35.52 417 0.01 2 10 1.39 417 835 0 835 35.54 835 0.02 3 15 0.92 277 1,112 0 1,112 35.55 1,112 0.03 4 20 1.86 558 1,670 0 1,670 35.57 1,670 0.04 5 25 1.86 558 2,227 0 2,227 35.60 2,227 0.05 6 30 2.56 768 2,995 0 2,995 35.63 2,995 0.07 7 35 1.86 558 3,553 0 3,553 35.65 3,553 0.08 8 40 2.56 768 4,320 0 4,320 35.69 4,320 0.10 9 45 2.56 768 5,088 0 5,088 35.72 5,088 0.12 10 50 1.86 558 5,646 0 5,646 35.75 5,646 0.13 11 55 2.09 628 6,273 0 6,273 35.77 6,273 0.14 12 60 2.56 768 7,041 0 7,041 35.81 7,041 0.16 13 65 3.49 1,048 8,089 0 8,089 35.85 8,089 0.19 14 70 3.49 1,048 9,137 0 9,137 35.90 9,137 0.21 15 75 3.49 1,048 10,185 0 10,185 35.94 10,185 0.23 16 80 3.03 908 11,093 0 11,093 35.98 11,093 0.25 17 85 4.43 1,328 12,421 0 12,421 36.04 12,421 0.29 18 90 4.66 1,398 13,819 0 13,819 36.10 13,819 0.32 19 95 3.96 1,188 15,007 0 15,007 36.15 15,007 0.34 20 100 4.66 1,398 16,405 0 16,405 36.21 16,405 0.38 21 105 6.06 1,818 18,223 0 18,223 36.29 18,223 0.42 22 110 5.59 1,678 19,902 0 19,902 36.37 19,902 0.46 23 115 5.13 1,538 21,440 0 21,440 36.43 21,440 0.49 24 120 5.36 1,608 23,048 0 23,048 36.50 23,048 0.53 25 125 5.59 1,678 24,727 0 24,727 36.58 24,727 0.57 26 130 8.16 2,449 27,176 0 27,176 36.68 27,176 0.62 27 135 10.03 3,009 30,185 0 30,185 36.81 30,185 0.69 28 140 6.53 1,959 32,143 0 32,143 36.90 32,143 0.74 29 145 14.23 4,270 36,414 0 36,414 37.08 36,414 0.84 30 150 15.40 4,620 41,034 0 41,034 37.28 41,034 0.94 31 155 17.50 5,251 46,285 0 46,285 37.51 46,285 1.06 32 160 12.13 3,640 49,925 0 49,925 37.67 49,925 1.15 33 165 3.03 908 50,832 0 50,832 37.71 50,832 1.17 34 170 2.56 768 51,600 0 51,600 37.74 51,600 1.18 35 175 2.56 768 52,368 0 52,368 37.78 52,368 1.20 36 180 0.14 42 52,410 0 52,410 37.78 52,410 1.20 Basin Depth Analysis Page 12 of 16 TKC JOB # 2017110600 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cuft TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 1 5 0.15 45 45 0 45 35.50 45 0.00 2 10 0.15 46 91 0 91 35.50 91 0.00 3 15 0.15 46 137 0 137 35.51 137 0.00 4 20 0.15 46 183 0 183 35.51 183 0.00 5 25 0.15 46 229 0 229 35.51 229 0.01 6 30 0.45 136 364 0 364 35.52 364 0.01 7 35 0.45 136 500 0 500 35.52 500 0.01 8 40 0.45 136 636 0 636 35.53 636 0.01 9 45 0.45 136 772 0 772 35.53 772 0.02 10 50 0.45 136 907 0 907 35.54 907 0.02 11 55 0.45 136 1,043 0 1,043 35.55 1,043 0.02 12 60 0.75 226 1,269 0 1,269 35.56 1,269 0.03 13 65 0.75 226 1,494 0 1,494 35.56 1,494 0.03 14 70 0.75 226 1,720 0 1,720 35.57 1,720 0.04 15 75 0.75 226 1,945 0 1,945 35.58 1,945 0.04 16 80 0.75 226 2,171 0 2,171 35.59 2,171 0.05 17 85 0.75 226 2,397 0 2,397 35.60 2,397 0.06 18 90 0.75 226 2,622 0 2,622 35.61 2,622 0.06 19 95 0.75 226 2,848 0 2,848 35.62 2,848 0.07 20 100 0.75 226 3,073 0 3,073 35.63 3,073 0.07 21 105 0.75 226 3,299 0 3,299 35.64 3,299 0.08 22 110 0.75 226 3,525 0 3,525 35.65 3,525 0.08 23 115 0.75 226 3,750 0 3,750 35.66 3,750 0.09 24 120 1.05 315 4,066 0 4,066 35.68 4,066 0.09 25 125 0.75 226 4,291 0 4,291 35.69 4,291 0.10 26 130 1.05 315 4,607 01 4,607 35.70 4,607 0.11 27 135 1.05 315 4,922 0 4,922 35.71 4,922 0.11 28 140 1.05 315 5,238 0 5,238 35.73 5,238 0.12 29 145 1.05 315 5,553 0 5,553 35.74 5,553 0.13 30 150 1.05 315 5,868 0 5,868 35.76 5,868 0.13 31 155 1.05 315 6,184 0 6,184 35.77 6,184 0.14 32 160 1.05 315 6,499 01 6,499 35.78 6,499 0.15 33 165 1.35 405 6,905 0 6,905 35.80 6,905 0.16 34 170 1.35 405 7,310 0 7,310 35.82 7,310 0.17 35 175 1.35 405 7,715 0 7,715 35.84 7,715 0.18 36 180 1.35 405 8,121 0 8,121 35.85 8,121 0.19 37 185 1.35 405 8,526 0 8,526 35.87 8,526 0.20 38 190 1.65 495 9,021 01 9,021 35.89 9,021 0.21 39 195 1.65 495 9,516 01 9,516 35.91 9,516 0.22 40 200 1.65 495 10,011 01 10,011 35.94 10,011 0.23 41 205 1.95 585 10,596 0 10,596 35.96 10,596 0.24 42 210 2.25 675 11,271 0 11,271 35.99 11,271 0.26 43 215 2.55 765 12,036 0 12,036 36.02 12,036 0.28 44 220 2.55 765 12,800 0 12,800 36.06 12,800 0.29 45 225 2.85 855 13,655 0 13,655 36.09 13,655 0.31 46 230 2.85 855 14,509 0 14,509 36.13 14,509 0.33 47 235 3.15 944 15,454 01 15,454 36.17 15,454 0.35 48 240 3.15 944 16,398 01 16,398 36.21 16,398 0.38 49 245 3.45 1,034 17,432 0 17,432 36.26 17,432 0.40 50 250 3.75 1,124 18,556 0 18,556 36.31 18,556 0.43 51 255 4.05 1,214 19,770 0 19,770 36.36 19,770 0.45 52 260 4.35 1,304 21,074 0 21,074 36.42 21,074 1 0.48 53 265 4.65 1,394 22,468 0 22,468 36.48 22,468 0.52 54 270 4.65 1,394 23,861 0 23,861 36.54 23,861 0.55 55 275 4.94 1,483 25,345 1 01 25,345 1 36.60 25,345 0.58 Basin Depth Analysis Page 13 of 16 f 1 TKC JOB # 2017110600 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 5.24 1,573 26,918 0 26,918 36.67 26,918 0.62 57 285 5.54 1,663 28,581 0 28,581 36.74 28,581 0.66 58 290 5.54 1,663 30,244 0 30,244 36.82 30,244 0.69 59 295 5.84 1,753 31,997 0 31,997 36.89 31,997 0.73 60 300 6.14 1,843 33,840 0 33,840 36.97 33,840 0.78 61 305 7.64 2,292 36,132 0 36,132 37.07 36,132 0.83 62 310 9.14. 2,741 38,873 0 38,873 37.19 38,873 0.89 63 315 10.04 3,011 41,884 0 41,884 37.32 41,884 0.96 64 320 10.93 3,280 45,164 0 45,164 37.46 45,164 1.04 65 325 12.43 3,730 48,894 0 48,894 37.63 48,894 1.12 66 330 15.13 4,538 53,432 0 53,432 37.82 53,432 1.23 67 335 4.05 1,214 54,646 0 54,646 37.88 54,646 1.25 68 340 1.05 315 54,961 0 54,961 37.89 54,961 1.26 69 345 0.15 46 55,007 0 55,007 37.89 55,007 1.26 70 350 0.15 45 55,052 0 55,052 37.89 55,052 1.26 71 355 0.09 27 55,079 .0 55,079 37.90 55,079 1.26 72 360 0.06 18 55,097 0 55,097 37.90 55,097 1.26 Basin Depth Analysis Page 14 of 16 TKC JOB # 2017110600 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cuff PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.03 24 24 0 24 35.50 24 0.00 2 30 0.04 37 61 0 61 35.50 61 0.00 3 45 0.04 37 97 0 97 35.50 97 0.00 4 60 0.05 49 146 0 146 35.51 146 0.00 5 75 0.04 37 183 0 183 35.51 183 0.00 6 90 0.04 37 219 0 219 35.51 219 0.01 7 105 0.04 37 256 0 256 35.51 256 0.01 8 120 0.05 49 305 0 305 35.51 305 0.01 9 135 0.05 49 353 0 353 35.52 353 0.01 10 150 0.05 49 402 0 402 35.52 402 0.01 11 165 0.07 61 463 0 463 35.52 463 0.01 12 180 0.07 61 524 0 524 35.52 524 0.01 13 195 0.07 61 585 0 585 35.53 585 0.01 14 210 0.07 61 646 0 646 35.53 646 0.01 15 225 0.07 61 707 0 707 35.53 707 0.02 16 240 0.08 73 780 0 780 35.53 780 0.02 17 255 0.08 73 853 0 853 35.54 853 0.02 18 270 0.09 85 938 0 938 35.54 938 0.02 19 285 0.09 85 1,023 0 1,023 35.54 1,023 0.02 20 300 0.11 97 1,121 0 1,121 35.55 1,121 0.03 21 315 0.08 73 1,194 0 1,194 35.55 1,194 0.03 22 330 0.09 85 1,279 0 1,279 35.56 1,279 0.03 23 345 0.11 97 1,3771 0 1,377 35.56 1,377 0.03 24 360 0.11 97 1,474 0 1,474 35.56 1,474 0.03 25 375 0.12 110 1,584 0 1,584 35.57 1,584 0.04 26 390 0.12 110 1,693 0 1,693 35.57 1,693 0.04 27 405 0.14 122 F 1,815 0 1,815 35.58 1,815 0.04 28 420 0.14 122 1,937 0 1,937 35.58 1,937 0.04 29 435 0.14 122 2,059 0 2,059 35.59 2,059 0.05 30 450 0.15 134 2,193 0 2,193 35.60 2,193 0.05 31 465 0.16 146 2,339 0 2,339 35.60 2,339 0.05 32 480 0.18 158 2,497 0 2,497 35.61 2,497 0.06 33 495 0.10 93 2,590 0 2,590 35.61 2,590 0.06 34 510 0.13 117 2,707 0 2,707 35.62 2,707 0.06 35 525 0.29 263 2,970 0 2,970 35.63 2,970 0.07 36 540 0.45 408 3,378 0 3,378 35.65 3,378 0.08 37 555 0.75 675 4,053 0 4,053 35.68 4,053 0.09 38 570 0.91 821 4,874 0 4,874 35.71 4,874 0.11 39 585 1.07 965 5,839 0 5,839 35.75 5,839 0.13 40 600 1.23 1,110 6,949 0 6,949 35.80 6,949 0.16 41 615 0.31 280 7,230 0 7,230 35.81 7,230 0.17 42 630 0.34 303 7,532 0 7,532 35.83 7,532 0.17 43 645 1.04 934 8,466 0 8,466 35.87 8,466 0.19 44 660 1.06 956 9,422 0 9,422 35.91 9,422 0.22 45 675 0.95 856 10,278 0 10,278 35.95 10,278 0.24 46 690 0.97 877 11,155 0 11,155 35.99 11,155 0.26 47 705 0.73 655 11,810 0 11,810 36.01 11,810 0.27 48 720 0.89 798 12,608 0 12,608 36.05 12,608 0.29 49 735 1.86 1,671 14,279 0 14,279 36.12 14,279 0.33 50 750 2.02 1,814 16,093 0 16,093 36.20 16,093 0.37 51 765 2.31 2,078 18,171 0 18,171 36.29 18,171 0.42 52 780 2.47 2,220 20,391 0 20,391 36.39 20,391 0.47 53 795 3.17 2,849 23,239 0 23,239 36.51 23,239 0.53 54 810 3.19 2,868 26,108 0 26,108 36.64 26,108 0.60 55 825 1.72 1,548 27,655 0 27,655 36.70 27,655 0.63 56 840 1.74 1,567 29,222 0 29,222 36.77 29,222 0.67 57 855 2.30 2,073 31,295 0 31,295 36.86 31,295 0.72 58 870 2.19 1,970 33,264 01 33,264 36.95 33,264 1 0.76 Basin Depth Analysis Page 15 of 16 TKC JOB # 2017110600 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 2.21 1,988 35,252 0 35,252 37.03 35,252 0.81 60 900 2.09 1,884 37,136 0 37,136 37.12 37,136 0.85 61 915 1.98 1,780 38,917 0 38,917 37.19 38,917 0.89 62 930 1.86 1,676 40,592 0 40,592 37.27 40,592 0.93 63 945 1.34 1,206 41,798 0 41,798 37.32 41,798 0.96 64 960 1.36 1,223• 43,021 0 43,021 37.37 43,021 0.99 65 975 0.05 49 43,069 0 43,069 37.37 43,069 0.99 66 990 0.05 49 43,118 0 43,118 37.38 43,118 0.99 67 1005 0.04 37 43,155 0 43,155 37.38 43,155 0.99 68 1020 0.04 37 43,191 0 43,191 37.38 43,191 0.99 69 1035 0.07 61 43,252 0 43,252 37.38 43,252 0.99 70 1050 0.07 61 43,313 0 43,313 37.38 43,313 0.99 71 1065 0.07 61 43,374 0 43,374 37.39 43,374 1.00 72 1080 0.05 49 43,423 0 43,423 37.39 43,423 1.00 73 1095 0.05 49 43,471 0 43,471 37.39 •43,471 1.00 74 1110 0.05 49 43,520 0 43,520 37.39 43,520 1.00 75 1125 0.04 37 43,5571 0 43,557 37.39 43,557 1.00 76 1140 0.03 24 43,581 0 43,581 37.40 43,581 1.00 77 1155 0.04 37 43,617 0 43,617 37.40 43,617 1.00 78 1170 0.05 49 43,666 0 43,666 37.40 43,666 1.00 79 1185 0.04 37 43,703 0 43,703 37.40 43,703 1.00 80 1200 0.03 24 43,727 0 43,727 37.40 43,727 1.00 81 1215 0.04 37 43,764 0 43,764 37.40 43,764 .1.00 82 1230 0.04 37 43,800 0 43,800 37.41 43,800 1.01 83 1245 0.04 37 43,837 0 43,837 37.41 43,837 1.01 84 1260 0.03 24 43,861 0 43,861 37.41 43,861 1.01 85 1275 0.04 37 43,898 0 43,898 37.41 43,898 1.01 86 1290 0.03 24 43,922 0 43,922 37.41 43,922 1.01 87 1305 0.04 37 43,959 0 43,959 37.41 43,959 1.01 88 1320 0.03 24 43,963 0 43,983 37.41 43,983 1.01 89 1335 0.04 371 44,019 0 44,019 37.41 44,019 1.01 90 1350 0.03 24 44,044 0 44,044 37.42 44,044 1.01 91 1365 0.03 24 44,068 0 44,068 37.42 44,068 1.01 92 1380 0.03 24 44,093 0 44,093 37.42 44,093 1.01 93 1395 0.03 24 44,117 0 44,117 37.42 44,117 1.01 94 1410 0.03 24 44,141 01 44,141 37.42 44,141 1.01 95 1425 0.03 24 44,1661 01 44,166 37.42 44,166 1.01 96 1 1440 1 0.031 24 1 44,190 1 01 44,190 37.42 1 44,190 1 1.01 Basin Depth Analysis Page 16 of 16 STREET CAPACITY CALCULATIONS 1 � I � I � I I � I � I � I � I � I 1 � I 1 1 1 � 1. , � I � I � I � I STREET CAPACITY CALCULATIONS: A 100 year street capacity calculation and diagram is provided on the following sheets representing both the pedestrian esplanade to the west of the Hotel/Conference Center expansion and the north -south vehicular Drive. For the purposes of the capacity calculations, each case is assumed to have a regular cross section with a longitudinal slope of 0.005. Manning's equation for flow in a channel with an irregular cross section is used on the following calculation sheets to show that the cross section has the capacity to convey 17.41 cfs when the depth of flow is at curb height. The calculated data will be used to show that curb inlets proposed along the pedestrian esplanade and vehicular drive will operate with the,flow depth below curb height during a 100 year event. 0 C I I , 4 r'N Start Station Endin* g Stat6n J 'R cughness Coeffi cien t (0+00, 0.50) (0+24, 0.50) 0.015 kesult Discharge 17.41 ft3/s Elevation Range 0.00 to 0.50 ft Flow Area 6.26 ft' Wetted Perimeter 25.02 ft Top Width 24.00 ft Normal Depth 0.50 ft Critical Depth 0.49 ft Critical Slope 0.00547 ft/ft Velocity 2.78 fUs Velocity Head 0.12 ft Specific Energy 0.62 ft Froude Number 0.96 Flow Type Subcritical GVF InpUt Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 Street Capacity Cross Section Er�6-ject De _�sr—ipLi;�nr Friction Method Manning Formula Solve For Discharge 1 117 Channel Slope 0.00500 ft/ft Normal Depth Section Definitions 0.50 ft '^ z '` , >#' .2 . on ~Elevation (ft)' 0+00 0.50 0+00 0.00 0+02 0.17 0+12 0.37 0+22 0.17 0+24 0+24 0.00 0.50 Roughness Segment Definitions 4 r'N Start Station Endin* g Stat6n J 'R cughness Coeffi cien t (0+00, 0.50) (0+24, 0.50) 0.015 kesult Discharge 17.41 ft3/s Elevation Range 0.00 to 0.50 ft Flow Area 6.26 ft' Wetted Perimeter 25.02 ft Top Width 24.00 ft Normal Depth 0.50 ft Critical Depth 0.49 ft Critical Slope 0.00547 ft/ft Velocity 2.78 fUs Velocity Head 0.12 ft Specific Energy 0.62 ft Froude Number 0.96 Flow Type Subcritical GVF InpUt Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 J Street Capacity Section �oj �c —t- Friction Method Manning Formula Solve For Discharge InputQataK —,-" Channel Slope 0.00500 ft/ft Normal Depth 0.50 ft Discharge 17.41 ft3/S - tion s Section Imaq*,6;,,. 0.70 0.60 0.50 0.40 5, 0.30 0.20 0.10 0.00 -0.10 -0.20 . ......... ...................... - ........... ...... ...................... . .... ...................... ........ ..................... 1-1-1 .......... . . ............ ...... . . .. ........... .......... .......... .......... ........... .. .......... . ... ........... ...................... . ........... ............. 1 . .......... .......... ............ .... . ........ ................ ... ........... . ...... .............. ................. ........... '0-1 0-26 7 Station 13 STREET CAPACITY TABLE STREET MAXIMUM FLOW CURB TO CURB CAPACITY PEDESTRIAN 16.6 CFS 17.41 CFS ESPLANADE VEHICULAR DRIVE 13.0 CFS 17.41 CFS i INLET SIZING CALCULATIONS CURB OPENING INLET ON GRADE According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet on a grade operates effectively where flow ' depth at the curb is sufficient for the inlet to perform efficiently. The street capacity calculations provided in the previous section show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of r 17.4 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. ' The Catch Basin Sizing — On Grade calculation sheets that follow provide an equation for the length of curb opening (L,) inlet required for total interception of gutter flow on a pavement section with a straight cross slope. The efficiency of curb - opening inlet on grade shorter than the length required for total g q interception is expressed by the following equation: ' The parameters used on the following sheets are defined here: Q = Flowrate (cfs) d S = longitudinal slope Sx = Cross Slope n = Manning's Roughness Coefficient ' a = Curb Inlet Opening Height W = Gutter Width � I � I � I � I � I Qc= 0.62 cfs (ADD TO'Q' CONTRIBUTING TO CATCH BASINS 3 AND 4, EAC ' CATCH BASIN SIZING - ON GRADE JOB NAME LA Quinta Resort - Hotel Conference Center - SDP ' TKC JOB * 2017110600 CATCH BASIN CB -1 and CB -2 Given: Q = 8.30 cfs S = 0.0050 ft/ft Sx = 0.0200 ft/ft n = 0.015 ' a = 10 in W= 4.00 ft Note: 'a' depth includes normal gutter depth ' Equations Used: Q ' (1)L = r 0.7 d ►.s ' (2)d = TS + a X 12 Y8 Q (3)T = 0.56 S X S '/a X n Determine the total length of the catch basin required to intercept 100% of the flow: Eqn 3: T = 17.72 ft ' Eqn 2: d= 1.19 ft Eqn 1: Lt= 9.16 ft Length of Catch Basin ' L= 7 ft ' Determine flow intercepted. Eqn 8: E= 92.57% Eqn 9: Qi= 7.68 cfs . Determine carryover flow: Qc= 0.62 cfs (ADD TO'Q' CONTRIBUTING TO CATCH BASINS 3 AND 4, EAC CURB OPENING INLET IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet in a sag condition operates as a weir to depths of flow equal to the curb opening height. The street capacity calculations provided previously show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.4 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Drainage of Highway Pavements manual shows that the equation for the interception capacity of a depressed curb - opening inlet acting as a weir is: Q =C(L + 1.8W)d1-5 Where: C= constant =2.3 L--length of curb opening (ft) W= lateral of the depression (ft) d =depth of the curb measured from the normal cross slope (ft) For a curb opening inlet in a sag condition with an opening width of 4 feet, the captured flowrate can be calculated as follows: L=4 ft W =4 ft d =0.5 ft Q =2.3(4 + (1.8)(4))(0.5)1.5 = 9.11 cfs GRATE 'INLETS IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), grate inlets in a sag condition operate as weirs under low head conditions and as orifices at greater depths. Assuming a maximum allowable depth over the grate inlet of 8 ", the capacity of a grate inlet operating as a weir is: Q =C WPdl s Where P = perimeter of the grate (ft.) disregarding bars and CH, = 3.0. For a proposed 2'X3' grate inlet, the capacity can be calculated as: Q = 3.0(2 +3 +2 +3)(0.67) "' = 16.45 cfs According to City of La Quinta Bulletin #06 -16, area drains should have a factor of safety of 2 in order to assume 50% clogging of the grate. Therefore, the capacity of a 2'X3' grate inlet in a sag condition is: Q = 16.45/2 cfs = 8.22 cfs AREA DRAINS City of La Quinta Bulletin #06 -16, Section 5 states that the capacity of area drains used to collect runoff from relatively small basins (approximately 2 acres) may be estimated at 5 cfs per acre. Subareas 5, 8 and 9 will rely on the use of multiple area drains to collect runoff. The estimated capacity to collect runoff within each of these subareas can be calculated as follows: Subarea 5 Area = 2.24 ac. Area Drain Capacity = (5 cfs /acre) X 2.24 ac. = 11.2 cfs Q100 = 11.2 cfs Subarea 8 Area = 0.54 ac. Area Drain Capacity = (5 cfs /acre) X 0.54 ac. = 2.7.cfs Q100 = 3.34 cfs Subarea 9 Area = 1.02 ac. Area Drain Capacity = (5 cfs /acre) X 1.02 ac. = 5.10 cfs Q100 = 5.22 cfs Based on these estimated area drain calculations, subareas 8 and 9 fall just short of providing the capacity required during the 100 year event. It is recommended that the final grading and drainage design provide measures to provide additional inlet capacity or a means to overflow to an adjacent subarea in the event that drainage capacity is exceeded. u INLET SIZING: INLET SIZING — 100 YEAR STORM FVFNT INLET INLET TYPE INLET SIZE 100 YEAR INLET FLOW CAPACITY CB -1 CURB OPENING 7' 8.3 cfs 7.68 cfs ON GRADE CB -2 CURB OPENING 7' 8.3 cfs 7.68 cfs ON GRADE CB -3 CURB OPENING 4' 3.8cfs + 0.62cfs= 9.11 cfs IN A SAG 4.42 cfs CB -4 CURB OPENING 4' 3.8cfs + 0.62cfs= 9.11 cfs IN A SAG 4.42 cfs CB -5 CURB OPENING 4' 1.91 cfs 9.11 cfs IN ASAG CB -6 CURB OPENING 4' 1.91 cfs 9.11 cfs IN ASAG CB -7 CURB OPENING 4' 4.59cfs +1.91cfs= 9.11 cfs IN A SAG 6.50cfs CB -8 CURB OPENING 4' 4.59cfs +1.91cfs= 9.11 cfs IN A SAG 6.50cfs I -1 GRATE INLET IN .2'X 3' 75.21 cfs 8.22 cfs A SAG � I � I ' 72 HOUR PERCOLATION CALCULATIONS � 1, � I � I � I � I � I � I � I Ul � I � I � I 11 1 72 HOUR PERCOLATION CALCULATIONS: City of La Quinta Bulletin #06 -16, Section 6 requires that a retention basin should be capable of percolating the entire 100 year storm retention capacity in less than 72 hours. Maxwell Plus drywell injection rates are assumed to be 0.1 cfs per drywell for the 72 hour retention basin percolation calculation. Calculations to determine the number of drywell systems needed to dissipate the stored runoff from a 100 year storm event, within a 72 hour period are included in this section. Runoff volume (100 year event) = 131,178 ft' Drywell percolation volume (72 hours) = 0.10cfs (3600 s /hr)(72 hours) = 25,920 ft3 Based on these calculations and injection rate assumptions, five separate drywell. systems Y Y providing percolation at a rate of 0.10 cfs are required to percolate the entire 100 year event ' storage in a 72 hour period. Supplemental percolation tests performed at the retention basin location by the Geotechnical Engineer are recommended. The final grading and drainage design will provide the location of each drywell system that is to be installed to insure that a ` ' minimum of 200 feet separation between drywells is maintained, per City of La Quinta requirements. According to soil sample boring data included in the Geotechnical Investigation Report prepared for this project, silt layers are present at depths of 10 feet below the existing ground surface. Therefore 0 in /hr percolation must be assumed when using retention basin sizing calculations. 1♦ !� ! M m P4m of 4m M Precipitation Frequency Data Server ' POINT PRECIPITATION FREQUENCY ESTIMATES. URI FROM NOAA ATLAS 14. California 33.69005 N 116.31487 W 183 feet from "Precipitation - Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 4 G.M. Bonnin, D. Martin. B. Lin, T. Parzybok, M.YekM and D. Riley NOAH, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Thu Mar 5 2009 Confidence Limits These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) E-7.r5 10 15 30 60 120 3 6 12 48 4y 7y [day 10 20 Eday 45 da a��a min hr hr hr hr hr day da day day y 0.13 0.20 0.25 0.34 0.41 0.56 0.64 0.85 1.04 0.18 0.28 0.35 0.47 0.58 0.77 0.86 1.14 1.41 0.29 0.44 0.55 0.73 0.91 1.17 1.30 1.69 2.08 2.27 2.29 2.39 2.60 2.78 3.17 3.55 3.99 X4.25 10 0.38 0.58 0.72 0.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 0.81 1.00 1.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5.16 5.74 6.39 6.84 1.10 1.10 1.52 1.18 1.60 1.29 1.75 1.37 1.54 2.11 12.36 1.72 1.93 1.50 1.86J 2.66 12.82 1 http: // hdsc. nws. noaa .gov /cgi- binlhdsclbuildout.perl ?type =pf& units =us& series =pd &statename= SOUTHERN +CALIFORNIA &st... 3/5/2009 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Grou Cover (2)1 A I B I C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 133 158 172 179 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) I/, l�������V, & I■■■■■■■VA, ■l i■■■■■■r.■ ►1/I ■ ■ ■ ■ ■ ■■ �■■■■l1■■ 1 ■ ■ ■ ■ ■■ ,■■■■■■■I 1 'I■ l■■■■■■ONi■■■■■■■,I ■■ l■■ ■■■■■r,■■■■■■■■i Iri■■ I■■■■■■■'A■■■■■■■■119 ■■■ I■■■■■■►,■■■■■■■■■1 IrA■■■ t■■■■■■ !■■■■■■■■ ■I /■■■■ ■■■■■r.■■■■■� ■■■■ d■■■■ I■■■■■A■■■■ ■■■FA■■■N ■■■■■►,■■■■■■■■■■ ►ii I■■■N ■■■■WA■■■■■■■■■V■i 1■■■I ■■■■..S■■■■■■■■■►ld■i i■■■i I■■■•A■■■ ■■■ ■■■r.■■■I ■■■r.■■■■■■■■■rA■■■i ■■WA■■■■■■■■■r,■■■■I ■■F,■■■■■■■■■■'A■■■■i ■■IA■■■■■■R■■►,■■■■■i ■■■■■■■■■■■rA■■■■■I ■ri■■■■■■■■■rI■■■■■■i r I Y A I &W. ' '�-- ... Viv t U11) h 11 it AMEM I Igo Op �r= nil 17 1 ---41 ' P'll r.4 4 Z7.0 1 t iA 1, X, Alf Egon I doi orj, z m 0 to-: c ?l4 r r r : `- �Y_ = Z Iz "?�(M17Jl t °y l`r:!: ' - - m 9H ro I;,' aw 4 ll� W." C, V - I W- 1 1, 1.56 cc. L= 42 ' F rz ZZ4,00 rolio ;i- 1!s®DI- ®® -�ai:11 :;011 AC, 0:: - "�101DY11I 0 := :f 4:1, 10 W :iIIY,JI11 ID !a P. 0 LA QUINTA RESORT SITE DEVELOPMENT PERMIT ( HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: The Altum Group PREPARED FOR: PYRAMID PROJECT MANAGEMENT October 8, 2009 J �/1 n �l� � LF- •�- '�- -�.TI' �la`j N�-(� -7-b L ' r 9 LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: r The Altum Group received OCT 15 2009 City of La 6luinta Planning Department PREPARED FOR: PYRAMID PROJECT MANAGEMENT October 8, 2009 • • • • LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: The Altum Group 73 -255 EL PASEO DRIVE, SUITE 15 PALM DESERT, CA 92260 the Supervision of: James R. Ba R.C.E. 5839 a Expiration Date: December 31, 2010 oQROf ESS /p�,9 6 �S RON W No. 58394 y rn F �R� �,n. ,� ,,.r• »�- ��r� i �% ����- �� '1. .�: .�lJ .`�`` N-cY1 • LA QUINTA RESORT SITE DEVELOPMENT PERNVHT NO. 08-909 HOTEL /CONFERENCE CENTER EXPANSION HYDROLOGY REPORT TABLE OF CONTENTS: I PURPOSE AND SCOPE II DESIGN CRITERIA III SUMMARY OF FLOWRATES III RATIONAL METHOD CALCULATIONS - 100'YEAR AND 10 YEAR IV PIPE CAPACITY CALCULATIONS V RETENTION BASIN CALCULATIONS • VI STREET CAPACITY CALCULATIONS VII INLET SIZING CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS IX APPENDIX "A" - REFERENCE MATERIAL AND HYDROLOGY MAP • 0 PURPOSE AND SCOPE The purpose of this report is to provide a preliminary hydrologic study of the La Quinta Resort, Hotel /Conference Center Expansion in support of Site Development Permit Application 08 -909. The proposed Hotel Conference Center expansion lies within Specific Plan Amendment No. 6, Planning Area 1. The La Quinta Resort Hotel /Conference Center is currently developed. Site Development Permit No. 08 -909 proposes expansion of the existing Hotel /Conference Center and various other improvements over a 10.4 acre development area, including construction of an underground garage and the addition of an underground storm drain system capable of retaining the total runoff from the 100 year storm event on -site. The report summarizes the hydraulic and hydrology requirements for the site and addresses the design methodology on which the drainage concept for the site is based. METHODOLOGY The total area covered under Permit No. 08 -909 includes 10.4 acres of improvements. However, storm runoff tributary to the site development permit area is generated over a 14.1 acre tributary area (see Hydrology Map, included). The existing drainage facilities serving the Hotel /Conference Center include an extensive system of inlets and area drains that lead to a common 24" mainline storm drain system that is designed to convey runoff toward the • easterly boundary of the La Quinta Resort and Spa. Runoff collected in the storm drain system is then directed to a wet well located near the intersection of the Entry Road and Eisenhower Drive, where it is pumped out of the wet well into a force main pipe located underneath Eisenhower Drive. The force main terminates in an existing lake, adjacent to the existing off -site Golf Course Channel. The Hydraulic and Hydrologic Report prepared previously by The Altum Group during the Specific Plan/Environmental Impact Report process for Planning Area 1 shows that even under optimum conditions, the maximum capacity of the existing 24" pipe is less than 19 CFS. Also, the existing pump system used to transfer flows from the 24" storm drain pipe into the existing force main system consists of two individual pumps, each capable of pumping 450 GPM (1.0 CFS) at peak performance. Since the existing storm drain system does not appear to have the capacity to convey the total runoff from the proposed Hotel /Conference Center development area during the 100 year storm event, an underground storm drain system capable of retaining runoff from the 100 year event on site is proposed. PROPOSED DRAINAGE SYSTEM The underground storm drain system proposed for the Hotel /Conference Center expansion includes a series of inlet and storm drain pipes capable of collecting and conveying runoff from the 100 year storm event to an underground retention system. The underground retention system includes the use of Maxwell Plus drywell systems used to dissipate stored . runoff within a 72 hour period in accordance with City of La Quinta standards. The existing Hotel /Conference Center is located directly over an underground parking facility. The proposed development includes expansion of the existing underground parking garage. The limits of the proposed underground parking facility are represented on the Hydrology Map included in the appendix of this report. The proposed retention basin has been located so that it is not in conflict with the proposed garage expansion. The portion of the proposed expansion west of the Vehicular Drive will be equipped with a series of roof drains that will be piped through the garage structure, directly into the proposed retention basin. Runoff totals for storm water collected in the roof drain system have been included in the retention basin calculations found in this report. The roof drain pipe network for the area west of the Vehicular Drive will be included in the design of the parking garage structure, and is not represented graphically on the included Hydrology Map. The portion of the proposed expansion east of the Vehicular Drive is also equipped with a series of roof drains that are designed to direct runoff into the proposed backbone storm drain system that runs along the easterly boundary of the development site. This backbone system has been sized to collect this portion of roof drain runoff and convey it toward the proposed underground retention basin. The proposed underground storm drain system serving the Hotel /Conference Center Expansion consists of two separate backbone pipe systems that collect runoff of from a series of smaller storm drain pipes and area drains. A preliminary pipe capacity analysis is provided • in this report for each separate backbone line with the intent of establishing pipe sizes and slopes that provide results consistent with current City of La Quinta standards. It should be noted that a third separate storm drain pipe network designed to serve Subarea 6 (see Hydrology Map, included) is proposed. This relatively small independent system will collect runoff tributary to Subarea 6 only, and convey it to an underground drywell. The intent of the proposed drywell is to provide a means of eliminating surface flow of nuisance water. Since the amount of runoff collected in this separate system during the 100 year storm event exceeds the injection rate allowed by the City of La Quinta for drywells, storm flows are expected to bypass the curb inlets and flow along the Vehicular Drive toward Subarea 7. The inlet sizing chart included in this report allows for the collection of the overflow runoff. OVERFLOW STRATEGY Both the post and pre - development conditions are such that no off -site flows are introduced into the drainage boundary depicted on the enclosed Hydrology Map. In the event that an emergency overflow condition is reached and the proposed storm drain system reaches capacity, overflow drainage will follow existing drainage patterns toward the east along the existing Entry Road and adjacent parking area. Emergency overflow drainage will ultimately be directed onto Eisenhower Drive via the existing outlet just north of the Entry Drive. The rainfall data and design criteria used in this report are consistent with current City of La • Quinta standards for hydrology and hydraulic design. Rainfall totals are based on NOAA National Weather Service data, and the Runoff Index values are based on RCFC &WCD values for various types of development. This report includes: 1) the determination of on -site drainage areas as identified on the hydrology map for the project; 2) determination of peak flow rates using the Rational Method (Riverside County) software by CivilCADD /CivilDesign; 3) determination of storm drain pipe sizes utilizing "Manning's Equation" to analyze individual pipes; 4) the determination of flood volumes for the retention basin utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short-cut Method) for the 100 year and 10 year storm events 5) the determination of inlet sizes calculated based on design criteria provided in the Federal Highway Administration "Design of Highway Pavements" manual 6) street flow capacity calculations and 7) a study intended to show the amount of time required to dissipate runoff stored after a 100 year storm event within a 72 hour period. • • DESIGN CRITERIA • • • DESIGN CRITERIA SITE DEVELOPMENT PERMIT 08 -909 HYDROLOGY REPORT The following Riverside County Flood Control District (RCFCWCD) parameters were used in the preparation of the analyses: • Antecedant Moisture Condition —100 year 2 RCFCWCD Sheet C -4 • Antecedant Moisture Condition — 10 year 2 RCFCWCD Sheet C -4 • 100 year— 1 Hour. Precipitation 2.11" NOAA Atlas 14 • 100 year — 3 Hour Precipitation 2.71" NOAA Atlas 14 • 100 year — 6 Hour Precipitation 3.28" NOAA Atlas 14 • 100 year — 24 Hour Precipitation 4.38" NOAA Atlas 14 • 10 year — 1 Hour Precipitation 0.95" NOAA Atlas 14 • 10 year — 3 Hour Precipitation 1.38" NOAA Atlas 14 • 10 year — 6 Hour Precipitation 1.77" NOAA Atlas 14 • 10 year — 24 Hour Precipitation 2.40" NOAA Atlas 14 2 year — 1 Hour Precipitation 0.45 NOAA Atlas 14 • Hydrologic Soil Type "C" • • • Slope Intensity Duration Curve Runoff Index (for pervious areas) 0.58 69 • Infiltration rate for pervious areas 38 • SUMMARY OF FLOWRATES 0 0 • SUMMARY OF FLOWRATES SUB -BASIN AREA (ac.) IMPERVIOUS AREA (ac.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 2.72 0.73 8.86 16.9 2 1.57 1.10 0.70 4.12 7.84 3 0.66 0.66 1.00 2.43 4.53 4 2.29 2.29 1.00 7.24 13.5 5 2.24 1.59 0.71 5.87 11.2 6 0.66 0.43 0.65 2.32 4.41 7 1.46 1.07 0.73 4.15 8.59 8 0.50 0.35 0.70 1.55 2.94 9 0.97 0.68 0.70 2.72 5.17 • • RATIONAL METHOD CALCULATIONS 10 YEAR EVENT 0 0 mw A B C D 1 RCFCD SYNTHETIC UNIT HYDROG"PH 2 DATA INPUT SHEET " 3 4 WORKSHEET PREPARED BY: IJAMES R. BAZUA, P.E. 5 6 PROJECT NAME LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT 7 TKC JOB # 1 2017110600 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION O 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 50% 27 28 LENGTH OF WATERCOURSE (L) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lc a) 360 30 31 ELEVATION OF HEADWATER 49 32 JELEVATION OF CONCENTRATION POINT 44 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY (YEAR) 10 37 38 POINT RAIN 39 3 -HOUR 1.38 40 6 -HOUR 1.77 41 24 -HOUR 2.4 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 35.5 26500 451 36.5 26500 46 37.5 26500 47 38.5 26500 48 39.5 26500 49 40.51 26500 50 421 26500 51 52 PERCOLATION RATE (in /hr) 0 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT BASIC DATA CALCULATION FORM TKC JOB # 2017110600 SHORTCUT METHOD BY -S R. BAZUA, P.E. DATE 10/812009 PHYSICAL DATA 3 -HOUR 6 -HOUR 24 -HOUR [11 CONCENTRATION POINT 1.04 1.10 1.16 1 53,016 1.22 121 AREA DESIGNATION 59,348 1.36 REQUIRED STORAGE (cu -ft) (acre -ft) 52,578 1.21 ON -SITE 58,858 1.35 [31 AREA - ACRES 17.50 15.13 3.19 14.100 37.48 4 L -FEET 37.72 1230 5 L -MILES 0.233 [61 La -FEET 360.00 La -MILES 0.068 [81 ELEVATION OF HEADWATER o 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 l 11 S -FEET /MILE 21.5 [121 S^0.5 4.63 13 L'LCA /S^0.5 0.003 [141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME .MINUTES 3.3 17 100% OF LAG- MINUTES 3.3 [181200% OF LAG- MINUTES 1 6.7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 24 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [1] SOURCE [21 FREQUENCY -YEARS 10 3 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [41 POINT RAIN INCHES Plate E -5.2 [51 AREA [61 [71' AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [101 [111 AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [13] AREA [141 [15] AVERAGE POINT RAIN INCHES 1.38 14.100 1.00 1.38 1.77 14.100 1.00 1.77 2.40 14.100 1.00 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 14.1 SUM [71 [16) AREA ADJ FACTOR .(171 ADJ AVG POINT RAIN 1.38 SUM [9] 14.10 SUM [111 1.77 SUM [13] 14.10 SUM [15] 2.40 1.000 1.000 1.000 1.38 1.771 2.40 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.04 1.10 1.16 FLOOD VOLUME (cu -ft) (acre -ft) 53,016 1.22 56,100 1.29 59,348 1.36 REQUIRED STORAGE (cu -ft) (acre -ft) 52,578 1.21 55,636 1.28 58,858 1.35 PEAK FLOW (cfs) 17.50 15.13 3.19 MAXIMUM WSEL ft 37.48 37.601 37.72 Plate E -2.1 Page 2of14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 10/8/2009 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF -1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF - 1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF -1/4 ACRE 69 0.38 50% 0.21 0.00 0.000. 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUM11 14.1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 1 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24-(T/60)) ^1.55 + 0.06 in /hr LOW LOSS RATE (80 -90 PERCENT) = 50% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • Plate E -2.2 Page 4 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR F CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 1.77 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 50% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.106 0.12 0.05 0.05 0.75 224.61 2 10 0.17 0.6 0.127 0.12 0.06 0.01 0.15 45.91 3 15 0.25 0.6 0.127 0.12 0.06 0.01 0.15 45.91 4 20 0.33 0.6 0.127 0.12 0.06 0.01 0.15 45.91 5 25 0.42 0.6 0.127 0.12 0.06 0.01 0.15 45.91 6 30 0.50 0.7 0.149 0.12 0.07 0.03 0.45 135.75 7 35 0.58 0.7 0.149 0.12 0.07 0.03 0.45 135.75 8 40 0.67 0.7 0.149 0.12 0.07 0.03 0.45 135.75 9 45 0.75 0.7 0.149 0.12 0.07 0.03 0.45 135.75 10 50 0.83 0.7 0.149 0.12 0.07 0.03 0.45 135.75 11 55 0.92 0.7 0.149 0.12 0.07 0.03 0.45 135.75 12 60 1.00 0.8 0.170 0.12 0.08 0.05 0.75 225.60 13 65 1.08 0.8 0.170 0.12 0.08 0.05 0.75 225.60 14 70 1.17 0.8 0.170 0.12 0.08 0.05 0.75 225.60 15 75 1.25 0.8 0.170 0.12 0.08 0.05 0.75 225.60 16 80 1.33 0.8 0.170 0.12 0.08 0.05 0.75 225.60 17 85 1.42 0.8 0.170 0.12 0.08 0.05 0.75 225.60 18 90 1.50 0.8 0.170 0.12 0.08 0.05 0.75 225.60 19 95 1.58 0.8 0.170 0.12 0.08 0.05 0.75 225.60 20 100 1.67 0.8 0.170 0.12 0.08 0.05 0.75 225.60 21 105 1.75 0.8 0.170 0.12 0.08 0.05 0.75 225.60 22 110 1.83 0.8 0.170 0.12 0.08 0.05 0.75 225.60 23 115 1.92 0.8 0.170 0.12 0.08 0.05 0.75 225.60 24 120 2.00 0.9 0.191 0.12 0.10 0.07 1.05 315.44 25 125 2.08 0.8 0.170 0.12 0.08 0.05 0.75 225.60 26 130 2.17 0.9 0.191 0.12 0.10 0.07 1.05 315.44 27 135 2.25 0.9 0.191 0.12 0.10 0.07 1.05 315.44 28 140 2.33 0.9 0.191 0.12 0.10 0.07 1.05 315.44 29 145 2.42 0.9 0.191 0.12 0.10 0.07 1.05 315.44 30 150 2.50 0.9 0.191 0.12 0.10 0.07 1.05 315.44 31 155 2.58 0.9 0.191 0.12 0.10 0.07 1.05 315.44 32 160 2.67 0.9 0.191 0.12 0.10 0.07 1.05 315.44 33 165 2.75 1.0 0.212 0.12 0.11 0.10 1.35 405.29 34 170 2.83 1.0 0.212 0.12 0.11 0.10 1.35 405.29 35 175 2.92 1.0 0.212 0.12 0.11 0.10 1.35 405.29 36 180 3.00 1.0 0.212 0.12 0.11 0.10 1.35 405.29 37 185 3.08 1.0 0.212 0.12 0.11 0.10 1.35 405.29 38 190 3.17 1.1 0.234 0.12 0.12 0.12 1.65 495.13 39 195 3.25 1.1 0.234 0.12 0.12 0.12 1.65 495.13 40 200 3.33 1.1 0.234 0.12 0.12 0.12 1.65 495.13 41 205 3.42 1.2 0.255 0.12 0.13 0.14 1.95 584.98 42 210 3.50 1.3 0.276 0.12 0.14 0.16 2.25 674.82 43 215 3.58 1.4 0.297 0.12 0.15 0.18 2.55 764.67 44 220 3.67 1.4 0.297 0.12 0.15 0.18 2.55 764.67 45 225 3.75 1.5 0.319 0.12 0.16 0.20 2.85 854.51 46 230 3.83 1.5 0.319 0.12 0.16 0.20 2.85 854.51 47 235 3.92 1.6 0.340 0.12 0.17 0.22 3.15 944.36 48 240 4.00 1.6 0.340 0.12 0.17 0.22 3.15 944.36 49 245 4.08 1.7 0.361 0.12 0.18 0.24 3.45 1034.20 50 250 4.17 1.8 0.382 0.12 0.19 0.27 3.75 1124.05 51 255 4.25 1.9 0.404 0.12 0.20 0.29 4.05 1213.89 52 260 4.33 2.0 0.425 0.12 0.21 0.31 4.35 1303.74 53 265 4.42 2.1 0.446 0.12 0.22 0.33 4.65 1393.59 54 ?Z0 4.50 2.1 0.446 0.12 0.22 0.33 4.65 1393.59 55 275 4.58 2.2 0.467 0.12 0.23 0.35 4.94 1483.43 56 280 4.67 2.3 0.489 0.12 0.24 0.37 5.24 1573.28 Plate E -2.2 Page 5 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.77 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 50% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.510 0.12 0.25 0.39 5.54 1663.12 58 290 4.83 2.4 0.510 0.12 0.25 0.39 5.54 1663.12 59 295 4.92 2.5 0.531 0.12 0.27 0.41 5.84 1752.97 60 300 5.00 2.6 0.552 0.12 0.28 0.44 6.14 1842.81 61 305 5.08 3.1 0.658 0.12 0.33 0.54 7.64 2292.04 62 310 5.17 3.6 0.765 0.12 0.38 0.65 9.14 2741.26 63 315 5.25 3.9 0.828 0.12 0.41 0.71 10.04 3010.80 64 320 5.33 4.2 0.892 0.12 0.45 0.78 10.93 3280.33 65 325 5.42 4.7 0.998 0.12 0.50 0.88 12.43 3729.56 66 330 5.50 5.6 1.189 0.12 0.59 1.07 15.13 4538.17 67 335 5.58 1.9 0.404 0.12 0.20 0.29 4.05 1213.89 68 340 5.67 0.9 0.191 0.12 0.10 0.07 1.05 315.44 69 345 5.75 0.6 0.127 0.12 0.06 0.01 0.15 45.91 70 350 5.83 0.5 0.106 0.12 0.05 0.05 0.75 224.61 71 355 5.92 0.3 0.064 0.12 0.03 0.03 0.45 134.77 72 360 6.00 0.2 0.042 0.12 0.02 0.02 0.30 89.85 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.10 FLOOD VOLUME (acft) 1.29 FLOOD VOLUME (cuft) 56100.06 REQUIRED STORAGE (acft) 1.28 REQUIRED STORAGE (cuft) 55636.21 PEAK FLOW RATE (cfs) 15.13 Plate E -2.2 Page 6 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: to QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 2.40 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.50 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 1 0.019 0.206 0.010 0.010 1 0.14 121.82 2 30 0.50 0.3 0.029 0.203 0.014 0.014 0.20 182.74 3 45 0.75 0.3 0.029 0.201 0.014 0.014 0.20 182.74 4 60 1.00 0.4 0.038 0.199 0.019 0.019 0.27 243.65 5 75 1.25 0.3 0.029 0.196 0.014 0.014 0.20 182.74 6 90 .1.50 0.3 0.029 0.194 0.014 0.014 0.20 182.74 7 105 1.75 0.3 0.029 0.192 0.014 0.014 0.20 182.74 8 120 2.00 0.4 0.038 0.189 0.019 0.019 0.27 243.65 9 135 2.25 1 0.4 0.038 0.187 0.019 0.019 1 0.27 243.65 10 150 2.50 0.4 0.038 0.185 0.019 0.019 0.27 243.65 11 165 2.75 0.5 0.048 0.183 0.024 0.024 0.34 304.56 12 180 3.00 0.5 0.048 0.180 0.024 0.024 0.34 304.56 13 195 3.25 0.5 0.048 0.178 0.024 0.024 0.34 304.56 14 210 3.50 0.5 0.048 0.176 0.024 0.024 0.34 304.56 15 225 3.75 0.5 0.048 0.174 0.024 0.024 0.34 304.56 16 240 4.00 0.6 1 0.058 0.172 0.029 0.029 0.41 365.47 17 255 4.25 0.6 0.058 0.169 0.029 0.029 1 0.41 365.47 18 1 270 4.50 0.7 0.067 0.167 0.034 0.034 1 0.47 426.38 19 285 4.75 0.7 0.067 0.165 0.034 0.034 0.47 426.38 20 300 5.00 0.8 0.077 0.163 0.038 0.038 0.54 487.30 21 315 5.25 0.6 0.058 0.161 0.029 0.029 0.41 365.47 22 330 5.50 0.7 0.067 0.159 0.034 0.034 0.47 426.38 23 345 5.75 0.8 0.077 0.157 0.038 0.038 0.54 487.30 24 360 6.00 0.8 0.077 0.155 0.038 0.038 0.54 487.30 25 375 6.25 0.9 0.086 0.153 0.043 0.043 0.61 548.21 26 390 6.50 0.9 0.086 0.150 0.043 0.043 1 0.61 548.21 27 405 6.75 1.0 0.096 0.148 0.048 0.048 0.68 609.12 28 420 7.00 1.0 0.096 0.146 0.048 0.048 0.68 609.12 29 435 7.25 1.0 0.096 0.144 0.048 0.048 0.68 609.12 30 450 7.50 1.1 0.106 0.143 0.053 0.053 0.74 670.03 31 465 7.75 1.2 1 0.115 0.141 0.058 0.058 0.81 730.94 32 480 8.00 1.3 0.125 0.139 0.062 0.062 0.88 791.86 33 495 8.25 1.5 0.144 0.137 0.072 0.007 0.10 92.68 34 510 8.50 1.5 0.144 0.135 0.072 0.009 0.13 116.86 35 525 8.75 1.6 0.154 0.133 0.077 0.021 0.29 262.65 36 540 9.00 1.7 0.163 0.131 0.082 0.032 0.45 408.23 37 555 9.25 1.9 0.182 0.129 0.091 0.053 0.75 675.42 38 570 9.50 2.0 0.192 0.127 0.096 0.065 0.91 820.57 39 585 9.75 2.1 1 0.202 0.126 0.101 0.076 1.07 965.50 40 600 10.00 2.2 0.211 0.124 0.106 0.087 1.23 1 1110.20 41 615 10.25 1.5 0.144 0.122 0.072 0.022 0.31 280.10 42 630 10.50 1.5 0.144 0.120 0.072 0.024 0.34 302.54 43 645 10.75 2.0 0.192 0.118 0.096 0.074 1.04 933.88 44 660 11.00 2.0 0.192 0.117 0.096 0.075 1.06 955.86 45 675 11.25 1.9 0.182 0.115 0.091 0.067 0.95 855.80 46 690 11.50 1.9 0.182 0.113 0.091 0.069 0.97 877.32 47 705 11.75 1.7 1 0.163 0.112 0.082 0.052 0.73 654.97 48 720 12.00 1.8 0.173 0.110 0.086 0.063 1 0.89 797.85 49 735 12.25 2.5 0.240 0.108 0.120 0.132 1.86 1671.44 50 750 12.50 2.6 0.250 0.107 0.125 0.143 2.02 1813.85 51 765 12.75 2.8 0.269 0.105 0.134 0.164 2.31 2077.84 52 780 13.00 2.9 0.278 0.103 0.139 0.175 2.47 2219.76 53 795 13.25 3.4 0.326 0.102 0.163 0.224 3.17 2848.72 54 810 13.50 1 3.4 0.326 0.100 0.163 0.226 3.19 2868.32 55 825 13.75 1 2.3 0.221 0.099 0.110 0.122 1.72 1547.61 56 840 14.00 2.3 0.221 0.097 0.110 0.123 1 1.74 1566.70 57 855 14.25 2.7 0.259 0.096 0.130 0.163 2.30 2072.83 58 870 14.50 2.6 0.250 0.094 0.125 0.155 2.19 1969.58 59 885 14.75 2.6 0.250 0.093 0.125 0.157 2.21 1987.89 60 900 15.00 2.5 0.240 0.092 0.120 0.148 2.09 1884.11 61 915 15.25 2.4 0.230 0.090 0.115 0.140 1.98 1780.06 62 930 1 15.50 2.3 1 0.221 0.089 0.110 0.132 1.86 1675.74 63 945 15.75 1.9 0.182 0.087 0.091 0.095 1.34 1205.66 64 960 16.00 1.9 0.182 0.086 0.091 0.096 1.36 1222.61 65 975 16.25 0.4 0.038 0.085 0.019 0.019 0.27 243.65 VENT Plate E -2.2 Page 7 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN - INCHES 2.40 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.50 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.038 0.083 0.019 0.019 0.27 243.65 67 1005 16.75 0.3 0.029 0.082 0.014 0.014 0.20 182.74 68 1020 17.00 0.3 0.029 0.081 0.014 0.014 0.20 182.74 69 1035 17.25 0.5 0.048 0.080 0.024 0.024 1 0.34 304.56 70 1050 17.50 0.5 0.048 0.079 0.024 0.024 0.34 304.56 71 1065 17.75 0.5 0.048 0.077 0.024 0.024 0.34 304.56 72 1080 18.00 0.4 0.038 0.076 0.019 0.019 0.27 243.65 73 1095 18.25 0.4 0.038 0.075 0.019 0.019 0.27 243.65 74 1110 18.50 0.4 0.038 0.074 0.019 0.019 0.27 243.65 75 1125 18.75 0.3 0.029 0.073 0.014 0.014 0.20 182.74 76 1140 19.00 0.2 0.019 0.072 0.010 1 0.010 0.14 121.82 77 1155 19.25 0.3 0.029 0.071 0.014 1 0.014 0.20 182.74 78 1170 19.50 0.4 0.038 0.070 0.019 0.019 0.27 243.65 79 1185 19.75 0.3 0.029 0.069 0.014 0.014 0.20 182.74 80 1200 20.00 0.2 0.019 0.068 0.010 0.010 0.14 121.82 81 1215 20.25 0.3 0.029 0.067 0.014 0.014 0.20 182.74 82 1230 20.50 0.3 0.029 0.066 0.014 0.014 0.20 182.74 83 1245 20.75 0.3 0.029 0.065 0.014 0.014 1 0.20 182.74 84 1260 21.00 0.2 0.019 0.065 0.010 0.010 0.14 121.82 85 1275 21.25 0.3 0.029 0.064 0.014 0.014 0.20 182.74 86 1290 21.50 0.2 0.019 0.063 0.010 0.010 0.14 121.82 87 1305 21.75 0.3 0.029 0.062 0.014 0.014 0.20 182.74 88 1320 22.00 .0.2 0.019 0.062 0.010 0.010 0.14 121.82 89 1335 22.25 0.3 1 0.029 0.061 0.014 0.014 0.20 182.74 90 1350 22.50 0.2 0.019 0.061 1 0.010 0.010 0.14 121.82 91 1365 22.75 0.2 0.019 0.060 0.010 0.010 0.14 121.82 92 1380 23.00 0.2 0.019 0.060 0.010 0.010 0.14 121.82 93 1395 23.25 0.2 0.019 0.059 0.010 0.010 0.14 121.82 94 1410 23.50 0.2 0.019 0.059 0.010 0.010 0.14 121.82 95 1425 23.75 0.2 0.019 0.059 0.010 0.010 0.14 121.82 96 1 1440 24.00 0.2 0.019 0.058 0.010 0.010 0.14 121.82 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.16 FLOOD VOLUME (acft) 1.36 FLOOD VOLUME (tuft) 59348.35 REQUIRED STORAGE (acft) 1.35 REQUIRED STORAGE (tuft) 58857.64 PEAK FLOW cfs 3.19 :VENT Plate E -2.2 Page 8 of 14 • • • PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (so (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 26500 0 0 0.00 36.5 1 1 0 26500 26500 26500 0.61 37.5 1 2 0 26500 26500 53000 1.22 38.5 1 3 0 26500 26500 79500 1.83 39.5 1 4 0 26500 26500 106000 2.43 40.5 1 1 5 0 1 26500 26500 132500 3.04 42 1 1.5 1 6.5 1 0 1 26500 39750 172250 3.95 PERCOLATION CALCULATIONS PERCOLATION RATE 1 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs Basin Characteristics Page 9 of 14 0, • TKC JOB # 2017110600 10 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.39 417 417 0 417 35.52 417 0.01 2 10 1.39 417 835 0 835 35.53 835 0.02 3 15 0.92 277 1,112 0 1,112 35.54 1,112 0.03 4 20 1.86 558 1,670 01 1,670 35.56 1,670 0.04 5 25 1.86 558 2,227 0 2,227 35.58 2,227 0.05 6 30 2.56 768 2,995 0 2,995 35.61 2,995 0.07 7 35 1.86 558 3,553 0 3,553 35.63 3,553 0.08 8 40 2.56 768 4,320 0 4,320 35.66 4,320 0.10 9 45 2.56 768 5,088 0 5,088 35.69 5,088 0.12 10 50 1.86 558 5,646 0 5,646 35.71 5,646 0.13 11 55 2.09 628 6,273 0 6,273 35.74 6,273 0.14 12 60 2.56 768 7,041 0 7,041 35.77 7,041 0.16 13 65 3.49 1,048 8,089 0 8,089 35.81 8,089 0.19 14 70 3.49 1,048 9,137 0 9,137 35.84 9,137 0.21 15 75 3.49 1,048 10,185 0 10,185 35.88 10,185 0.23 16 80 3.03 908 11,093 0 11,093 35.92 11,093 0.25 17 85 4.43 1,328 12,421 0 12,421 35.97 12,421 0.29 18 90 4.66 1,398 13,819 0 13,819 36.02 13,819 0.32 19 95 3.96 1,188 15,007 0 15,007 36.07 15,007 0.34 20 100 4.66 1,398 16,405 0 16,405 36.12 16,405 0.38 21 105 6.06 1,818 18,223 0 18,223 36.19 18,223 0.42 22 110 5.59 1,678 19,902 0 19,902 36.25 19,902 0.46 23 115 5.13 1,538 21,440 0 21,440 36.31 21,440 0.49 24 120 5.36 1,608 23,048 0 23,048 36.37 23,048 0.53 25 125 5.59 1,678 24,727 0 24,727 36.43 24,727 0.57 26 130 8.16 2,449 27,176 0 27,176 36.53 27,176 0.62 27 135 10.03 3,009 30,185 0 30,185 36.64 30,185 0.69 28 140 6.53 1,959 32,143 0 32,143 36.71 32,143 0.74 29 145 14.23 4,270 36,414 01 36,414 36.87 36,414 0.84 30 150 15.40 4,620 41,034 01 41,034 37.05 41,034 0.94 31 155 17.50 5,251 46,285 0 46,285 37.25 46,285 1.06 32 160 12.13 3,640 49,925 0 49,925 37.38 49,925 1.15 33 165 3.03 908 50,832 0 50,832 37.42 50,832 1.17 34 170 2.56 768 51,600 0 51,600 37.45 51,600 1.18 35 175 2.56 768 52,368 0 52,368 37.48 52,368 1.20 36 180 0.70 210 52,578 0 52,578 37.48 52,578 1.21 Basin Depth Analysis Page 10 of 14 • TKC JOB # 2017110600 10 YEAR - 6 HOUR STORM EVENT 0 • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.75 225 225 0 225 35.51 225 0.01 2 10 0.15 46 271 0 271 35.51 271 0.01 3 15 0.15 46 316 0 316 35.51 316 0.01 4 20 0.15 46 362 0 362 35.51 362 0.01 5 25 0.15 46 408 0 408 35.52 408 0.01 6 30 0.45 136 544 0 544 35.52 544 0.01 7 35 0.45 136 680 0 680 35.53 680 0.02 8 40 0.45 136 815 0 815 35.53 815 0.02 9 45 0.45 136 951 0 951 35.54 951 0.02 10 50 0.45 136 1,087 0 1,087 35.54 1,087 0.02 11 55 0.45 136 1,223 0 1,223 35.55 1,223 0.03 12 60 0.75 226 1,448 0 1,448 35.55 1,448 0.03 13 65 0.75 226 1,674 0 1,674 35.56 1,674 0.04 14 70 0.75 226 1,900 0 1,900 35.57 1,900 0.04 15 75 0.75 226 2,125 0 2,125 35.58 2,125 0.05 16 80 0.75 226 2,351 0 2,351 35.59 2,351 0.05 17 85 0.75 226 2,576 0 2,576 0 2,576 0.06 18 90 0.75 226 2,802 0 2,802 1 2,802 0.06 19 95 0.75 226 3,028 0 3,028 E35. 1 3,028 0.07 20 100 0.75 226 3,253 0 3,253 2 3,253 0.07 21 105 0.75 226 3,479 0 3,479 35.63 3,479 0.08 22 110 0.75 226 3,704 0 3,704 35.64 3,704 0.09 23 115 0.75 226 3,930 0 3,930 35.65 3,930 0.09 24 120 1.05 315 4,245 0 4,245 35.66 4,245 0.10 25 125 0.75 226 4,471 0 4,471 35.67 4,471 0.10 26 130 1.05 315 4,786 0 4,786 35.68 4,786 0.11 27 135 1.05 315 5,102 0 5,102 35.69 5,102 0.12 28 140 1.05 315 5,417 0 5,417 35.70 5,417 0.12 29 145 1.05 315 5,733 0 5,733 35.72 5,733 0.13 30 150 1.05 315' 6,048 0 6,048 35.73 6,048 0.14 31 155 1.05 315 6,364 0 6,364 35.74 6,364 0.15 32 160 1.05 315 6,679 0 6,679 35.75 6,679 0.15 33 165 1.35 405 7,084 0 7,084 35.77 7,084 0.16 34 170 1.35 405 7,490 01 7,490 35.78 7,490 0.17 35 175 1.35 405 7,895 01 7,895 35.80 7,895 0.18 36 180 1.35 405 8,300 0 8,300 35.81 8,300 0.19 37 185 1.35 405 8,706 0 8,706 35.83 8,706 0.20 38 190 1.65 495 9,201 0 9,201 35.85 9,201 0.21 39 195 1.65 495 9,696 0 9,696 35.87 9,696 0.22 40 200 1.65 495 10,191 0 10,191 35.88 10,191 0.23 41 205 1.95 585 10,776 0 10,776 35.91 10,776 0.25 42 210 2.25 675 11,451 01 11,451 35.93 11,451 0.26 43 215 2.55 765 12,215 0 12,215 35.96 12,215 0.28 44 220 2.55 765 12,980 0 12,980 35.99 12,980 0.30 45 225 2.85 855 13,835 0 13,835 36.02 13,835 0.32 46 230 2.85 855 14,689 0 14,689 36.05 14,689 0.34 47 235 3.15 944 15,633 0 15,633 36.09 15,633 0.36 48 240 3.15 944 16,578 0 16,578 36.13 16,578 0.38 49 245 3.45 1,034 17,612 0 17,612 36.16 17,612 0.40 50 250 3.75 1,124 18,736 0 18,736 36.21 18,736 0.43 51 255 4.05 1,214 19,950 0 19,950 36.25 19,950 0.46 52 260 4.35 1,304 21,254 0 21,254 36.30 1 21,254 1 0.49 53 265 4.65 1,394 22,647 0 22,647 36.35 22,647 0.52 54 270 4.65 1,394 24,041 0 24,041 36.41 24,041 0.55 55 275 4.94 1,483 25,524 1 01 25,524 36.46 25,524 0.59 Basin Depth Analysis Page 11 of 14 . TKC JOB # 2017110600 10 YEAR - 6 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cuff PERC OUT cult TOTAL IN BASIN I cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 5.24 1,573 27,098 0 27,098 36.52 27,098 0.62 57 285 5.54 1,663 28,761 0 28,761 36.59 28,761 0.66 58 290 5.54 1,663 30,424 0 30,424 36.65 30,424 0.70 59 295 5.84 1,753 32,177 01 32,177 36.71 32,177 0.74 60 300 6.14 1,843 34,020 0 34,020 36.78 34,020 0.78 61 305 7.64 2,292 36,312 0 36,312 36.87 36,312 0.83 62 310 9.14 2,741 39,053 0 39,053 36.97 39,053 0.90 63 315 10.04 3,011 42,064 0 42,064 37.09 42,064 0.97 64 320 10.93 3,280 45,344 0 45,344 37.21 45,344 1.04 65 325 12.43 3,730 49,074 0 49,074 37.35 49,074 1.13 66 330 15.13 4,538 53,612 0 53,612 37.52 53,612 1.23 67 335 4.05 1,214 54,826 0 54,826 37.57 54,826 1.26 68 340 1.05 315 55,141 0 55,141 37.58 55,141 1.27 69 345 0.15 46 55,187 0 55,187 37.58 55,187 1.27 70 350 0.75 225 55,412 0 55,412 37.59 55,412 1.27 71 355 0.45 135 55,546 0 55,546 37.60 55,546 1.28 72 360 0.30 90 55,636 0 55,636 37.60 55,636 1 1.28 Basin Depth Analysis Page 12 of 14 • C] • TKC JOB # 2.017E +09 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.14 122 122 0 122 35.50 122 0.00 2 30 0.20 183 305 0 305 35.51 305 0.01 3 45 0.20 183 487 0 487 35.52 487 0.01 4 60 0.27 244 731 0 731 35.53 731 0.02 5 75 0.20 183 914 0 914 35.53 914 0.02 6 90 0.20 183 1,096 0 1,096 35.54 1,096 0.03 7 105 0.20 183 1,279 0 1,279 35.55 1,279 0.03 8 120 0.27 244 1,523 0 1,523 35.56 1,523 0.03 9 135 0.27 244 1,766 0 1,766 35.57 1,766 0.04 10 150 0.27 244 2,010 0 2,010 35.58 2,010 0.05 11 165 0.34 305 2,315 0 2,315 35.59 2,315 0.05 12 180 0.34 305 2,619 0 2,619 35.60 2,619 0.06 13 195 0.34 305 2,924 0 2,924 35.61 2,924 0.07 14 210 0.34 305 3,228 0 3,228 35.62 3,228 0.07 15 225 0.34 305 3,533 0 3,533 35.63 3,533 0.08 16 240 0.41 365 3,898 0 3,898 35.65 3,898 0.09 17 255 0.41 365 4,264 0 4,264 35.66 4,264 0.10 18 270 0.47 426 4,690 0 4,690 35.68 4,690 0.11 19 285 0.47 426 5,117 0 5,117 35.69 5,117 0.12 20 300 0.54 487 5,604 0 5,604 35.71 5,604 0.13 21 315 0.41 365 5,969 0 5,969 35.73 5,969 0.14 22 330 0.47 426 6,396 0 6,396 35.74 6,396 0.15 23 345 0.54 487 6,883 0 6,883 35.76 6,883 0.16 24 360 0.54 487 7,370 0 7,370 35.78 7,370 0.17 25 375 0.61 548 7,919 0 7,919 35.80 7,919 0.18 26 390 0.61 548 8,467 0 8,467 35.82 8,467 0.19 27 405 0.68 609 9,076 0 9,076 35.84 9,076 0.21 28 420 0.68 609 9,685 0 9,685 35.87 9,685 0.22 29 435 0.68 609 10,294 0 10,294 35.89 10,294 0.24 30 450 0.74 670 10,964 0 10,964 35.91 10,964 0.25 31 465 0.81 731 11,695 0 11,695 35.94 11,695 0.27 32 480 0.88 792 12,487 0 12,487 35.97 12,487 0.29 33 495 0.10 93 12,580 0 12,580 35.97 12,580 0.29 34 510 0.13 117 12,696 0 12,696 35.98 12,696 0.29 35 525 0.29 263 12,959 0 12,959 35.99 12,959 0.30 36 540 0.45 408 13,367 0 13,367 36.00 13,367 0.31 37 555 0.75 675 14,043 0 14,043 36.03 14,043 0.32 38 570 0.91 821 14,863 0 14,863 36.06 14,863 0.34 39 585 1.07 965 15,829 0 15,829 36.10 15,829 0.36 40 600 1.23 1,110 16,939 0 16,939 36.14 16,939 0.39 41 615 0.31 280 17,219 0 17,219 36.15 17,219 0.40 42 630 0.34 303 17,522 0 17,522 36.16 17,522 0.40 43 645 1.04 934 18,456 0 18,456 36.20 18,456 0.42 44 660 1.06 956 19,411 0 19,411 36.23 19,411 0.45 45 675 0.95 856 20,267 0 20,267 36.26 20,267 0.47 46 690 0.97 877 21,145 0 21,145 36.30 21,145 0.49 47 705 0.73 655 21,800 0 21,800 36.32 21,800 0.50 48 720 0.89 798 22,597 0 22,597 36.35 22,597 0.52 49 735 1.86 1,671 24,269 0 24,269 36.42 24,269 0.56 50 750 2.02 1,814 26,083 0 26,083 36.48 26,083 0.60 51 765 2.31 2,078 28,161 0 28,161 36.56 28,161 0.65 52 780 2.47 2,220 30,380 0 30,380 36.65 30,380 0.70 53 795 3.17 2,849 33,229 0 33,229 36.75 33,229 0.76 54 810 3.19 2,868 36,097 0 36,097 36.86 36,097 0.83 55 825 1.72 1,548 37,645 0 37,645 36.92 37,645 0.86 56 840 1.74 1,567 39,212 0 39,212 36.98 39,212 0.90 57 855 2.30 2,073 41,284 0 41,284 37.06 41,284 0.95 58 1 870 2.191 1,970 43,254 0 43,254 37.13 43,254 0.99 Basin Depth Analysis Page 13 of 14 • TKC JOB # 2.017E +09 10 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 2.21 1,988 45,242 0 45,242 37.21 45,242 1.04 60 900 2.09 1,884 47,126 0 47,126 37.28 47,126 1.08 61 915 1.98 1,780 48,906 0 48,906 37.35 48,906 1.12 62 930 1.86 1,676 50,582 0 50,582 37.41 50,582 1.16 63 945 1.34 1,206 51,787 0 51,787 37.45 51,787 1.19 64 960 1.36 1,223 53,010 0 53,010 37.50 53,010 1.22 65 975 0.27 244 53,254 0 53,254 37.51 53,254 1.22 66 990 0.27 244 53,497 0 53,497 37.52 53,497 1.23 67 1005 0.20 183 53,680 0 53,680 37.53 53,680 1.23 68 1020 0.20 183 53,863 0 53,863 37.53 53,863 1.24 69 1035 0.34 305 54,167 0 54,167 37.54 54,167 1.24 70 1050 0.34 305 54,472 0 54,472 37.56 54,472 1.25 71 1065 0.34 305 54,777 0 54,777 37.57 54,777 1.26 72 1080 0.27 244 55,020 0 55,020 37.58 55,020 1.26 73 1095 0.27 244 55,264 0 55,264 37.59 55,264 1.27 74 1110 0.27 244 55,507 0 55,507 37.59 55,507 1.27 75 1125 0.20 183 55,690 0 55,690 37.60 55,690 1.28 76 1140 0.14 122 55,812 0 55,812 37.61 55,812 1.28 77 1155 0.20 183 55,995 0 55,995 37.61 55,995 1.29 78 1170 0.27 244 56,238 01 56,238 37.62 56,238 1.29 79 1185 0.20 183 56,421 0 56,421 37.63 56,421 1.30 80 1200 0.14 122 56,543 0 56,543 37.63 56,543 1.30 81 1215 0.20 183 56,726 0 56,726 37.64 56,726 1.30 82 1230 0.20 183 56,908 0 56,908 37.65 56,908 1.31 83 1245 0.20 183 57,091 0 57,091 37.65 57,091 1.31 84 1260 0.14 122 57,213 0 57,213 37.66 57,213 1.31 85 1275 0.20 183 57,396 0 57,396 37.67 57,396 1.32 86 1290 0.14 122 57,518 0 57,518 37.67 57,518 1.32 87 1305 0.20 183 57,700 0 57,700 37.68 57,700 1.32 88 1320 0.14 122 57,822 0 57,822 37.68 57,822 1.33 89 1335 0.20 183 58,005 0 58,005 37.69 58,005 1.33 90 1350 0.14 122 58,127 0 58,127 37.69 58,127 1.33 91 1365 0.14 122 58,249 0 58,249 37.70 58,249 1.34 92 1380 0.14 122 58,370 0 58,370 37.70 58,370 1.34 93 1395 0.14 122 58,492 0 58,492 37.71 58,492 134 94 1410 0.141 122 58,614 0 58,614 37.71 58,614 1.35 95 1425 0.141 122 58,736 01 58,736 1 37.72 58,736 1.35 96 1440 1 0.141 122 58,858 01 58,858 1 37.72 1 58,858 1.35 Basin Depth Analysis Page 14 of 14 � 0 � 0 • ,a A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 ' 4 WORKSHEET PREPARED BY: JAMES R. BAZUA! P.E. 5 1 6 PROJECT NAME • LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVEN 7 TKC JOB # 2017110600 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK ' 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 50% 27 28 LENGTH OF WATERCOURSE (L) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 360 30 31 ELEVATION OF HEADWATER 49 32 ELEVATION OF CONCENTRATION POINT 44 33 34 AVERAGE MANNINGS'N' VALUE 0.02 .• 35 36 STORM FREQUENCY (YEAR) 100 37 38 POINT RAIN 39 3 -HOUR 2.71 40 6 -HOUR 3.28 41 24 -HOUR 4.38 42 43 BASIN CHARACTERISTICS: ELEVATION AREA - 44 35.5 26500 45 36.5 26500 46 37.5 26500 47 38.5 26500 48 39.5 26500 49 40.5 26500 50 42 26500 51 52 PERCOLATION RATE (in /hr) 0 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA'CALCULATION FORM TKC JOB # SHORTCUT METHOD BY LA QUINTA RESORT SDP 08 -909 -100 YEAR EVENT 2017110600 _S R. BAZUA, P.E. DATE 10/8/2009 DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 2.59 2.70 FLOOD VOLUME (cu -ft) (acre -ft) 1 132,406 3.04 1`21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,312 3.01 ON -SITE PEAK FLOW (cfs) [31 AREA - ACRES 29.43 6.98 MAXIMUM WSEL ft 14.100 40.46 4 L -FEET 1230 5 L -MILES 0.233 [61 La -FEET 360.00 La -MILES 0.068 [81 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 I S- FEET /MILE 21,5 [121 S^0.5 4.63 13 L'LCA/S^0.5 0.003 [141 AVERAGEMANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 17 100% OF LAG- MINUTES 3.3 [181200% OF LAG - MINUTES 6,7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 241 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [1) SOURCE [21 FREQUENCY -YEARS 100 3) DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E -5.2 (5) AREA [6] [7] AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [13] AREA [t4] [15] AVERAGE POINT RAIN INCHES 2.71 14.100 1.00 2.71 3.28 14.100 1.00 3.28 4.38 14.100 1.00 4.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [51 14.1 SUM (7) [161 AREA ADJ FACTOR 17) ADJ AVG POINT RAIN 2.71 SUM [91 14.10 SUM Ill 11 3.28 SUM [131 14.10 SUM [15) 4.38 1.000 1.000 1.000 2.71 3.28 4.38 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.36 2.59 2.70 FLOOD VOLUME (cu -ft) (acre -ft) 120,805 2.77 132,406 3.04 138,179 3.17 REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,312 3.01 137,037 3.15 PEAK FLOW (cfs) 35.96 29.43 6.98 MAXIMUM WSEL ft 40.02 40.46 40.67 - Plate E -2.1 Page 2 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 10/8/2009 JUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF -1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 14.1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24�T/60)) ^1.55 = 0.00108 (24- (T /60)) ^1.55 + 0.06 in /hr LOW LOSS RATE (80 -90 PERCENT) = 50% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • • c: RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.71 CONSTANT LOSS RATE -in /hr 0.12 LOW LOSS RATE - PERCENT 50% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.423 0.12 0.21 0.31 4.32 1295.11 2 10 0.17 1.3 0.423 0.12 0.21 0.31 4.32 1295.11 3 15 0.25 1.1 0.358 0.12 0.18 0.24 3.40 1019.99 4 20 0.33 1.5 0.488 0.12 0.24 0.37 5.23 1570.23 5 25 0.42 1.5 0.488 0.12 0.24 0.37 5.23 1570.23 6 30 0.50 1.8 0.585 0.12 0.29 0.47 6.61 1982.91 7 35 0.58 1.5 0.488 0.12 0.24 0.37 5.23 1570.23 8 40 0.67 1.8 0.585 0.12 0.29 0.47 6.61 1982.91 9 45 0.75 1.8 0.585 0.12 0.29 0.47 6.61 1982.91 10 50 0.83 1.5 0.488 0.12 0.24 0.37 5.23 1570.23 ill 55 0.92 1.6 0.520 0.12 0.26 0.40 5.69 1707.79 12 60 1.00 1.8 0.585 0.12 0.29 0.47 6.61 1982.91 13 65 1.08 2.2 0.715 0.12 0.36 0.60 8.44 2533.15 14 70 1.17 2.2 0.715 0.12 0.36 0.60 8.44 2533.15 15 75 1.25 2.2 0.715 0.12 0.36 0.60 8.44 2533.15 16 80 1.33 2.0 0.650 0.12 0.33 0.53 7.53 2258.03 17 85 1.42 2.6 0.846 0.12 0.42 0.73 10.28 3083.39 18 90 1.50 2.7 0.878 0.12 0.44 0.76 10.74 3220.95 19 95 1.58 2.4 0.780 0.12 0.39 0.66 9.36 2808.27 20 100 1.67 2.7 0.878 0.12 0.44 0.76 10.74 3220.95 21 105 1.75 3.3 1.073 0.12 0.54 0.96 13.49 4046.30 22 110 1.83 3.1 1.008 0.12 0.50 0.89 12.57 3771.18 23 115 1.92 2.9 0.943 0.12 0.47 0.83 11.65 3496.06 24 120 2.00 3.0 0.976 0.12 0.49 0.86 12.11 3633.62 25 125 2.08 3.1 1.008 0.12 0.50 0.89 12.57 3771.18 26 130 2,17 4.2 1.366 0.12 0.68 1.25 17.61 5284.34 27 135 2.25 5.0 1.626 0.12 0.81 1.51 21.28 6384.82 28 140 2.33 3.5 1.138 0.12 0.57 1.02 14.40 4321.42 29 145 2.42 6.8 2.211 0.12 1.11 2.09 29.54 8860.89 30 150 2.50 7.3 2.374 0.12 1.19 2.26 31.83 9548.69 31 155 2.58 8.2 2.667 0.12 1.33 2.55 35.96 10786.72 32 160 2.67 5.9 1.919 0.12 0.96 1.80 25.41 7622.85 33 165 2.75 2.0 0.650 0.12 0.33 0.53 7.53 2258.03 34 170 2.83 1.8 0.565 1 0.12 0.29 0.47 6.61 1982.91 35 175 2.92 1.8 0.585 1 0.12 0.29 1 0.47 6.61 1982.91 36 180 3.00 0.6 0.195 1 0.12 0.10 1 0.08 1.11 332.19 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.36 FLOOD VOLUME (acft) 2.77 FLOOD VOLUME (cuft) 120804.55 REQUIRED STORAGE (acft) 2.75 REQUIRED STORAGE (cuft) 119805.70 PEAK FLOW RATE (cfs) 35.96 Plate E -2.2 Page 4 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 3.28 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 50% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.197 0.12 0.10 0.08 1.13 339.30 2 10 0.17 0.6 0.236 0.12 0.12 0.12 1.69 505.79 3 15 0.25 0.6 0.236 0.12 0.12 0.12 1.69 505.79 4 20 0.33 0.6 0.236 0.12 0.12 0.12 1.69 505.79 5 25 0.42 0.6 0.236 0.12 0.12 0.12 1.69 505.79 6 30 0.50 0.7 0.276 0.12 0.14 0.16 2.24 672.29 7 35 0.58 0.7 0.276 0.12 0.14 0.16 2.24 672.29 8 40 0.67 0.7 0.276 0.12 0.14 0.16 2.24 672.29 9 45 0.75 0.7 0.276 0.12 0.14 0.16 2.24 672.29 10 50 0.83 0.7 0.276 0.12 0.14 0.16 2.24 672.29 11 55 0.92 0.7 0.276 0.12 0.14 0.16 2.24 672.29 12 60 1.00 0.8 0.315 0.12 0.16 0.20 2.80 838.78 13 65 1.08 0.8 0.315 0.12 0.16 0.20 2.80 838.78 14 70 1.17 0.8 0.315 0.12 0.16 0.20 2.80 838.78 15 75 1.25 0.8 0.315 0.12 0.16 0.20 2.80 838.78 16 80 1.33 0.8 0.315 0.12 0.16 0.20 2.80 838.78 17 85 1.42 0.8 0.315 0.12 0.16 0.20 2.80 838.78 18 90 1.50 0.8 0.315 0.12 0.16 0.20 2.80 838.78 19 95 1.58 0.8 0.315 0.12 0.16 0.20 2.80 838.78 20 100 1.67 0.8 0.315 0.12 0.16 0.20 2.80 838.78 21 105 1.75 0.8 0.315 0.12 0.16 0.20 2.80 838.78 22 110 1.83 0.8 0.315 0.12 0.16 0.20 2.80 838.78 23 115 1.92 0.8 0.315 0.12 0.16 0.20 2.80 838.78 24 120 2.00 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 25 125 2.08 0.8 0.315 0.12 0.16 0.20 2.80 838.78 26 130 2.17 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 27 135 2.25 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 28 140 2.33 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 29 145 2.42 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 30 150 2.50 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 31 155 2.58 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 32 160 2.67 0.9 0.354 0.12 0.18 0.24 3.35 1005.27 33 165 2.75 1.0 0.394 0.12 0.20 0.28 3.91 1171.76 34 170 2.83 1.0 0.394 0.12 0.20 0.28 3.91 1171.76 35 175 2.92 1.0 0.394 0.12 0.20 0.28 3.91 1171.76 36 180 3.00 1.0 0.394 0.12 0.20 0.28 3.91 1171.76 37 185 3.08 1.0 0.394 0.12 0.20 0.28 3.91 1171.76 38 190 3.17 1.1 0.433 0.12 0.22 0.32 4.46 1338.26 39 195 3.25 1.1 0.433 0.12 0.22 0.32 4.46 1338.26 40 200 3.33 1.1 0.433 0.12 0.22 0.32 4.46 1338.26 41 205 3.42 1.2 0.472 0.12 0.24 0.36 5.02 1504.75 42 210 3.50 1.3 0.512 0.12 0.26 0.40 5.57 1671.24 43 215 3.58 1.4 0.551 0.12 0.28 0.43 6.13 1837.74 44 220 3.67 1.4 0.551 0.12 0.28 0.43 6.13 1837.74 45 225 3.75 1.5 0.590 0.12 0.30 0.47 6.68 2004.23 46 230 3.83 1.5 0.590 0.12 0.30 0.47 6.68 2004.23 47 235 3.92 1.6 0.630 0.12 0.31 0.51 7.24 2170.72 48 240 4.00 1.6 0.630 0.12 0.31 0.51 7.24 2170.72 49 245 4.08 1.7 0.669 0.12 0.33 0.55 7.79 2337.21 50 250 4.17 1.8 0.708 0.12 0.35 0.59 8.35 2503.71 51 255 4.25 1.9 0.748 0.12 0.37 0.63 8.90 2670.20 52 260 4.33 2.0 0.787 0.12 0.39 0.67 9.46 2836.69 53 265 442 2.1 0.827 0.12 0.41 0.71 10.01 3003.18 54 2N 1 2.1 0.827 0.12 0.41 0.71 10.01 3003.18 55 275 4.58 2.2 0.866 0.12 0.43 1 0.75 10.57 3169.68 56 280 4.67 2.3 0.905 0.12 0.45 1 0.79 11.12 3336.17 Plate E -2.2 Page 5 of 14 is )8 -909 - 100 YEAR h Required Storage cf 3502.66 3502.66 3669.16 3835.65 4668.11 5500.58 6000.06 6499.53 7332.00 8830.43 2670.20 1005.27 505.79 339.30 6.31 166.49 Plate E -2.2 Page 6 of 14 9 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.50 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storrs Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cis Required Storage cf 1 15 0.25 0.2 0.035 0.206 1 0.018 0.018 0.25 222.33 2 30 0.50 0.3 0.053 0.203 0.026 0.026 0.37 333.49 3 45 0.75 0.3 0.053 0.201 0.026 0.026 0.37 1 333.49 4 60 1.00 0.4 0.070 0.199 0.035 0.035 0.49 444.66 5 75 1.25 0.3 0.053 0.196 0.026 0.026 0.37 333.49 6 90 1.50 0.3 0.053 0.194 0.026 0.026 0.37 333.49 7 105 1.75 0.3 0.053 0.192 0.026 0.026 0.37 333.49 8 120 2.00 0.4 0.070 0.189 0.035 0.035 0.49 444.66 9 135 2.25 1 0.4 0.070 0.187 1 0.035 0.035 0.49 444.66 10 150 2.50 0.4 0.070 0.185 0.035 0.035 1 0.49 444.66 11 165 2.75 0.5 0.088 0.183 0.044 0.044 1 0.62 555.82 12 180 3.00 0.5 0.088 0.180 0.044 0.044 0.62 555.82 13 195 3.25 0.5 0.088 0.178 0.044 0.044 0.62 555.82 14 210 3.50 0.5 0.088 0.176 0.044 0.044 0.62 555.82 15 225 3.75 0.5 0.088 0.174 0.044 0.044 0.62 555.82 16 240 4.00 0.6 1 0.105 0.172 0.053 0.053 0.74 666.99 17 255 4.25 0.6 0.105 0.169 0.053 0.053 0.74 1 666.99 18 270 4.50 0.7 0.123 0.167 0.061 0.061 0.86 778.15 19 285 4.75 0.7 0.123 0.165 0.061 0.061 0.86 778.15 20 300 5.00 0.8 0.140 0.163 0.070 0.070 0.99 889.32 21 315 5.25 0.6 0.105 0.161 0.053 0.053 0.74 666.99 22 330 5.50 0.7 0.123 0.159 0.061 0.061 0.86 778.15 23 345 5.75 0.8 0.140 0.157 0.070 0.070 0.99 889.32 24 360 6.00 0.8 0.140 0.155 0.070 0.070 1 0.99 889.32 25 375 6.25 0.9 0.158 0.153 0.079 0.005 1 0.07 65.38 26 390 6.50 0.9 0.158 0.150 0.079 0.007 0.10 91.20 27 405 6.75 1.0 0.175 0.148 0.088 0.027 0.38 339.16 28 420 7.00 1.0 0.175 0.146 0.088 0.029 0.41 364.58 29 435 7.25 1.0 0.175 0.144 0.088 0.031 0.43 389.80 30 450 7.50 1.1 0.193 1 0.143 0.096 0.050 0.71 637.14 31 465 7.75 1.2 0.210 0.141 0.105 0.070 0.98 884.27 32 480 8.00 1.3 0.228 0.139 0.114 0.089 1.26 1 1131.20 33 495 8.25 1.5 0.263 0.137 0.131 0.126 1.78 1600.25 34 510 8.50 1.5 0.263 0.135 0.131 0.128 1.80 1624.43 35 525 8.75 1.6 0.280 0.133 0.140 0.147 2.08 1870.73 36 540 9.00 1.7 0.298 0.131 0.149 0.167 2.35 2116.81 37 555 9.25 1.9 0.333 0.129 0.166 0.204 2.87 2585.01 38 570 9.50 2.0 0.350 0.127 0.175 0.223 3.15 2830.66 39 585 9.75 2.1 0.368 0.1126 0.184 0.242 3.42 3076.10 40 600 10.00 2.2 0.385 0.124 0.193 0.262 3.69 3321.31 41 615 10.25 1.5 0.263 0.122 0.131 0.141 1.99 1787.67 42 630 10.50 1.5 0.263 0.120 0.131 0.143 2.01 1810.11 43 645 10.75 2.0 0.350 0.118 0.175 0.232 3.27 2943.97 44 660 11.00 2.0 0.350 0.117 0.175 0.234 3.30 2965.96 45 675 11.25 1.9 0.333 1 0.115 0.166 0.218 3.07 2765.39 46 690 11.50 1.9 0.333 0.113 0.166 1 0.220 3.10 2786.92 47 705 11.75 1.7 0.298 0.112 0.149 0.186 2.63 2363.55 48 720 12.00 1.8 0.315 0.110 0.158 0.205 2.90 2606.94 49 735 12.25 2.5 0.438 0.108 0.219 0.330 4.65 4184.06 50 750 12.50 2.6 0.456 0.107 0.228 0.349 4.92 4426.97 51 765 12.75 2.8 0.491 0.105 0.245 0.385 5.44 4891.97 52 780 13.00 2.9 0.508 0.103 0.254 0.405 5.70 5134.39 53 795 1125 3.4 0.596 0.102 0.298 0.494 6.96 6265.89 54 810 13.50 3.4 0.596 0.100 0.298 0.495 6.98 6285.49 55 825 13.75 2.3 0.403 0.099 0.201 0.304 4.29 3859.22 56 840 14.00 2.3 0.403 0.097 0.201 0.306 4.31 3878.31 57 855 14.25 2.7 0.473 0.096 0.237 0.377 5.32 4786.46 58 870 14.50 2.6 0.456 0.094 0.228 0.361 5.09 4582.70 59 885 14.75 2.6 0.456 1 0.093 0.228 0.363 5.11 4601.01 60 900 15.00 2.5 0.438 0.092 0.219 0.346 1 4.89 4396.73 61 915 15.25 2.4 0.420 0.090 1 0.210 .330 4.66 4192.17 62 930 15.50 2.3 0.403 0.089 0.201 .314 4.43 3987.35 63 945 15.75 1.9 0.333 0.087 0.166 245 10. 3.46 3115.26 64 960 16.00 1.9 0.333 0.086 0.166 .247 3.48 3132.20 65 975 16.25 0.4 0.070 0.085 0.035 .035 0.49 444.66 EVENT Plate E -2.2 Page 7 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 10/8/2009 . EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE - in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.50 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.070 0.083 1 0.035 0.035 0.49 444.66 67 1005 16.75 0.3 0.053 0.082 0.026 0.026 0.37 333.49 68 1020 17.00 0.3 0.053 0.081 0.026 0.026 0.37 333.49 69 1035 17.25 0.5 0.088 0.080 0.044 0.008 0.11 99.97 70 1050 17.50 0.5 0.088 0.079 0.044 0.009 0.13 115.14 71 1065 17.75 0.5 0.088 0.077 0.044 0.010 0.14 130.00 72 1080 18.00 0.4 0.070 0.076 0.035 0.035 0.49 444.66 73 1095 18.25 0.4 1 0.070 0.075 0.035 0.035 0.49 444.66 74 1110 18.50 0.4 0.070 0.074 0.035 0.035 0.49 444.66 75 1125 18.75 0.3 0.053 0.073 0.026 0.026 0.37 1 333.49 76 1140 19.00 0.2 0.035 0.072 0.018 0.018 0.25 222.33 77 1155 19.25 0.3 0.053 0.071 0.026 0.026 0.37 333.49 78 1170 19.50 0.4 0.070 0.070 0.035 0.000 0.00 2.47 79 1185 19.75 0.3 0.053 0.069 0.026 0.026 0.37 333.49 80 1200 20.00 0.2 0.035 0.068 0.018 0.018 0.25 222.33 81 1215 20.25 0.3 1 0.053 0.067 0.026 0.026 0.37 333.49 82 1230 20.50 0.3 0.053 0.066 0.026 0.026 1 0.37 333.49 83 1245 20.75 0.3 0.053 0.065 0.026 0.026 0.37 333.49 84 1260 21.00 0.2 0.035 0.065 0.018 0.018 0.25 222.33 85 1275 21.25 0.3 0.053 0.064 0.026 0.026' 0.37 333.49 86 1290 21.50 0.2 0.035 0.063 0.018 0.018 0.25 222.33 87 1305 21.75 0.3 0.053 0.062 0.026 0.026 0.37 333.49 88 1320 22.00 0.2 0.035 0.062 0.018 0.018 0.25 222.33 89 1335 22.25 0.3 0.053 0.061 0.026 0.026 0.37 333.49 90 1350 22.50 0.2 0.035 0.061 0.018 0.018 1 0.25 222.33 91 1365 22.75 0.2 0.035 0.060 0.018 0.018 0.25 222.33 92 1380 23.00 0.2 0.035 0.060 0.018 0.018 0.25 222.33 93 1395 23.25 0.2 0.035 0.059 0.018 0.018 0.25 222.33 94 1410 23.50 0.2 0.035 0.059 0.018 0.018 0.25 222.33 95 1425 23.75 0.2 0.035 0.059 0.018 0.018 0.25 222.33 96 1440 24.00 0.2 0.035 0.058 0.018 0.018 0.25 222.33 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.70 , FLOOD VOLUME (acft) 3.17 FLOOD VOLUME (cult) 138179.35 REQUIRED STORAGE (acft) 3.15 REQUIRED STORAGE (cuft) 137036.83 PEAK FLOW cfs 6.98 =VENT Plate E -2.2 Page 8 of 14 PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT • TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 26500 0 0 0.00 36.5 1 1 0 26500 26500 26500 0.61 37.5 1 2 0 26500 26500 53000 1.22 38.5 1 3 0 26500 26500 79500 1.83 39.5 1 4 0 26500 26500 106000 2.43 40.5 1 1 5 0 1 26500 26500 1 132500 3.04 42 1 1.5 6.5 1 0 1 265001 39750 1 172250 3.95 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE /DRYW ELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs • r� f• J Basin Characteristics Page 9 of 14 • TKC JOB # 2017110600 100 YEAR - 3 HOUR STORM EVENT • r � �J TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 4.32 1,295 1,295 0 1,295 35.55 1,295 0.03 2 10 4.32 1,295 2,590 0 2,590 35.60 2,590 0.06 3 15 3.40 1,020 3,610 0 3,610 35.64 3,610 0.08 4 20 5.23 1,570 5,180 01 5,180 35.70 5,180 0.12 5 25 5.23 1,570 6,751 0 6,751 35.75 6,751 0.15 6 30 6.61 1,983 8,734 0 8,734 35.83 8,734 0.20 7 35 5.23 1,570 10,304 0 10,304 35.89 10,304 0.24 8 40 6.61 1,983 12,287 0 12,287 35.96 12,287 0.28 9 45 6.61 1,983 14,270 0 14,270 36.04 14,270 0.33 10 50 5.23 1,570 15,840 0 15,840 36.10 15,840 0.36 11 55 5.69 1,708 17,548 0 17,548 36.16 17,548 0.40 12 60 6.61 1,983 19,531 0 19,531 36.24 19,531 0.45 13 65 8.44 2,533 22,064 0 22,064 36.33 22,064 0.51 14 70 8.44 2,533 24,597 0 24,597 36.43 24,597 0.56 15 75 8.44 2,533 27,130 0 27,130 36.52 27,130 0.62 16 80 7.53 2,258 29,388 0 29,388 36.61 29,388 0.67 17 85 10.28 3,083 32,471 0 32,471 36.73 32,471 0.75 18 90 10.74 3,221 35,692 0 35,692 36.85 35,692 0.82 19 95 9.36 2,808 38,501 0 38,501 36.95 38,501 0.88 20 100 10.74 3,221 41,722 0 41,722 37.07 41,722 0.96 21 105 13.49 4,046 45,768 0 45,768 37.23 45,768 1.05 22 110 12.57 3,771 49,539 0 49,539 37.37 49,539 1.14 23 115 11.65 3,496 53,035 0 53,035 37.50 53,035 1.22 24 120 12.11 3,634 56,669 0 56,669 37.64 56,669 1.30 25 125 12.57 3,771 60,440 0 60,440 37.78 60,440 1.39 26 130 17.61 5,284 65,724 0 65,724 37.98 65,724 1.51 27 135 21.28 6,385 72,109 0 72,109 38.22 72,109 1.66 28 140 14.40 4,321 76,431 0 76,431 38.38 76,431 1.75 29 145 29.54 8,861 85,291 01 85,291 38.72 85,291 1.96 30 150 31.83 9,549 94,840 0 94,840 39.08 94,840 2.18 31 155 35.96 10,787 105,627 0 105,627 39.49 105,627 2.42 32 160 25.41 7,623 113,250 0 113,250 39.77 113,250 2.60 33 165 7.53 2,258 115,508 0 115,508 39.86 115,508 2.65 170 6.61 1,983 117,491 0 117,491 39.93 117,491 2.70 5 E36 175 6.61 1,983 119,474 0 119,474 40.01 119,474 2.74 180 1.11 332 119,8061 01 119,806 40.02 119,806 2.75 Basin Depth Analysis Page 10 of 14 . TKC JOB # 2017110600 100 YEAR - 6 HOUR STORM EVENT r � L_J • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.13 339 339 0 339 35.51 339 0.01 2 10 1.69 506 845 0 845 35.53 845 0.02 3 15 1.69 506 1,351 01 1,351 35.55 1,351 0.03 4 20 1.69 506 1,857 01 1,857 35.57 1,857 0.04 5 25 1.69 506 2,362 0 2,362 35.59 2,362 0.05 6 30 2.24 672 3,035 0 3,035 35.61 3,035 0.07 7 35 2.24 672 3,707 0 3,707 35.64 3,707 0.09 8 40 2.24 672 4,379 0 4,379 35.67 4,379 0.10 9 45 2.24 672 5,052 0 5,052 35.69 5,052 0.12 10 50 2.24 672 5,724 0 5,724 35.72 5,724 0.13 11 55 2.24 672 6,396 0 6,396 35.74 6,396 0.15 12 60 2.80 839 7,235 0 7,235 35.77 7,235 0.17 13 65 2.80 839 8,074 0 8,074 35.80 8,074 0.19 14 70 2.80 839 8,913 0 8,913 35.84 8,913 0.20 15 75 2.80 839 9,751 0 9,751 35.87 9,751 0.22 16 80 2.80 839 10,590 0 10,590 35.90 10,590 0.24 17 85 2.80 839 11,429 0 11,429 35.93 11,429 0.26 18 90 2.80 839 12,268 0 12,268 35.96 12,268 0.28 19 95 2.80 839 13,106 0 13,106 35.99 13,106 0.30 20 100 2.80 839 13,945 0 13,945 36.03 13,945 0.32 21 105 2.80 839 14,784 0 14,784 36.06 14,784 0.34 22 110 2.80 839 15,623 0 15,623 36.09 15,623 0.36 23 115 2.80 839 16,462 0 16,462 36.12 16,462 0.38 24 120 3.35 1,005 17,467 0 17,467 36.16 17,467 0.40 25 125 2.80 839 18,306 0 18,306 36.19 18,306 0.42 26 130 3.35 1,005 19,311 0 19,311 36.23 19,311 0.44 27 135 3.35 1,005 20,316 0 20,316 36.27 20,316 0.47 28 140 3.35 1,005 21,321 0 21,321 36.30 21,321 0.49 29 145 3.35 1,005 22,327 0 22,327 36.34 22,327 0.51 30 150 3.35 1,005 23,332 0 23,332 36.38 23,332 0.54 31 155 3.35 1,005 24,337 0 24,337 36.42 24,337 0.56 32 160 3.35 1,005 25,342 0 25,342 36.46 25,342 0.58 33 165 3.91 1,172 26,514 0 26,514 36.50 26,514 0.61 34 170 3.91 1,172 27,686 0 27,686 36.54 27,686 • 0.64 35 175 3.91 1,172 28,858 01 28,858 36.59 28,858 0.66 36 180 3.91 1,172 30,030 0 30,030 36.63 30,030 0.69 37 185 3.91 1,172 31,201 0 31,201 36.68 31,201 0.72 38 190 4.46 1,338 32,540 0 32,540 36.73 32,540 0.75 39 195 4.46 1,338 33,878 0 33,878 36.78 33,878 0.78 40 200 4.46 1,338 35,216 0 35,216 36.83 35,216 0.81 41 205 5.02 1,505 36,721 0 36,721 36.89 36,721 0.84 42 210 5.57 1,671 38,392 0 38,392 36.95 38,392 0.88 43 215 6.13 1,838 40,230 0 40,230 37.02 40,230 0.92 44 220 6.13 1,838 42,068 0 42,068 37.09 42,068 0.97 45 225 6.68 2,004 44,072 0 44,072 37.16 44,072 1.01 46 230 6.68 2,004 46,076 0 46,076 37.24 46,076 1.06 47 235 7.24 2,171 48,247 0 48,247 37.32 48,247 1.11 48 240 7.24 2,171 50,417 0 50,417 37.40 50,417 1.16 49 245 7.79 2,337 52,755 0 52,755 37.49 52,755 1.21 50 250 8.35 2,504 55,258 0 55,258 37.59 55,258 1.27 51 255 8.90 2,670 57,929 0 57,929 37.69 57,929 1.33 52 260 9.46 2,837 60,765 0 60,765 37.79 60,765 1.39 53 265 10.01 3,003 63,768 0 63,768 37.91 63,768 1.46 54 270 10.01 3,003 66,772 1 01 66,772 1 38.02 66,772 1.53 55 275 10.57 3,170 69,941 1 01 69,941 1 38.14 69,941 1.61 Basin Depth Analysis Page 11 of 14 • TKC JOB # 2017110600 100 YEAR - 6 HOUR STORM EVENT • r -1 L J TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 11.12 3,336 73,277 0 73,277 38.27 73,277 1.68 57 285 11.68 3,503 76,780 0 .76,780 38.40 76,780 1.76 58 290 11.68 3,503 80,283 01 80,283 38.53 80,283 1.84 59 295 12.23 3,669 83,952 0 83,952 38.67 83,952 1.93 60 300 12.79 3,836 87,788 0 87,788 38.81 87,788 2.02 61 305 15.56 4,668 92,456 0 92,456 38.99 92,456 2.12 62 310 18.34 5,501 97,956 0 97,956 39.20 97,956 2.25 63 315 20.00 6,000 103,956 0 103,956 39.42 103,956 2.39 64 320 21.67 6,500 110,456 0 110,456 39.67 110,456 2.54 65 325 24.44 7,332 117,788 0 117,788 39.94 117,788 2.70 66 330 29.43 8,830 126,618 0 126,618 40.28 126,618 2.91 67 335 8.90 2,670 129,288 0 129,288 40.38 129,288 2.97 68 340 3.35 1,005 130,294 0 130,294 40.42 130,294 2.99 69 345 1.69 506 130,800 0 130,800 40.44 130,800 3.00 70 350 1.13 339 131,139 0 131,139 40.45 131,139 3.01 71 355 0.02 6 131,145 1 01 131,145 40.45 131,145 3.01 72 360 0.55 166 131,312 1 01 131,312 40.46 131,312 3.01 Basin Depth Analysis Page 12 of 14 . TKC JOB # 2.017E +09 100 YEAR - 24 HOUR STORM EVENT • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.25 222 222 0 222 35.51 222 0.01 2 30 0.37 333 556 0 556 35.52 556 0.01 3 45 0.37 333 889 0 889 35.53 889 0.02 4 60 0.49 445 1,334 0 1,334 35.55 1,334 0.03 5 75 0.37 333 1,667 0 1,667 35.56 1,667 0.04 6 90 0.37 333 2,001 0 2,001 35.58 2,001 0.05 7 105 0.37 333 2,334 0 2,334 35.59 2,334 0.05 8 120 0.49 445 2,779 0 2,779 35.60 2,779 0.06 9 135 0.49 445 3,224 0 3,224 35.62 3,224 0.07 10 150 0.49 445 3,668 0 3,668 35.64 3,668 0.08 11 165 0.62 556 4,224 0 4,224 35.66 4,224 0.10 12 180 0.62 556 4,780 0 4,780 35.68 4,780 0.11 13 195 0.62' 556 5,336 0 5,336 35.70 5,336 0.12 14 210 0.62 556 5,892 0 5,892 35.72 5,892 0.14 15 225 0.62 556 6,448 0 6,448 35.74 6,448 0.15 16 240 0.74 667 7,115 0 7,115 35.77 7,115 0.16 17 255 0.74 667 7,782 0 7,782 35.79 7,782 0.18 18 270 0.86 778 8,560 0 8,560 35.82 8,560 0.20 19 285 0.86 778 9,338 0 9,338 35.85 9,338 0.21 20 300 0.99 889 10,227 0 10,227 35.89 10,227 0.23 21 315 0.74 667 10,894 0 10,894 35.91 10,894 0.25 22 330 0.86 778 11,672 0 11,672 35.94 11,672 0.27 23 345 0.99 889 12,562 0 12,562 35.97 12,562 0.29 24 360 0.99 889 13,451 0 13,451 36.01 13,451 031 25 375 0.07 65 13,516 0 13,516 36.01 13,516 0.31 26 390 0.10 91 13,607 0 13,607 36.01 13,607 0.31 27 405 0.38 339 13,947 0 13,947 36.03 13,947 0.32 28 420 0.41 365 14,311 0 14,311 36.04 14,311 0.33 29 435 0.43 390 14,701 0 14,701 36.05 14,701 0.34 30 450 0.71 637 15,338 0 15,338 36.08 15,338 0.35 31 465 0.98 884 16,222 0 16,222 36.11 16,222 0.37 32 480 1.26 1,131 17,354 0 17,354 36.15 17,354 0.40 33 495 1.78 1,600 18,954 0 18,954 36.22 18,954 0.44 34 510 1.80 1,624 20,578 0 20,578 36.28 20,578 0.47 35 525 2.08 1,871 22,449 0 22,449 36.35 22,449 0.52 36 540 2.35 2,117 24,566 0 24,566 36.43 24,566 0.56 37 555 2.87 2,585 27,151 0 27,151 36.52 27,151 0.62 38 570 3.15 2,831 29,982 0 29,982 36.63 29,982 0.69 39 585 3.42 3,076 33,058 0 33,058 36.75 33,058 0.76 40 600 3.69 3,321 36,379 0 36,379 36.87 36,379 0.84 41 615 1.99 1,788 38,167 0 38,167 36.94 38,167 0.88 42 630 2.01 1,810 39,977 0 39,977 37.01 39,977 0.92 43 645 3.27 2,944 42,921 0 42,921 37.12 42,921 0.99 44 660 3.30 2,966 45,887 0 45,887 37.23 45,887 1.05 45 675 3.07 2,765 48,652 0 48,652 37.34 48,652 1.12 46 690 3.10 2,787 51,439 0 51,439 37.44 51,439 1.18 47 705 2.63 2,364 53,802 0 53,802 37.53 53,802 1.24 48 720 2.90 2,607 56,409 0 56,409 37.63 56,409 1.29 49 735 4.65 4,184 60,593 0 60,593 37.79 60,593 1.39 50 750 4.92 4,427 65,020 0 65,020 37.95 65,020 1.49 51 765 5.44 4,892 69,912 0 69,912 38.14 69,912 1.60 52 780 5.70 5,134 75,047 0 75,047 38.33 75,047 1.72 53 795 6.96 6,266 81,313 0 81,313 38.57 81,313 1.87 54 810 6.98 6,285 87,598 0 87,598 38.81 87,598 2.01 55 825 4.29 3,859 91,457 0 91,457 38.95 91,457 2.10 56 840 4.31 3,878 95,336 01 95,336 39.10 95,336 2.19 57 855 5.32 4,786 100,122 01 100,122 39.28 100,122 2.30 58 870 5.09 4,583 1 104,705 01 104,705 39.45 104,705 2.40 Basin Depth Analysis Page 13 of 14 • TKC JOB # 2.017E +09 inn YFAR - 94 HOHR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 5.11 4,601 109,306 0 109,306 39.62 109,306 2.51 60 900 4.89 4,397 113,703 0 113,703 39.79 113,703 2.61 61 915 4.66 4,192 117,895 0 117,895 39.95 117,895 2.71 62 930 4.43 3,987 121,882 0 121,882 40.10 121,882 2.80 63 945 3.46 3,115 124,997 0 124,997 40.22 124,997 2.87 64 960 3.48 3,132 128,130 0 128,130 40.34 128,130 2.94 65 975 0.49 445 128,574 0 128,574 40.35 128,574 2.95 66 990 0.49 445 129,019 0 129,019 40.37 129,019 2.96 67 1005 0.37 333 129,352 0 129,352 40.38 129,352 2.97 68 1020 0.37 333 129,686 0 129,686 40.39 129,686 2.98 69 1035 0.11 100 129,786 0 129,786 40.40 129,786 2.98 70 1050 0.13 115 129,901 0 129,901 40.40 129,901 2.98 71 1065 0.14 130 130,031 0 130,031 40.41 130,031 2.99 72 1080 0.49 445 130,476 0 130,476 40.42 130,476 3.00 73 1095 0.49 445 130,920 0 130,920 40.44 130,920 3.01 74 1110 0.49 445 131,365 0 131,365 40.46 131,365 3.02 75 1125 0.37 333 131,698 0 131,698 40.47 131,698 3.02 76 1140 0.25 222 131,921 0 131,921 40.48 131,921 3.03 77 1155 0.37 333 132,254 0 132,254 40.49 132,254 3.04 78 1170 0.00 2 132,257 0 132,257 40.49 132,257 3.04 79 1185 0.37 333 132,590 0 132,590 40.50 132,590 3.04 80 1200 0.25 222 132,813 0 132,813 40.51 132,813 3.05 81 1215 0.37 333 133,146 0 133,146 40.52 133,146 3.06 82 1230 0.37 333 133,480 0 133,480 40.54 133,480 3.06 83 1245 0.37 333 133,813 0 133,813 40.55 133,813 3.07 84 1260 0.25 222 134,035 0 134,035 40.56 134,035 3.08 85 1275 0.37 333 134,369 0 134,369 40.57 134,369 3.08 86 1290 0.25 222 134,591 0 134,591 40.58 134,591 3.09 87 1305 0.37 333 134,925 0 134,925 40.59 134,925 3.10 88 1320 0.25 222 135,147 0 135,147 40.60 135,147 3.10 89 1335 0.37 333 135,481 0 135,481 40.61 135,481 3.11 90 1350 0.25 222 135,703 0 135,703 40.62 135,703 3.12 91 1365 0.25 222 135,925 0 135,925 40.63 135,925 3.12 92 1380 0.25 222 136,148 0 136,148 40.64 136,148 3.13 93 1395 0.25 222 136,370 0 136,370 40.65 136,370 3.13 94 1410 0.25 222 136,592 0 136,592 40.65 136,592 3.14 95 1425 0.251 222 136,815 01 136,815 40.66 136,815 3.14 96 1 1440 1 0.251 222 1 137,037 01 137,037 40.67 137,037 3.15 Basin Depth Analysis Page 14 of 14 0 PIPE CAPACITY CALCULATIONS 0 I] • PIPE CAPACITY TABLE PIPE SIZE MINIMUM SLOPE FLOW RATE (CFS) CAPACITY (CFS) PIPE 1 24" 0.005 16.9 17.14 PIPE 2 36" 0.005 24.74 50.53 PIPE 3 36" 0.005 29.27 50.53 PIPE 4 36" 0.005 40.47 50.53 PIPE 5 18" 0.005 2.94 7.96 PIPE 6 24" 0.005 8.11 17.14 PIPE 7 24" 0.005 13.00 17.14 • • 18" dIRGULAR PIPE @ MAXIMUM CAPACITY DEPTH = 0.96 (DIAMETEIZ) N = O.o13 , S =0.005 tmp #3 Given Input Data: shape .. solving for Diameter ... Depth ...... slope ... Manning's n Manning Pipe calculator Circular Flowrate 1.5000 ft 1.4400 ft 0.0050 ft /ft 0.0130 computed Results: Flowrate ....................... 7.9578 cfs Area 1.7671 ft2 wetted Area ..................... 1.7434 ft2 wetted Perimeter ................ 4.1083 ft Perimeter ....................... 4.7124 ft velocity ... .................. 4.5645 fps Hydraulic Radius ................ 0.4244 ft Percent Full 96.0000 % Full flow Flowrate .............. 7.4277 cfs Full flow velocity .............. 4.2032 fps critical Information critical depth .................. 1.2157 ft critical slope .....:........... 0.0069 ft /ft critical velocity ............... 6.2855 fps critical area ................... 1.5821 ft2 critical perimeter .............. 3.2876 ft critical hydraulic radius ....... 0.4812 ft critical top width .............. 1.5000 ft specific energy ................. 1.8575 ft Minimum energy 1.8235 ft Froude number ................... 0.8080 Flow condition .................. subcritical • Page 1 -LA4 r-1 r-= .W wSr+n6AIvrt PEPTH = 0.96 (DIAmr= , N= 0.013. S -0.005 tmp #4 • Manning Pipe Calculator Given Input Data: shape .. solving for Diameter ... Depth ...... slope ... manning's n circular Flowrate 2.0000 ft 1.9200 ft 0.0050 ft /ft 0.0130 computed Results: Flowrate ........................ 17.1382 cfs Area .......................... 3.1416 ft2 wetted Area ..................... 3.0994 ft2 wetted Perimeter ................ 5.4778 ft Perimeter ....................... 6.2832 ft velocity ........................ 5.5294 fps Hydraulic Radius ................ 0.5658 ft Percent Full .................... 96.0000 % Full flow Flowrate .............. 15.9965 cfs Full flow velocity .............. 5.0918 fps Critical Information Critical depth .................. 1.6557 ft Critical slope ................. 0.0063 ft /ft critical velocity ............... 7.4304 fps Critical area ................... 2.8822 ft2 Critical perimeter .............. 4.4530 ft Critical hydraulic radius ....... 0.6473 ft Critical top width .............. 2.0000 ft • specific energy ................. 2.5327 ft Minimum energy 2.4836 ft Froude number ................... 0.8477 Flow condition .................. subcritical • Page 1 16' CIRCULAR nrr W KLAASMIUM GA'H fS-1 II DEPTH = 0.9G (DIAMSTER) N= 0.013, S=0.005 tmp #5 • Manning Pipe Calculator Given Input Data: shape ....................... Circular solving for ..................... Flowrate Diameter ........................ 3.0000 ft Depth ........................... 2.8800 ft Slope ........................ 0.0050 ft /ft manning's n ..................... 0.0130 computed Results: Flowrate .............: Area ................. wetted Area ........... wetted Perimeter ...... Perimeter ............. velocity .. .......... Hydraulic Radius ...... Percent Full .......... Full flow Flowrate .... Full flow velocity .... 50.5291 cfs 7.0686 ft2 6.9737 ft2 8.2166 ft 9.4248 ft 7.2456 fps 0.8487 ft 96.0000 % 47.1629 cfs 6.6722 fps critical Information Critical depth .................. 2.5553 ft critical slope .................. 0.0056 ft /ft Critical velocity ............... 9.4241 fps Critical area ................... 6.7001 ft2 Critical perimeter .............. 6.8229 ft critical hydraulic radius ....... 0.9820 ft Critical top width .............. 3.0000 ft specific energy ................. 3.9320 ft Minimum energy 3.8329 ft Froude number ................... 0.9069 Flow condition .................. subcritical • Page 1 40 RETENTION BASIN CALCULATIONS 0 0 • RETENTION BASIN CAPACITY SUMMARY DEPTH OF PROPOSED UNDERGROUND BASIN: 6.5' RETENTION BASIN BOTTOM ELEVATION: 35.5 RETENTION BASIN TOP ELEVATION: 42.0 STORM EVENT BASIN HGL VOLUME REQUIRED CU. FT. VOLUME PROVIDED CU. FT. 10 YEAR 37.72 58,858 172,250 100 YEAR 40.67 137,037 172,250 It should be noted that the proposed underground retention basin has been sized in order to allow for the addition of as much as 0.8 acres of future development to the tributary area considered in this permit application, while maintaining the minimum amount of freeboard required by City of La Quinta standards. • • 0 STREET CAPACITY CALCULATIONS 0 • STREET CAPACITY CALCULATIONS: A 100 year street capacity calculation and diagram is provided on the following sheets representing both the pedestrian esplanade to the west of the Hotel /Conference Center expansion and the north -south vehicular Drive. For the purposes of the capacity calculations, each case is assumed to have a regular cross section with a longitudinal slope of 0.005. Manning's equation for flow in an open channel with an irregular cross section can be used as shown below to show that the cross section has the capacity to convey 17.58 cfs when the depth of flow is at curb height. The calculated data will be used to show that curb inlets proposed along the pedestrian esplanade and vehicular drive will operate with the flow depth below curb height during a 100 year event. Manning's Equation is: Q= 1.486AR2/3S '/2 /n where, Q = flowrate (cubic feet/second) A = cross sectional area (feet 2) • R = hydraulic radius (feet) = A/P P = wetted perimeter (feet) S = longitudinal slope n = manning's roughness coefficient For the Street Cross Section shown on the following page:. A = 6.86 ft2 P= 31.02ft R = 0.221 ft S = 0.005 n = 0.015 Q =17.58 cfs • • 6" CURB TYPICAL STREET SECTION NORTH /SOUTH VEHICULAR DRIVE PEDESTRIAN ESPLANADE 30' MINIMUM LONGITUDINAL SLOPE ROUGHNESS COEFFICIENT (N) = 0.5% (.005) = 0.015 6" CURB • STREET CAPACITY TABLE STREET MAXIMUM FLOW CURB TO CURB CAPACITY PEDESTRIAN 16.9 CFS 17.58 CFS ESPLANADE VEHICULAR DRIVE 13.0 CFS 17.58 CFS n U • 0 INLET SIZING CALCULATIONS • • CURB OPENING INLET ON GRADE According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet on a grade operates effectively where flow depth at the curb is sufficient for the inlet to perform efficiently. The street capacity calculations provided in the previous section show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Catch Basin Sizing — On Grade calculation sheets that follow provide an equation for the length of curb opening (Lt) inlet required for total interception of gutter flow on a pavement section with a straight cross slope. The efficiency of curb - opening inlet on grade shorter than the length required for total interception is expressed by the following equation: E= 1- (1- L /L,)1' The parameters used on the following sheets are defined here: Q = Flowrate (cfs) S = longitudinal slope S,, = Cross Slope n = Manning's Roughness Coefficient a = Curb Inlet Opening Height W = Gutter Width • i CURB OPENING INLET IN A SAG CONDITION . According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet in a sag condition operates as a weir to depths of flow equal to the curb opening height. The street capacity calculations provided previously show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Drainage of Highway Pavements manual shows that the equation for the interception capacity of a depressed curb - opening inlet acting as a weir is: Q =C(L + 1.8W)di.s Where: C= constant =2.3 L= length of curb opening (ft) W= lateral of the depression (ft) d =depth of the curb measured from the normal cross slope (ft) For a curb opening inlet in a sag condition with an opening width of 4 feet, the captured flowrate can be calculated as follows: i L =4 ft W =4 ft d =0.5 ft Q =2.3(4 + (1.8)(4))(0.5) 15 = 9.11 cfs i • GRATE INLETS IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), grate inlets in a sag condition operate as weirs under low head conditions and as orifices at greater depths. Assuming a maximum allowable depth over the grate inlet of 8 ", the capacity of a grate inlet operating as a weir is: Q= C,Pd"' Where P = perimeter of the grate (ft.) disregarding bars and CW = 3.0. For a proposed 2'X3' grate inlet, the capacity can be calculated as: Q = 3.0(2 +3 +2 +3)(0.67)15= 16.45 cfs According to City of La Quinta Bulletin #06 -16, area drains should have a factor of safety of 2 in order to assume 50% clogging of the grate. Therefore, the capacity of a 2'X3' grate inlet in a sag condition is: Q = 16.45/2 cfs = 8.22 cfs • • • AREA DRAINS City of La Quinta Bulletin #06 -16, Section 5 states that the capacity of area drains used to collect runoff from relatively small basins (approximately 2 acres) maybe estimated at 5 cfs per acre. Subareas 5, 8 and 9 will rely on the use of multiple area drains to collect runoff. The estimated capacity to collect runoff within each of these subareas can be calculated as follows: Subarea 5 Area = 2.24 ac. Area Drain Capacity = (5 cfs /acre) X 2.24 ac. = 11.2 cfs Q 100 = 11.2 cfs Subarea 8 Area = 0.54 ac. Area Drain Capacity = (5 cfs /acre) X 0.50 ac. = 2.5 cfs Q100 = 3.34 cfs Subarea 9 Area = 1.02 ac. Area Drain Capacity = (5 cfs /acre) X 0.97 ac. = 4.85 cfs Q 100 = 4.85 cfs Based on these estimated area drain calculations, subareas 8 and 9 fall just short of providing the capacity required during the 100 year event. It is recommended that the final grading and • drainage design provide measures to provide additional inlet capacity or a means to overflow to an adjacent subarea in the event that drainage capacity is exceeded. • • INLET SIZING: INLET SIZING —100 YEAR STORM EVENT • • INLET INLET TYPE INLET 100 YEAR FLOW INLET SIZE CAPACITY CB -1 CURB OPENING 7' 8.45cfs 7.77 cfs ON GRADE CB -2 CURB OPENING 7' 8.45 cfs 7.77 cfs ON GRADE CB -3 CURB OPENING 4' 3.92cfs + 0.62cfs= 9.11 cfs IN A SAG 4.54 cfs CB -4 CURB OPENING 4' 3.92cfs + 0.62cfs= 9.11 cfs IN A SAG 4.54 cfs CB -5 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -6 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -7 CURB OPENING 4' 4.3cfs +2.2cf 9.11 cfs IN A SAG = 6.50cfs CB -8 CURB OPENING 4' 4.3cfs +2.2cfs 9.11 cfs IN A SAG = 6.5cfs I -1 GRATE INLET IN 2'X 3' 4.53 cfs 8.22 cfs A SAG io 72 HOUR PERCOLATION CALCULATIONS 0 • 72 HOUR PERCOLATION CALCULATIONS: City of La Quinta Bulletin #06 -16, Section 6 requires that a retention basin should be capable of percolating the entire 100 year storm retention capacity in less than 72 hours. Maxwell Plus drywell injection rates are assumed to be 0.1 cfs per drywell for the 72 hour retention basin percolation calculation. Calculations to determine the number of drywell systems needed to dissipate the stored runoff from a 100 year storm event, within a 72 hour period are included in this section. Runoff volume (100 year event) = 137,037 ft3 Drywell percolation volume (72 hours) = 0.10cfs (3600 s/hr)(72 hours) = 25,920 ft3 Based on these calculations and injection rate assumptions, six separate drywell systems providing percolation at a rate of 0.10 cfs are required to percolate the entire 100 year event storage in a 72 hour period. Supplemental percolation tests performed at the retention basin location by the Geotechnical Engineer are recommended. The final grading and drainage design will provide the location of each drywell system that is to be installed to insure that a • minimum of 200 feet separation between drywells is maintained, per City of La Quinta requirements. According to soil sample boring data included in the Geotechnical Investigation Report prepared for this project, silt layers are present at depths of 10 feet below the existing ground surface. Therefore 0 in/hr percolation must be assumed when using retention basin sizing calculations. i APPENDIX "A" REFERENCE MATERIAL • Precipwn Frequency Data Server • Pa to of 6 POINT PRECIPITATION FREQUENCY ESTIMATES FROM NOAA ATLAS 14 mob, „rr' California 33.69005 N 116.31487 W 183 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume I, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Wed Oct 7 2009 Confidence Limits Seasonality Location Maps J1 Other Info.:]F GIs data Maps Docs C Precipitation Freauency Estimates (inches) ARI* F F5 D54 F min m F15 0 0 6 6 0 1 120 1 3hr 6 6hr � 12 4 4 4 48 4 4 I I&5F 1 10 0 0 0 0 4 45 6 60 a mm h Efl 0.16 F02_0_1 0.27 0.33 0.45 0.52 0.69 0.86 0.92 0.94 1.01 1.11 1.18 1.33 1.49 1.67 1.78 0 0.14 0.22 0.27 0.36 10.45 10.61 0.70 0.94 1.17 1.26 1.27 1.36 1.50 1.60 1.81 2.04 2.30 2.44 0.46 0.57 0.77 0.95 11.24]Fl 38 1.771F2 16 1 2.40 2.43 2.58 2.82 3.04 3.45 3.85 4.33 4.62 0.65 0.80 1.08 1.34 1.68 1.84 2.31 2.79 3.13 3.15 3.39 3.66 3.95 4.46 4.96 5.54 5.93 - i nese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval L Precipitation Frequency Estimates (inches) ARI ** 10 15 30 60 120 3 6 12 F2flP48 �❑7 MI min hr hr hr r day day day day day day day . - 12�� o2Zs o341 xo111 0s6 o�4 oss l n 1i o 1i o 1x 19 F1 37 00 0 0.18 0.28 0.35 0.47 0.58 0.77 0.86 1.14 F 41JEflEfl 1.60 1.75 1.86 2.11 2.36 2.66 2.82 �5 0.29 0.44 0.55 0.73 0.91 1.17 1.30 1.69 2.08 2.27 2.29 2.39 2.60 2.78 3.17 3.55 3.99 4.25 10 10.38 10.58 10.72 10.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 MP16_61F,.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5.16 F5 741 6.39 6.84 If if 11 11 11 11 If I i Return to State http: //hdsc.nws.noaa. gov/ cgi- binlhdscibuildout.perl ?type=pf &units =us &series =pd &statename = SOUTHERN +CALIFORNIA &s... 10/7/2009 0.46 0.57 0.77 0.95 11.24]Fl 38 1.771F2 16 1 2.40 2.43 2.58 2.82 3.04 3.45 3.85 4.33 4.62 0.65 0.80 1.08 1.34 1.68 1.84 2.31 2.79 3.13 3.15 3.39 3.66 3.95 4.46 4.96 5.54 5.93 - i nese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval L Precipitation Frequency Estimates (inches) ARI ** 10 15 30 60 120 3 6 12 F2flP48 �❑7 MI min hr hr hr r day day day day day day day . - 12�� o2Zs o341 xo111 0s6 o�4 oss l n 1i o 1i o 1x 19 F1 37 00 0 0.18 0.28 0.35 0.47 0.58 0.77 0.86 1.14 F 41JEflEfl 1.60 1.75 1.86 2.11 2.36 2.66 2.82 �5 0.29 0.44 0.55 0.73 0.91 1.17 1.30 1.69 2.08 2.27 2.29 2.39 2.60 2.78 3.17 3.55 3.99 4.25 10 10.38 10.58 10.72 10.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 MP16_61F,.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5.16 F5 741 6.39 6.84 If if 11 11 11 11 If I i Return to State http: //hdsc.nws.noaa. gov/ cgi- binlhdscibuildout.perl ?type=pf &units =us &series =pd &statename = SOUTHERN +CALIFORNIA &s... 10/7/2009 - i nese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval L Precipitation Frequency Estimates (inches) ARI ** 10 15 30 60 120 3 6 12 F2flP48 �❑7 MI min hr hr hr r day day day day day day day . - 12�� o2Zs o341 xo111 0s6 o�4 oss l n 1i o 1i o 1x 19 F1 37 00 0 0.18 0.28 0.35 0.47 0.58 0.77 0.86 1.14 F 41JEflEfl 1.60 1.75 1.86 2.11 2.36 2.66 2.82 �5 0.29 0.44 0.55 0.73 0.91 1.17 1.30 1.69 2.08 2.27 2.29 2.39 2.60 2.78 3.17 3.55 3.99 4.25 10 10.38 10.58 10.72 10.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 MP16_61F,.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5.16 F5 741 6.39 6.84 If if 11 11 11 11 If I i Return to State http: //hdsc.nws.noaa. gov/ cgi- binlhdscibuildout.perl ?type=pf &units =us &series =pd &statename = SOUTHERN +CALIFORNIA &s... 10/7/2009 10 10.38 10.58 10.72 10.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 MP16_61F,.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5.16 F5 741 6.39 6.84 If if 11 11 11 11 If I i Return to State http: //hdsc.nws.noaa. gov/ cgi- binlhdscibuildout.perl ?type=pf &units =us &series =pd &statename = SOUTHERN +CALIFORNIA &s... 10/7/2009 E a [.i r PLATE E-6.1 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Grou Cover (2) A B C I D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 18 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 ` Good 41 63 75 81 Woodland Poor 45 66 77 83 • (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86. (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn; shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowdd grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) • = R 'C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) ■ ■ ■r1 ■r,l ■ ■I,■ ■111 ■►I ■ ■rMI ri■■rI ■I 'IN■ ■r / ■I ■ ■'IEEE■■ \■■ ■'I■■■■■■ ■I■■■■■■■■■ - — ■ I ■ ■ ■ ■ ■ ■ ■ ■ ■I. ■ ■ ■ ■ ■ ■ ■ ■11 ■ ■ ■ ■ ■ ■ ■ ■■ r /SEEN ■E ■E■ 8000MU■N ammammm "� ► A■■■■ess■■Ii ■M ■� ■ ■ ■ /Amess■sE■ ■E ■ ■ ■ ■ ■ ■■ ■rill ■ ■ ■ ■ ■ ■ ■' IONE ■ENEMIES ■ ■ ■ ■ ■ ■ ■ ■ ■ ►i ■I 1 ■ ■ ■ ■ ■ ■ /.■ ■■■ss■■ ■N■ MIE ■S■ENEreE! 1■ ■s■■ ■r /■ ■o■ ■■s■■■■ 12■■tl ■s ■E ■ ■ ■ ■E■■■ssm r� um ■■■■■■■■■■\■\■ FrIEE■■tE■ '�EE■ellE■1 ■■■■■ ■E ■s ■ ■s ■■ ■■■■■■■ ` /, ■ ■ ■E ■11■■ ■EN■■ ■s ■s■ ■E■ ■■■■■■■ '/■■■■■II■� ■NEE■■■sN■■s� ■s■■■ ■El ,N ■s■ \■Ile/` ■■■■■■ ■s ■s■■ 'ANE■■■■■ I■■■■■ \I1 7 ■ ■ ■ ■\ ■ ■ ■ ■s■■ I■■■■■■ . ■ ■ ■ ■ ■ ■ ■I1, \■■ t ■ ■ ■ ■ ■ \ ■ ■ ■r,■ ■E ■NE■■■■N ■E\EE ■:1 ■■■ ■ ■ ■ ■ ■ ■ \ ■EE'I ■ ■ \ ■ ■ ■ \ ■I. ■ ■ ■ ■ ■ \ ■ ■I It'/ E ■ ■ ■ ■ ■ ■ ■ ■ \ ■ ■r ■ ■ ■ ■ ■ ■ \ ■ ■I■ ■ ■ ■Y ■\ ■III■ . ■■■ MIS■■ ■ ■ ■ \ ■11 ■ ■ ■ ■ ■ ■ ■ ■r. ■ ■ ■ ■ ■ ■ ■E ■II ►I■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ \ ■ \ ■ ■ ■ ■ ■ ■■ \NEE ■ ■ \ \ ■ ■I /E■ ■o soN■ ■s■■orA ■o■ ■ ■ ■ ■ \�. ■ ■ ■t� ■ ■ ■ ■' Is■ ismos■ ■ ■ ■ ■ ■ ■ ■ ■ ■ \' /■ ■Est ■ ■ ■ / ■ ■E■ ■■Elil■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■I ■ ■ ■ ■ ■ ■ ■NI.■ ■■sEE■ENNrII IE■ so momorAmanENNED'A■ ■ES■EEN ■r ■I IN■ ■ ■ ■ ■ ■ ■■ ■Sri ■ ■ ■ ■ ■ ■ ■E'i ■ ■ ■ ■ ■ ■ ■ ■EI, ■el It■ ■o■■ ■s■ ■s'/ ■■ ■ ■ ■ ■t1, ■■ on ■■■ ■s ■s' /N ■ I IE■ ■■■■E■s■r E ■ ■■■■t■'�o■ ■ ■■■sE■r,t■ ■ I Is1 ■■■■■■■ ■ / / ■ ■E■■■ ■r,■■■■E ■ ■ ■E ■'IESEIIMII CP ■ ■■\■■ ■s /■ ■s■■■E'IE ■ ■t ■ ■E ■ ■ /, ■■ ■ ■I I \I ■■■■ N ■ ■II ■E ■sESt'I ■tE ■ ■NE ■ ■r.s ■ ■E ■I ISI ■■s■ ■t ■t ■ ■ ■ ■E ■I ■t ■ ■ ■ ■tENei ■ ■ ■ ■ ■II\I ■MI ■o■ ■r ■ ■E ■t■tr1 ■\o■ ■■■N■ /is ■ ■■ ■■I 1 ■I ■ ■ ■ ■E■rl■ ■■ snow m■ ■S■■■ MEN moss\■■ 1 ■I ■■■■sr■ ■MI ■s ■■ IEEE ■ ■ ■ \trE ■ ■EE ■E■II ■I ■■ E■ tr;■Ew■■■r� ■■■■ ■t■ ■ ■ ►IEE■■■■■■I Iti ■ o■■ r�E ■ ■E ■ ■r1 ■ ■ ■ ■ ■ ■ ■EI,E ■tE ■ ■E ■ \ ■I it ■ ■ttri ■ ■ ■ ■ ■Ie ■■ ■Sts■■ I ■ ■ ■ ■ ■ ■ ■ ■ ■ ■I I■ PC ■■ ■E MEMO ■Sri■■\■■■otrA■ ■owns\■■■■ I I■ is \r IEEE■ ■r,■■■■■■■ ■r / \ ■■s ■osst ■ ■ ■I i■ is E ■ \II ■ ■ ■sE�1 ■ ■ ■ ■ ■S■ /,ENS \ ■ ■t ■ ■ ■ ■ ■EI 1■ ■■■I1■e■■rEE■■■■E■ i■■s ■■■tE■Et■■ I I■ ----- ..�....■■■w AMEN a SEEM EEE■■ ■It NO M-M, EE I -i7 -W, lm'm -ROMI M.; MR, p•-I' "'. K. i �92 i= T, P tr �-W - - ----- IN I-" IN a Z., Mim 01 --. M M --- -1 OWL AN , zv paw W.-F-9 A. II m NS- MIR- N,2-- ga g Mow- NO y -MIN, 41 vw inD •WWI H 1. 1 HT !M;,� met, WE% x AWR M KA Vt "M 0011 o FA, V, RIA am gin Z 4-,-M _.,�_ .:t- r`-1, y ?i'' �� i 1 � •� - ;�i��� I r. ral^«>•= _ �%� ���.• '9- ..i��.r�r, -`'1� f �'i' N7 VW5� ;A11 �ggg�, 'Y-Y? 24 *7 AW� RIM AA W Mr, Am 1K®RMTTApg, -I-M.10415 T,#r* -I'M 14141�1 - - a rla. -r14 1.VW k144 -,moo n Nil t, W11 N&11111�' I 511�1 '� W7- i nS- -1 1;1 -IG , V-wi �g RM w PM NOR `.f� ii: ;L. •. .� �j rte. .. - �a+ ��. � �, �1�,i`!!p�t� - �.�r� '�_ - - .. ._:S M Mil -.1 L Ilk, 4 St u of -W i ?fq 1. t MO RIVERSIDE COUNTY FLbOD- 5�k ,;7 4 A N MA D -R CONSERVATION ne �:��"L.� ` %���" _.�. �-.� >�,rt�[c•. �.�_.. .)v,' ± ., <"- Y10}i! -!r P �� � �L ,: r j':�k`� �r� ',S^' �c.__ >�`�.r• Js rF�1:,`: ��-. � �7� _ WATE � & �� -31 SLOPE 'OF K� M "-4 ENSIT INT Y PM 41 ME 41\,�"'%c %-Rm, -CUR ,M on all 1k X 48.6 .ASPH 41 � 1 V4V r-'as IL 148. I I 1 r I a I I S � RI I I I 47.6 1 I d Fi- I 1 11 I 11 I f 1 I I 1 I I �7 M1 I II 1 (_X1I} 6.4 �1 TIEES 1!4ii.4 X, �I 46.9 1 I F-1 I ' I i X 48.6 r CITY OF LA QUINTA ulr_WWAY 111 VICNITY MAP NOT TO SCALE LEGEND P.A. -- I'm SUB BASIN POINT RAIN DATA m MiNTION Q10 (CFS) BASIN DATA 1 (NOAH ATLAS 14) CAPACITY REQUIRED: 131,178 CUBIC FEET DIRECTIONAL FLOW ARROW 100 YEAR, 1 HOUR 2.11" CAPACITY PROVIDED: 172,250 CUBIC FEET 1.57 100 YEAR, 3 HOUR 2.71" BASIN BOTTOM ELEVATION: 35.50 PROPOSED RETENTION BASIN 100 YEAR, 6 HOUR 3.28" BASIN DEPTH: 6.5 FEET 100 YEAR, 24 HOUR 4.38" HGL(100): 40.67 PROPOSED HOTEL CONFERENCE CENTER 10 YEAR, 1 HOUR 0.95" HGL(10): 37.90 SITE DEVELOPMENT AREA 10 YEAR, 3 HOUR 1.38" 13.0 5 10 YEAR, 6 HOUR 1.77" P" , ` 1.59 PROPOSED CONCRETE HARDSCAPE 10 YEAR, 24 HOUR 2.40" 6 6 0.66 2 YEAR, 1 HOUR 0.45" 0.65 SUB -BASIN DRAINAGE DATA 3.82 7 1.46 -- I'm SUB BASIN TOTAL AREA (AC.) IMPERVIOUSI AREA (AC.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 2.72 0.73 8.71 16.6 2 1.57 DRAINING NO: 1.10 0.70 3.99 7.59 3 0.66 :., ' 0.66 1.00 2.44 5.21 4 2.29 ; 2.29 1.00 6.99 13.0 5 2.24 P" , ` 1.59 0.71 5.87 11.2 6 6 0.66 0.43 0.65 2.01 3.82 7 1.46 1.07 0.73 4.85 9.18 8 1 0.50 0.35 0.70 1.76 3.34 9 0.97 0.68 0.70 2.74 5.22 TOTAL 14.1 10.9 0.77 PREPARED FOR: PYRAMID PROJECT MANAGEMENT SUB -BASIN DRAINAGE DATA Q� -Engineering - P 1 ann i ng CIT) RON� •Infrastructure -Environmental Management • GIS PRELI p SUB BASIN NUMBER 7 73 -255 El Paseo Drive Suite 15 Palm Desert CA 92260 UNDERGROUND GARAGE FOOTPRINT No. The Al tum Group T. 760.346.4750 F. 760.340.0089 SITE DEVELC � Bq. 12/31/10 DRAINAGE BASIN /SUB -BASIN BOUNDARY PREPARED UNDER THE DIRECT SUPERVISION OF: I PLANTER AREA CA DATE: HOTEL At JAMES R. BAZUA, R.C.E. NO. 58394 EXP. 12/31/10 j 'H'71 i i I ImAwli, i y1 OF LA OUINTA ►RY HYDROLOGY MAP 'MENT PERMIT NO. 08 -909 CONFERENCE CENTER 0MH1 r 1 if I rn 0 0 N vi SHEET N0. w 1OF1 M 0 0 I FILE: HY1106101.DWG DRAINING NO: M N v M I LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: The Altum Group PREPARED FOR: PYRAMID PROJECT MANAGEMENT September 4, 2009 � S ' � .`,r. ,.�.. . r �� �v � ��y�,, A a.�1. a"� �rri�. .,� �, ��. .0 '� � �Yr 1 ++, ', i ��.�� � M • LA QUINTA RESORT SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT PREPARED BY: . received The Altum Group OCT 15 2009 • City of La l Manning Depapartm ment reciaived SEP --•8 2009 City of La euinta Manning Department PREPARED FOR: YRAMIDYAWCT MANAGEMENT Septemb , (L Jn- ITU TA X 0 va� Irk �f,�^ e,;(t^ t.,j • • • LA QUINTA RESO SITE DEVELOPMENT PERMIT 08 -909 HOTEL /CONFERENCE CENTER HYDROLOGY REPORT FOR SITE DEVELOPMENT PERMIT 1' : ' : NW The Altum Group 73 -255 EL PASEO DRIVE, SUITE 15 PALM DESERT, CA 92260 the Supervision of: 1 James R. Bazuk..0or R.C.E. 58394 Expiration Date: December 31, 2010 QROFESS Fi011/ 6 F� �G No. 58394 3" Exp. 12 81 10 : � �/ , ` ^ \ � /.��`�����. % ¥ � �_ - - � � � � , ,: � «� � � �\ �`���r .� �� /������\ » � �\ ® � ` � � ° /mom \� }\ ��� ± §� � � �' \� � � � \�, /2t� /� xx a�'� � ®� z �� /��k� ~ ®���� � �« ��� ,z , �J�F% ,� LA QUINTA RESORT • SITE DEVELOPMENT PERMIT NO. 08-909 HOTEL /CONFERENCE CENTER EXPANSION HYDROLOGY REPORT TABLE OF CONTENTS: I PURPOSE AND SCOPE II DESIGN CRITERIA III SUMMARY OF FLOWRATES III RATIONAL METHOD CALCULATIONS -100 YEAR AND 10 YEAR IV PIPE CAPACITY CALCULATIONS V RETENTION BASIN CALCULATIONS • VI STREET CAPACITY CALCULATIONS VII INLET SIZING CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS IX APPENDIX "A" - REFERENCE MATERIAL AND HYDROLOGY MAP • • PURPOSE AND SCOPE The purpose of this report is to provide a preliminary hydrologic study of the La Quinta Resort, Hotel /Conference Center Expansion in support of Site Development Permit Application 08 -909. The proposed Hotel Conference Center expansion lies within Specific Plan Amendment No. 6, Planning Area 1. The La Quinta'Resort Hotel /Conference Center is currently developed. Site Development Permit No. 08 -909 proposes expansion of the existing Hotel /Conference Center and various other improvements over a 10.4 acre development area, including construction of an underground garage and the addition of an underground storm drain system capable of retaining runoff from the 100 year storm event on -site. lk e The report summarizes the hydraulic and hydrology requirements for the site and addresses the design methodology on which the drainage concept for the site is based. METHODOLOGY The total area covered under Permit No. 08 -909 includes 10.4 acres of improvements. However, storm runoff tributary to the site development permit area is generated over a 14.1 acre tributary area (see Hydrology Map, included). The existing drainage facilities serving the Hotel /Conference Center include an extensive system of inlets and area drains that lead to a common 24" mainline storm drain system that is designed to convey runoff toward the • easterly boundary of the La Quinta Resort and Spa. Runoff collected in the storm drain system is then directed to a wet well located near the intersection of the Entry Road and Eisenhower Drive, where it is pumped out of the wet well into a force main pipe located underneath Eisenhower Drive. The force main terminates in an existing lake, adjacent to the existing off -site Golf Course Channel. The Hydraulic and Hydrologic Report prepared previously by The Altum Group during the Specific Plan/Environmental Impact Report process for Planning Area 1 shows that even under optimum conditions, the maximum capacity of the existing 24" pipe is less than 19 CFS. Also, the existing pump system used to transfer flows from the 24" storm drain pipe into the existing force main system consists of two individual pumps, each capable of pumping 450 GPM (1.0 CFS) at peak performance. Since the existing storm drain system does not appear to have the capacity to convey the total runoff from the proposed Hotel /Conference Center development area during the 100 year storm event, an underground storm drain system capable of retaining runoff from the 100 year event on site is proposed. PROPOSED DRAINAGE SYSTEM The underground storm drain system proposed for the Hotel /Conference Center expansion includes a series of inlet and storm drain pipes capable of collecting and conveying runoff from the 100 year storm event to an underground retention system. The underground retention system includes the use of Maxwell Plus drywell systems used to dissipate stored • runoff within a 72 hour period in accordance with City of La Quinta standards. AS 01Sr.11SSE,0 W 1711 M&I, G08Lr,4t10 TGWY CDlA,QpS.S/ HYDE R4-M e7' IAA .Q cz1,oA rS AvI41 /NCL!/,o�GE�. eb-7- �T ,t S "Alf RC..A ✓,¢ 70 S�?(/ct%/Z • FHydrology Hote�nfe ence enter is�ocafe`rectly over anderground parking roposed development includes expansion of the existing underground parking limits of the proposed underground parking facility are represented on the ap included in the appendix of this report. The propo sed retention basin has so that it is not in conflict with the proposed garage expansion. The portion of the proposed expansion west of the Vehicular Drive will be equipped with a series of roof drains that will be piped through the garage structure, directly into the proposed retention basin. Runoff totals for storm water collected in the roof drain system have been included in the retention basin calculations found in this report. The roof drain pipe network for the area west of the Vehicular Drive will be included in the design of the parking garage structure, and is not represented graphically on the included Hydrology Map. The portion of the proposed expansion east of the Vehicular Drive is also equipped with a series of roof drains that are designed to direct runoff into the proposed backbone storm drain system that runs along the easterly boundary of the development site. This backbone system has been sized to collect this portion of roof drain runoff and convey it toward the proposed underground retention basin. The proposed underground storm drain system serving the Hotel /Conference Center Expansion consists of two separate backbone pipe systems that collect runoff of from a series of smaller storm drain pipes and area drains. A preliminary pipe capacity analysis is provided • in this report for each separate backbone line with the intent of establishing pipe sizes and slopes that provide results consistent with current City of La Quinta standards. It should be noted that a third separate storm drain pipe network designed to serve Subarea 6 (see Hydrology Map, included) is proposed. This relatively small independent system will collect runoff tributary to Subarea 6 only, and convey it to an underground drywell. The intent of the proposed drywell is to provide a means of eliminating surface flow of nuisance water. Since the amount of runoff collected in this separate system during the 100 year storm event exceeds the injection rate allowed by the City of La Quinta for drywells, storm flows are expected to bypass the curb inlets and flow along the Vehicular Drive toward Subarea 7. The inlet sizing chart included in this report allows for the collection of the overflow runoff. OVERFLOW STRATEGY Both the post and pre - development conditions are such that no off -site flows are introduced into the drainage boundary depicted on the enclosed Hydrology Map. In the event that an emergency overflow condition is reached and the proposed storm drain system reaches capacity, overflow drainage will follow existing drainage patterns toward the east along the existing Entry Road and adjacent parking area. Emergency overflow drainage will ultimately be directed onto Eisenhower Drive via the existing outlet just north of the Entry Drive. The rainfall data and design criteria used in this report are consistent with current City of La • Quinta standards for hydrology and hydraulic design. Rainfall totals are based on NOAA op k. • National Weather Service data, and the Runoff Index values are based on RCFC &WCD values for various types of development. 2. This report includes: 1) the det ination of on -site drainage areas as identified on the hydrology map for the project; 1 determination of peak flow rates using the Rational Method (Riverside County) software by Civi1CADD /CivilDesign; 3) determination of storm drain pipe sizes utilizing "Manning's Equation" to analyze individual pipes; 4) the determination of flood volumes for the retention basin utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short-cut Method) for the 100 year and 10 year storm events 5) the determination of inlet sizes calculated based on design criteria provided in the Federal Highway Administration "Design of Highway Pavements" manual 6) street flow capacity calculations and 7) a study intended to show the amount of time required to dissipate runoff stored after a 100 year storm event within a 72 hour period. n LJ is • DESIGN CRITERIA 0 • DESIGN CRITERIA SITE DEVELOPMENT PERMIT 08 -909 HYDROLOGY REPORT The following Riverside County Flood Control District (RCFCWCD) parameters were used in the preparation of the analyses: • Antecedant Moisture Condition —100 year 2 RCFCWCD Sheet C -4 • Antecedant Moisture Condition —10 year 2 RCFCWCD Sheet C -4 • 100 year — 1 Hour Precipitation 2.11" NOAA Atlas 14 • 100 year — 3 Hour Precipitation 2.71" J NOAA Atlas 14 • 100 year — 6 Hour Precipitation 3.28" J NOAA Atlas 14 • 100 year — 24 Hour Precipitation 4.38" / NOAA Atlas 14 • 10 year — 1 Hour Precipitation 0.95" NOAA Atlas 14 • 10 year — 3 Hour Precipitation 1.38" NOAH Atlas 14 • 10 year — 6 Hour Precipitation 1.77" NOAA Atlas 14 • 10 year — 24 Hour Precipitation 2.40" NOAA Atlas 14 • 2 year — 1 Hour Precipitation 0.45 NOAA Atlas 14 • Hydrologic Soil Type "C" • Slope Intensity Duration Curve 0.58 • Runoff Index (for pervious areas) 69 • Infiltration rate for pervious areas 38 C: • SUMMARY OF FLOWRATES 0 Ot Ll 10 SUMMARY OF FLOWRATES SUB -BASIN AREA (ac.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 0.73 8.86 16.9 2 1.57 0.70 4.12 7.84 3 0.66 1.00 ✓ 2.43 4.53 4 2.29 1.00 ✓ 7.24 13.5 5 2.24 0.71 5.87 11.2 6 0.66 0.65 2.32 4.41 7 1.46 0.73 4.15 8.59 8 0.50 0.70 1.55 2.94 9 0.97 0.70 2.72 5.11 4 "u' o S -7�y Cc+&+WoV, /M,J,QV /o0S,4/zr�►s Wk-A -_ e J:`�`� AAP ce7,+1A1E-0 6URY 10946Y PS /•Vs cod. HYORo 4,4P f/A6 .&IM! RE-'i/ /SE-7J 7b SNou/Co�c/CRE7 TV�- N�•7Cy • Opt! H•4r1DSYAPF �2��I Si ANp P.O • O v� `� �� � . �a T�71 4 ?3�L�4 IS ON AAX -V1W -r Rh-, S. vi WoAAM Q REPRE3Z --A1 S' ?HEFIPOR�S 70hbTb ?f CovFti1/C�C��6TE7L l 1,�/,c/ /CyW /LL U /!E="Ly ' AF-.4 c/ e&7ZMQ P.47/O AAZ�-A W / 7H LoT,s qo= pLq v7 &R � \� t �1 AArFm. So, 7HE 'To WBK e&h q AT QW.94-72vWAl . ' 1a ill ,. f tz-4.1 • RATIONAL METHOD CALCULATIONS 10 YEAR EVENT L' 0 • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA! P.E. 5 6 PROJECT NAME LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT 7 TKC JOB # 2017110600 8 I 1 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lc a) 360 30 31 ELEVATION OF HEADWATER 49 32 ELEVATION OF CONCENTRATION POINT 44 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 - 36 STORM FREQUENCY (YEAR) 10 37 38 IPOINT RAIN 39 3 -HOUR 1.38 40 6 -HOUR 1.77 41 24 -HOUR 2.4 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 441 35.5 22990 45 36.5 22990 46 37.5 22990 47 38.5 22990 48 39.5 22990 49 40.51 22990 50 421 22990 51 52 PERCOLATION RATE (in /hr) 0 53 54 DRYWELL DATA M55 NUMBER USED PERCOLATION RATE cfs r1 �J • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT BASIC DATA CALCULATION FORM TKC JOB # 2017110600 SHORTCUT METHOD BY :S R. BAZUA, P.E. DATE 9/3/2009 PHYSICAL DATA 3 -HOUR 6 -HOUR 24 -HOUR [11 CONCENTRATION POINT 1.03 1.09 0.87 1 52,847 1.21 [21 AREA DESIGNATION 44,558 1.02 REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 ON -SITE 44,190 1.01 [31 AREA - ACRES 17.50 15.13 3.19 14.100 37.781 4 L -FEET 37.42 1230 5 L -MILES 0.233 6 La -FEET 360.00 La -MILES 0.068 [81 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 21.5 [121 SA0.5 4.63 13 L'LCA/SA0.5 0.003 [141 AVERAGE MANNINGS'N' 0.02 (151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 [171100% OF LAG- MINUTES 3.3 [181200% OF LAG- MINUTES 6.7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 241 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [11 SOURCE [2] FREQUENCY -YEARS 10 [31 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [41 POINT RAIN INCHES Plate E -5.2 [5] AREA [6] [71 AVERAGE POINT RAIN INCHES [81 POINT RAIN INCHES Plate E -5.4 [9] AREA [101 [11] AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [131 AREA [141 [15] AVERAGE POINT RAIN INCHES 1.38 14.100 1.00 1.38 1.77 14.100 1.00 1.77 2.40 14.100 1.00 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [51 14.1 SUM [7] [16] AREA ADJ FACTOR [171 ADJ AVG POINT RAIN 1.38 SUM [9] 1 14.10 SUM [111 1.77 SUM [13] 1 14.10 SUM [151 2.40 1.000 1.000 1.000 1.381 1.77 2.40 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.03 1.09 0.87 FLOOD VOLUME (cu -ft) (acre -ft) 52,847 1.21 55,556 1.28 44,558 1.02 REQUIRED STORAGE (cu -ft) (acre -ft) 52,410 1.20 55,097 1.26 44,190 1.01 PEAK FLOW (cfs) 17.50 15.13 3.19 MAXIMUM WSEL (ft) 37.781 37.901 37.42 Plate E -2.1 Page 2 of 14 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 9/3/2009 JUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF - 1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUML 14.1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24- (T /60)) ^1.55 + 0.06 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 r� • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 1.38 CONSTANT LOSS RATE -in /hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.215 0.12 0.19 0.10 1.39 417.47 2 10 0.17 1.3 0.215 0.12 0.19 0.10 1.39 417.47 3 15 0.25 1.1 0.182 0.12 0.16 0.07 0.92 277.37 4 20 0.33 1.5 0.248 0.12 0.22 0.13 1.86 557.57 5 25 0.42 1.5 0.248 0.12 0.22 0.13 1.86 557.57 6 30 0.50 1.8 0.298 0.12 0.27 0.18 2.56 767.71 7 35 0.58 1.5 0.248 0.12 0.22 0.13 1.86 557.57 8 40 0.67 1.8 0.298 0.12 0.27 0.18 2.56 767.71 9 45 0.75 1.8 0.298 0.12 0.27 0.18 2.56 767.71 10 50 0.83 1.5 0.248 0.12 0.22 0.13 1.86 557.57 11 55 0.92 1.6 0.265 0.12 0.24 0.15 2.09 627.62 12 60 1.00 1.8 0.298 0.12 0.27 0.18 2.56 767.71 13 65 1.08 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 14 70 1.17 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 15 75 1.25 2.2 0.364 0.12 0.33 0.25 3.49 1047.91 16 80 1.33 2.0 0.331 0.12 0.30 0.21 3.03 907.81 17 85 1.42 2.6 0.431 0.12 0.39 0.31 4.43 1328.10 18 90 1.50 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 19 95 1.58 2.4 0.397 0.12 0.36 0.28 3.96 1188.01 20 100 1.67 2.7 0.447 0.12 0.40 0.33 4.66 1398.15 21 105 1.75 3.3 0.546 0.12 0.49 0.43 6.06 1818.45 22 110 1.83 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 23 115 1.92 2.9 0.480 0.12 0.43 0.36 5.13 1538.25 24 120 2.00 3.0 0.497 0.12 0.45 0.38 5.36 1608.30 25 125 2.08 3.1 0.513 0.12 0.46 0.40 5.59 1678.35 26 130 2.17 4.2 0.696 0.12 0.63 0.58 8.16 2448.89 27 135 2.25 5.0 0.828 0.12 0.75 0.71 10.03 3009.28 28 140 2.33 3.5 0.580 0.12 0.52 0.46 6.53 1958.54 29 145 2.42 6.8 1.126 0.12 1.01 1.01 14.23 4270.15 30 150 2.50 7.3 1.209 0.12 1.09 1.09 15.40 4620.40 31 155 2.58 8.2 1.358 0.12 1.22 1.24 17.50 5250.84 32 160 2.67 5.9 0.977 0.12 0.88 0.86 12.13 3639.72 33 165 2.75 2.0 0.331 0.12 0.30 0.21 3.03 907.81 34 170 2.83 1.8 0.298 0.12 0.27 0.18 2.56 767.71 35 175 2.92 1.8 0.298 0.12 0.27 0.18 1 2.56 767.71 36 1 180 3.00 0.6 0.099 0.12 1 0.09 0.01 1 0.14 42.03 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.03 FLOOD VOLUME (acft) 1.21 FLOOD VOLUME (cuft) 52846.75 REQUIRED STORAGE (acft) 1.20 REQUIRED STORAGE (cuft) 52409.80 PEAK FLOW RATE (cfs) 17.50 Plate E -2.2 Page 4 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR L CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.77 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.106 0.12 0.10 0.01 0.15 44.92 2 10 0.17 0.6 0.127 0.12 0.11 0.01 0.15 45.91 3 15 0.25 0.6 0.127 0.12 0.11 0.01 0.15 45.91 4 20 0.33 0.6 0.127 0.12 0.11 0.01 0.15 45.91 5 25 0.42 0.6 0.127 0.12 0.11 0.01 0.15 45.91 6 30 0.50 0.7 0.149 0.12 0.13 0.03 0.45 135.75 7 35 0.58 0.7 0.149 0.12 0.13 0.03 0.45 135.75 8 40 0.67 0.7 0.149 0.12 0.13 0.03 0.45 135.75 9 45 0.75 0.7 0.149 0.12 0.13 0.03 0.45 135.75 10 50 0.83 0.7 0.149 0.12 0.13 0.03 0.45 1 135.75 11 55 0.92 0.7 0.149 0.12 0.13 0.03 0.45 135.75 12 60 1.00 0.8 0.170 0.12 0.15 0.05 0.75 225.60 13 65 1.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 14 70 1.17 0.8 0.170 0.12 0.15 0.05 0.75 225.60 15 75 1.25 0.8 0.170 0.12 0.15 0.05 0.75 225.60 16 80 1.33 0.8 0.170 0.12 0.15 0.05 0.75 225.60 17 85 1.42 0.8 0.170 0.12 0.15 0.05 0.75 225.60 18 90 1.50 0.8 0.170 0.12 0.15 0.05 0.75 225.60 19 95 1.58 0.8 0.170 0.12 0.15 0.05 0.75 225.60 20 100 1.67 0.8 0.170 0.12 0.15 0.05 0.75 225.60 21 105 1.75 0.8 0.170 0.12 0.15 0.05 0.75 225.60 22 110 1.83 0.8 0.170 0.12 0.15 0.05 0.75 225.60 23 115 1.92 0.8 0.170 0.12 0.15 0.05 0.75 225.60 24 120 2.00 0.9 0.191 0.12 0.17 0.07 1.05 315.44 25 125 2.08 0.8 0.170 0.12 0.15 0.05 0.75 225.60 26 130 2.17 0.9 0.191 0.12 0.17 0.07 1.05 315.44 27 135 2.25 0.9 0.191 0.12 0.17 0.07 1.05 315.44 28 140 2.33 0.9 0.191 0.12 0.17 0.07 1.05 315.44 29 145 2.42 0.9 0.191 0.12 0.17 0.07 1.05 315.44 30 150 2.50 0.9 0.191 0.12 0.17 0.07 1.05 315.44 31 155 2.58 0.9 0.191 0.12 0.17 0.07 1.05 315.44 32 160 2.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 33 165 2.75 1.0 0.212 0.12 0.19 0.10 1.35 405.29 34 170 2.83 1.0 0.212 0.12 0.19 0.10 1.35 405.29 35 175 2.92 1.0 0.212 0.12 0.19 0.10 1.35 405.29 36 180 3.00 1.0 0.212 0.12 0.19 0.10 1.35 405.29 37 185 3.08 1.0 0.212 0.12 0.19 0.10 1.35 405.29 38 190 3.17 1.1 0.234 0.12 0.21 0.12 1.65 495.13 39 195 3.25 1.1 0.234 0.12 0.21 0.12 1.65 495.13 40 200 3.33 1.1 0.234 0.12 0.21 0.12 1.65 495.13 41 205 3.42 1.2 0.255 0.12 0.23 0.14 1.95 584.98 42 210 3.50 1.3 0.276 0.12 0.25 0.16 2.25 674.82 43 215 3.58 1.4 0.297 0.12 0.27 0.18 2.55 764.67 44 220 3.67 1.4 0.297 0.12 0.27 0.18 2.55 764.67 45 225 3.75 1.5 0.319 0.12 0.29 0.20 2.85 854.51 46 230 3.83 1.5 0.319 0.12 0.29 0.20 2.85 854.51 47 235 3.92 1.6 0.340 0.12 1 0.31 0.22 3.15 944.36 48 240 4.00 1.6 0.340 0.12 0.31 0.22 3.15 944.36 49 245 4.08 1.7 0.361 0.12 0.32 0.24 3.45 1034.20 50 250 4.17 1.8 0.382 0.12 0.34 0.27 3.75 1124.05 51 255 4.25 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 52 260 4.33 2.0 0.425 0.12 0.38 0.31 4.35 1303.74 53 265 4.42 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 54 270 4.50 2.1 0.446 0.12 0.40 0.33 4.65 1393.59 55 275 4.58 2.2 0.467 0.12 0.42 0.35 4.94 1483.43 56 280 4.67 2.3 0.489 0.12 0.44 0.37 5.24 1573.28 Plate E -2.2 Page 5 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.77 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.510 0.12 0.46 0.39 5.54 1663.12 58 290 4.83 2.4 0.510 0.12 0.46 0.39 5.54 1663.12 59 295 4.92 2.5 0.531 0.12 0.48 0.41 5.84 1752.97 60 300 5.00 2.6 0.552 0.12 0.50 0.44 6.14 1842.81 61 305 5.08 3.1 0.658 0.12 0.59 0.54 7.64 2292.04 62 310 5.17 3.6 0.765 0.12 0.69 0.65 9.14 2741.26 63 315 5.25 3.9 0.828 0.12 0.75 0.71 10.04 3010.80 64 320 5.33 4.2 0.892 0.12 0.80 0.78 10.93 3280.33 65 325 5.42 4.7 0.998 0.12 0.90 0.88 12.43 3729.56 66 330 5.50 5.6 1.189 0.12 1.07 1.07 15.13 4538.17 67 335 5.58 1.9 0.404 0.12 0.36 0.29 4.05 1213.89 68 340 5.67 0.9 0.191 0.12 0.17 0.07 1.05 315.44 69 345 5.75 0.6 0.127 0.12 0.11 0.01 0.15 45.91 70 350 5.83 0.5 0.106 0.12 0.10 0.01 0.15 44.92 71 355 5.92 0.3 0.064 0.12 0.06 0.01 0.09 26.95 72 360 6.00 0.2 0.042 0.12 0.04 0.00 0.06 17.97 Plate E -2.2 Page 6 of 14 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.09 FLOOD VOLUME (acft) 1.28 FLOOD VOLUME (cuft) 55556.50 REQUIRED STORAGE (acft) 1.26 REQUIRED STORAGE (cult) 55097.14 PEAK FLOW RATE (cfs) 15.13 Plate E -2.2 Page 6 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 2.40 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.019 0.206 0.017 0.002 0.03 24.36 2 30 0.50 0.3 0.029 0.203 0.026 0.003 0.04 36.55 3 45 0.75 0.3 0.029 0.201 0.026 0.003 0.04 1 36.55 4 60 1.00 0.4 0.038 0.199 0.035 0.004 0.05 48.73 5 75 1.25 0.3 0.029 0.196 0.026 0.003 0.04 36.55 6 90 1.50 0.3 0.029 0.194 0.026 0.003 0.04 36.55 7 •105 1.75 0.3 0.029 0.192 0.026 0.003 0.04 36.55 8 120 2.00 0.4 07638 7189 0.035 0.004 0.05 48.73 9 135 2.25 0.4 0.038 0.187 0.035 0.004 0.05 48.73 10 150 2.50 0.4 0.038 0.185 0.035 0.004 1 0.05 48.73 11 165 2.75 0.5 0.048 0.183 0.043 0.005 0.07 60.91 12 180 3.00 0.5 0.048 0.180 0.043 0.005 0.07 60.91 13 195 3.25 0.5 0.048 0.178 0.043 0.005 0.07 60.91 14 210 3.50 0.5 0.048 0.176 0.043 0.005 0.07 60.91 15 225 3.75 0.5 0.048 0.174 0.043 0.005 0.07 60.91 16 240 4.00 0.6 0.058 1 0.172 0.052 0.006 0.08 73.09 17 255 4.25 0.6 0.058 0.169 0.052 0.006 0.08 73.09 18 270 4.50 0.7 0.067 0.167 0.060 0.007 1 0.09 85.28 19 285 4.75 0.7 0.067 0.165 0.060 0.007 0.09 85.28 20 300 5.00 0.8 0.077 0.163 0.069 0.008 0.11 97.46 21 315 5.25 0.6 0.058 0.161 0.052 0.006 0.08 73.09 22 330 5.50 0.7 0.067 0.159 0.060 0.007 0.09 85.28 23 345 5.75 0.8 1 0.077 0.157 0.069 0.008 0.11 97.46 24 360 6.00 0.8 0.077 0.155 0.069 0.008 0.11 97.46 25 375 6.25 0.9 0.086 0.153 0.078 0.009 0.12 109.64 26 390 6.50 0.9 0.086 0.150 0.078 0.009 1 0.12 109.64 27 405 6.75 1.0 0.096 0.148 0.086 0.010 0.14 121.82 28 420 7.00 1.0 0.096 0.146 0.086 0.010 0.14 121.82 29 435 7.25 1.0 0.096 0.144 0.086 0.010 0.14 121.82 30 450 7.50 1.1 0.106 0.143 0.095 0.011 0.15 134.01 31 1 465 7.75 1.2 1 0.115 0.141 0.104 0.012 0.16 146.19 32 480 8.00 1.3 0.125 0.139 0.112 0.012 0.18 158.37 33 495 8.25 1.5 0.144 0.137 0.130 0.007 0.10 92.68 34 510 8.50 1.5 0.144 0.135 0.130 0.009 1 0.13 116.86 35 525 8.75 1.6 0.154 0.133 0.138 0.021 0.29 262.65 36 540 9.00 1.7 0.163 0.131 0.147 0.032 0.45 408.23 37 555 9.25 1.9 0.182 0.129 0.164 0.053 0.75 675.42 38 570 9.50 2.0 0.192 0.127 0.173 0.065 0.91 820.57 39 585 9.75 1 2.1 0.202 0.126 0.181 0.076 1.07 965.50 40 600 10.00 2.2 0.211 0.124 0.190 0.087 1.23 1 1110.20 41 615 10.25 1.5 0.144 0.122 0.130 0.022 0.31 280.10 42 630 10.50 1.5 0.144 0.120 0.130 1 0.024 0.34 302.54 43 645 10.75 2.0 0.192 0.118 0.173 1 0.074 1.04 933.88 44 660 11.00 2.0 0.192 0.117 0.173 0.075 1.06 955.86 45 675 11.25 1.9 0.182 0.115 0.164 0.067 0.95 855.80 46 690 11.50 1.9 0.182 0.113 0.164 0.069 0.97 877.32 47 705 11.75 1.7 0.163 0.112 0.147 0.052 0.73 654.97 48 720 12.00 1.8 0.173 0.110 0.156 0.063 0.89 797.85 49 735 12.25 2.5 0.240 0.108 0.216 0.132 1.86 1671.44 50 750 12.50 2.6 0.250 0.107 1 0.225 0.143 2.02 1813.85 51 765 12.75 2.8 0.269 0.105 0.242 0.164 2.31 2077.84 52 780 13.00 2.9 0.278 0.103 0.251 0.175 2.47 2219.76 53 795 13.25 3.4 0.326 0.102 0.294 0.224 3.17 2848.72 54 810 13.50 3.4 0.326 0.100 0.294 0.226 3.19 2868.32 55 825 13.75 2.3 0.221 0.099 0.199 0.122 1.72 1547.61 56 840 14.00 2.3 0.221 0.097 0.199 0.123 1.74 1566.70 57 855 14.25 2.7 0.259 0.096 0.233 0.163 2.30 2072.83 58 870 14.50 2.6 0.250 0.094 0.225 0.155 2.19 1969.58 59 885 14.75 2.6 0.250 0.093 0.225 0.157 2.21 1987.89 60 900 15.00 2.5 0.240 0.092 0.216 0.148 2.09 1884.11 61 915 15.25 2.4 0.230 0.090 0.207 0.140 1 1.98 1780.06 62 930 15.50 2.3 0.221 0.089 0.199 0.132 1.86 1675.74 63 945 15.75 1.9 0.182 0.087 0.164 0.095 1.34 1205.66 64 960 16.00 1.9 0.182 1 0.086 0.164 0.096 1.36 1222.61 65 975 16.25 0.4 0.038 0.085 0.035 0.004 0.05 48.73 :VENT Plate E -2.2 Page 7 of 14 • • • RCFCD SYN c HETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 10 YEAR E CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 2.40 CONSTANT LOSS RATE-in/hr Na VARIABLE LOSS RATE (AVG) iNhr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain iNhr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.038 0.083 0.035 0.004 0.05 48.73 67 1005 16.75 0.3 0.029 0.082 0.026 0.003 0.04 36.55 68 1020 17.00 0.3 0.029 0.081 0.026 0.003 0.04 1 36.55 69 1035 17.25 0.5 0.048 0.080 0.043 0.005 0.07 60.91 70 1050 17.50 0.5 0.048 0.079 0.043 0.005 0.07 60.91 71 1065 17.75 0.5 0.048- 0.077 0.043 0.005 0.07 60.91 72 1080 18.00 0.4 0.038 0.076 0.035 0.004 0.05 48.73 73 1095 18.25 0.4 • 0.038 0.075 0.035 0.004 0.05 48.73 74 1110 18.50 0.4 0.038 0.074 0.035 0.004 0.05 48.73 75 1125 18.75 0.3 0.029 0.073 0.026 0.003 0.04 36.55 76 1140 19.00 0.2 0.019 0.072 0.017 0.002 1 0.03 24.36 77 1155 19.25 0.3 0.029 0.071 0.026 0.003 0.04 36.55 78 1170 19.50 0.4 0.038 0.070 0.035 0.004 0.05 48.73 79 1185 19.75 0.3 0.029 0.069 0.026 0.003 0.04 36.55 80 1200 20.00 0.2 0.019 0.068 0.017 0.002 0.03 24.36 81 1215 20.25 0.3 0.029 0.067 0.026 0.003 0.04 36.55 82 1230 20.50 0.3 0.029 0.066 0.026 0.003 0.04 36.55 83 1245 20.75 0.3 0.029 0.065 0.026 0.003 0.04 36.55 84 1260 21.00 0.2 0.019 0.065 0.017 0.002 0.03 24.36 85 1275 21.25 0.3 0.029 0.064 0.026 0.003 0.04 36.55 86 1290 21.50 0.2 0.019 0.063 0.017 0.002 0.03 24.36 87 1305 21.75 0.3 0.029 0.062 0.026 0.003 0.04 36.55 88 1320 22.00 0.2 0.019 0.062 0.017 0.002 0.03 24.36 89 1335 22.25 0.3 0.029 0.061 0.026 0.003 0.04 36.55 90 1350 22.50 0.2 0.019 0.061 0.017 0.002 0.03 24.36 91 1365 22.75 0.2 0.019 0.060 0.017 0.002 0.03 24.36 92 1380 23.00 0.2 0.019 0.060 0.017 0.002 0.03 24.36 93 1395 23.25 0.2 0:019 0.059 0.017 0.002 0.03 24.36 94 1410 23.50 0.2 0.019 0.059 0.017 0.002 0.03 24.36 95 1425 23.75 0.2 0.019 0.059 0.017 0.002 0.03 24.36 96 1440 24.00 0.2 0.019 0.058 0.017 0.002 0.03 1 24.36 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.87 FLOOD VOLUME (acft) 1.02 FLOOD VOLUME (cuft) 44558.45 REQUIRED STORAGE (acft) 1.01 REQUIRED STORAGE (cuft) 44190.03 PEAK FLOW cfs 3.19 :VENT Plate E -2.2 Page 8 of 14 PROJECT: LA OUINTA RESORT SDP 08 -909 - 10 YEAR EVENT TKC JOB## 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 22990 0 0 0.00 36.5 1 1 0 22990 22990 22990 0.53 37.5 1 2 0 22990 22990 45980 1.06 38.5 1 3 0 22990 22990 68970 1.58 39.5 1 4 0 22990 22990 91960 2.11 40.5 1 5 0 1 22990 22990 114950 2.64 42 1.5 6.5 0 22990 34485E1449435 3.43 PERCOLATION CALCULATIONS PERCOLATION RATE MAXWELL IV DRYWELLS NUMBER'USED RATE /DRYW ELL TOTAL DISSIPATED TOTAL PERCOLATION RATE • • 0 in /hr 0.00 cfs 0 0 cfs 0 cfs 0.00 cfs Basin Characteristics Page 9 of 14 • • TKC JOB # 2017110600 10 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.39 417 417 0 417 35.52 417 0.01 2 10 1.39 417 835 0 835 35.54 835 0.02 3 15 0.92 277 1,112 0 1,112 35.55 1,112 0.03 4 20 1.86 558 1,670 01 1,670 35.57 1,670 0.04 5 25 1.86 558 2,227 0 2,227 35.60 2,227 0.05 6 30 2.56 768 2,995 0 2,995 35.63 2,995 0.07 7 35 1.86 558 3,553 0 3,553 35.65 3,553 0.08 8 40 2.56 768 4,320 0 4,320 35.69 4,320 0.10 9 45 2.56 768 5,088 0 5,088 35.72 5,088 0.12 10 50 1.86 558 5,646 0 5,646 35.75 5,646 013 11 55 2.09 628 6,273 0 6,273 35.77 6,273 0.14 12 60 2.56 768 7,041 0 7,041 35.81 7,041 0.16 13 65 3.49 1,048 8,089 0 8,089 35.85 8,089 0.19 14 70 3.49 1,048 9,137 0 9,137 35.90 9,137 0.21 15 75 3.49 1,048 10,185 0 10,185 35.94 10,185 0.23 16 80 3.03 908 11,093 0 11,093 35.98 11,093 0.25 17 85 4.43 1,328 12,421 0 12,421 36.04 12,421 0.29 18 90 4.66 1,398 13,819 0 13,819 36.10 13,819 0.32 19 95 3.96 1,188 15,007 0 15,007 36.15 15,007 0.34 20 100 4.66 1,398 16,405 0 16,405 36.21 16,405 0.38 21 105 6.06 1,818 18,223 0 18,223 36.29 18,223 0.42 22 110 5.59 1,678 19,902 0 19,902 36.37 19,902 0.46 23 115 5.13 1,538 21,440 0 21,440 36.43 21,440 0.49 24 120 5.36 1,608 23,048 0 23,048 36.50 23,048 0.53 25 125 5.59 1,678 24,727 0 24,727 36.58 24,727 0.57 26 130 8.16 2,449 27,176 0 27,176 36.68 27,176 0.62 27 135 10.03 3,009 30,185 0 30,185 36.81 30,185 0.69 28 140 6.53 1,959 32,143 0 32,143 36.90 32,143 0.74 29 145 14.23 4,270 36,414 01 36,414 37.08 36,414 0.84 30 150 15.40 4,620 41,034 01 41,034 37.28 41,034 0.94 31 155 17.50 5,251 46,285 01 46,285 37.51 46,285 1.06 32 160 12.13 3,640 49,925 0 49,925 37.67 49,925 1.15 33 165 3.03 908 50,832 0 50,832 37.71 50,832 1.17 34 170 2.56 768 51,600 0 51,600 37.74 51,600 1.18 35 175 2.56 768 52,368 0 52,368 37.78 52,368 1.20 36 180 0.14 42 52,410 0 52,410 37.78 52,410 1.20 Basin Depth Analysis Page 10 of 14 0 TKC JOB # 2017110600 10 YEAR - 6 HOUR STORM EVENT • L_J TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.15 45 45 0 45 35.50 45 0.00 2 10 0.15 46 91 0 91 35.50 91 0.00 3 15 0.15 46 137 01 137 35.51 137 0.00 4 20 0.15 46 183 0 183 35.51 183 0.00 5 25 0.15 46 229 0 229 35.51 229 0.01 6 30 0.45 136 364 0 364 35.52 364 0.01 7 35 0.45 136 500 0 500 35.52 500 0.01 8 40 0.45 136 636 0 636 35.53 636 0.01 9 45 0.45 136 772 0 772 35.53 772 0.02 10 50 0.45 136 907 01 907 35.54 907 0.02 11 55 0.45 136 1,043 0 1,043 35.55 1,043 0.02 12 60 0.75 226 1,269 0 1,269 35.56 1,269 0.03 13 65 0.75 226 1,494 0 1,494 35.56 1,494 0.03 14 70 0.75 226 1,720 0 1,720 35.57 1,720 0.04 15 75 0.75 226 1,945 0 1,945 35.58 1,945 0.04 16 80 0.75 226 2,171 0 2,171 35.59 2,171 0.05 17 85 0.75 226 2,397 0 2,397 35.60 2,397 0.06 18 90 0.75 226 2,622 0 2,622 35.61 2,622 0.06 19 95 0.75 226 2,848 0 2,848 35.62 2,848 0.07 20 100 0.75 226 3,073 0 3,073 35.63 3,073 0.07 21 105 0.75 226 3,299 0 3,299 35.64 3,299 0.08 22 110 0.75 226 3,525 0 3,525 35.65 3,525 0.08 23 115 0.75 226 3,750 0 3,750 35.66 3,750 0.09 24 120 1.05 315 4,066 0 4,066 35.68 4,066 0.09 25 125 0.75 226 4,291 0 4,291 35.69 4,291 0.10 26 130 1.05 315 4,607 0 4,607 35.70 4,607 0.11 27 135 1.05 315 4,922 0 4,922 35.71 4,922 0.11 28 140 1.05 315 5,238 0 5,238 35.73 5,238 0.12 29 145 1.05 315 5,553 0 5,553 35.74 5,553 0.13 30 150 1.05 315 5,868 0 5,868 35.76 5,868 0.13 31 155 1.05 315 6,184 0 6,184 35.77 6,184 0.14 32 160 1.05 315 6,499 0 6,499 35.78 6,499 0.15 33 165 1.35 405 6,905 0 6,905 35.80 6,905 0.16 34 170 1.35 405 7,310 01 7,310 35.82 7,310 0.17 35 175 1.35 405 7,715 01 7,715 35.84 7,715 0.18 36 180 1.35 405 8,121 01 8,121 35.85 8,121 0.19 37 185 1.35 405 8,526 0 8,526 35.87 8,526 0.20 38 190 1.65 495 9,021 0 9,021 35.89 9,021 0.21 39 195 1.65 495 9,516 0 9,516 35.91 9,516 0.22 40 200 1.65 495 10,011 0 10,011 35.94 10,011 0.23 41 205 1.95 585 10,596 0 10,596 35.96 10,596 0.24 42 210 2.25 675 11,271 0 11,271 35.99 11,271 0.26 43 215 2.55 765 12,036 01 12,036 36.02 12,036 0.28 44 220 2.55 765 12,800 01 12,800 36.06 12,800 0.29 45 225 2.85 855 13,655 0 13,655 36.09 13,655 0.31 46 230 2.85 855 14,509 0 14,509 36.13 14,509 0.33 47 235 3.15 944 15,454 0 15,454 36.17 15,454 0.35 48 240 3.15 944 16,398 0 16,398 36.21 16,398 0.38 49 245 3.45 1,034 17,432 0 17,432 36.26 17,432 0.40 50 250 3.75 1,124 18,556 0 18,556 36.31 18,556 0.43 51 255 4.05 1,214 19,770 0 19,770 36.36 19,770 0.45 52 260 4.35 1,304 21,074 0 21,074 36.42 21,074 0.48 53 265 4.65 1,394 22,468 0 22,468 36.48 22,468 0.52 54 270 4.65 1,394 23,861 0 23,861 36.54 23,861 0.55 55 275 1 4.94 1,483 25,345 0 25,345 36.60 25,345 0.58 Basin Depth Analysis Page 11 of 14 TKC JOB #1 2017110600 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 5.24 1,573 26,918 0 26,918 36.67 26,918 0.62 57 285 5.54 1,663 28,581 0 28,581 36.74 28,581 0.66 58 290 5.54 1,663 30,244 0 30,244 36.82 30,244 0.69 59 295 5.84 1,753 31,997 0 31,997 36.89 31,997 0.73 60 300 6.14 1,843 33,840 0 33,840 36.97 33,840 0.78 61 305 7.64 2,292 36,132 0 36,132 37.07 36,132 0.83 62 310 9.14 2,741 38,873 0 38,873 37.19 38,873 0.89 63 315 10.04 3,011 41,884 0 41,884 37.32 41,884 0.96 64 320 10.93 3,280 45,164 0 45,164 37.46 45,164 1.04 65 325 12.43 3,730 48,894 0 48,894 37.63 48,894 1.12 66 330 15.13 4,538 53,432 0 53,432 37.82 53,432 1.23 67 335 4.05 1,214 54,646 0 54,646 37.88 54,646 1.25 68 340 1.05 315 54,961 0 54,961 37.89 54,961 1.26 69 345 0.15 46 55,007 0 55,007 37.89 55,007 1.26 70 350 0.15 45 55,052 0 55,052 37.89 55,052 1.26 71 355 0.09 27 55,079 .01 55,079 37.90 55,079 1.26 72 360 0.061 18 55,097 01 55,097 37.90 55,097 1.26 /` CJ • Basin Depth Analysis Page 12 of 14 • TKC JOB # 2.017E +09 10 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.03 24 24 0 24 35.50 24 0.00 2 30 0.04 37 61 0 61 35.50 61 0.00 3 45 0.04 37 97 0 97 35.50 97 0.00 4 60 0.05 49 146 0 146 35.51 146 0.00 5 75 0.04 37 183 0 183 35.51 183 0.00 6 90 0.04 37 219 0 219 35.51 219 0.01 7 105 0.04 37 256 0 256 35.51 256 0.01 8 120 0.05 49 305 0 305 35.51 305 0.01 9 135 0.05 49 353 0 353 35.52 353 0.01 10 150 0.05 49 402 0 402 35.52 402 0.01 11 165 0.07 61 463 0 463 35.52 463 0.01 12 180 0.07 61 524 0 524 35.52 524 0.01 13 195 0.07 61 585 0 585 35.53 585 0.01 14 210 0.07 61 646 0 646 35.53 646 0.01 15 225 0.07 61 707 0 707 35.53 707 0.02 16 240 0.08 73 780 0 780 35.53 780 0.02 17 255 0.08 73 853 0 853 35.54 853 0.02 18 270 0.09 85 938 0 938 35.54 938 0.02 19 285 0.09 85 1,023 0 1,023 35.54 1,023 0.02 20 300 0.11 97 1,121 0 1,121 35.55 1,121 0.03 21 315 0.08 73 1,194 0 1,194 35.55 1,194 0.03 22 330 0.09 85 1,279 0 1,279 35.56 1,279 0.03 23 345 0.11 97 1,377 0 1,377 35.56 1,377 0.03 24 360 0.11 97 1,474 0 1,474 35.56 1,474 0.03 25 375 0.12 110 1,584 0 1,584 35.57 1,584 0.04 26 390 0.12 110 1,693 0 1,693 35.57 1,693 0.04 27 405 0.14 122 1,815 0 1,815 35.58 1,815 0.04 28 420 0.14 122 1,937 0 1,937 35.58 1,937 0.04 29 435 0.14 122 2,059 0 2,059 35.59 2,059 0.05 30 450 0.15 134 2,193 0 2,193 35.60 2,193 0.05 31 465 0.16 146 2,339 0 2,339 35.60 2,339 0.05 32 480 0.18 158 2,497 0 2,497 35.61 2,497 0.06 33 495 0.10 93 2,590 0 2,590 35.61 2,590 0.06 34 510 0.13 117 2,707 0 2,707 35.62 2,707 0.06 35 525 0.29 263 2,970 0 2,970 35.63 2,970 0.07 36 540 0.45 408 3,378 0 3,378 35.65 3,378 0.08 37 555 0.75 675 4,053 0 4,053 35.68 4,053 0.09 38 570 0.91 821 4,874 0 4,874 35.71 4,874 0.11 39 585 1.07 965 5,839 0 5,839 35.75 5,839 0.13 40 600 1.23 1,110 6,949 0 6,949 35.80 6,949 0.16 41 615 0.31 280 7,230 0 7,230 35.81 7,230 0.17 42 630 0.34 303 7,532 0 7,532 35.83 7,532 0.17 43 645 1.04 934 8,466 0 8,466 35.87 8,466 0.19 44 660 1.06 956 9,422 0 9,422 35.91 9,422 0.22 45 675 0.95 856 10,278 0 10,278 35.95 10,278 0.24 46 690 0.97 877 11,155 0 11,155 35.99 11,155 0.26 47 705 0.73 655 11,810 0 11,810 36.01 11,810 0.27 48 720 0.89 798 12,608 0 12,608 36.05 12,608 0.29 49 735 1.86 1,671 14,279 0 14,279 36.12 14,279 0.33 50 750 2.02 1,814 16,093 0 16,093 36.20 16,093 0.37 51 765 2.31 2,078 18,171 0 18,171 36.29 18,171 0.42 52 780 2.47 2,220 20,391 0 20,391 36.39 20,391 0.47 53 795 3.17 2,849 23,239 0 23,239 36.51 23,239 0.53 54 810 3.19 2,868 26,108 0 26,108 36.64 26,108 0.60 55 825 1.72 1,548 27,655 0 27,655 36.70 27,655 0.63 56 840 1.74 1,567 29,222 0 29,222 36.77 29,222 0.67 57 855 2.30 2,073 31,295 0 31,295 36.86 31,295 0.72 58 870 2.191 1,970 33,264 01 33,264 1 36.95 1 33,264 0.76 Basin Depth Analysis Page 13 of 14 0 TKC JOB # 2.017E +09 10 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 2.21 1,988 35,252 0 35,252 37.03 35,252 0.81 60 900 2.09 1,884 37,136 0 37,136 37.12 37,136 0.85 61 915 1.98 1,780 38,917 0 38,917 37.19 38,917 0.89 62 930 1.86 1,676 40,592 0 40,592 37.27 40,592 0.93 63 945 1.34 1,206 41,798 0 41,798 37.32 41,798 0.96 64 960 1.36 1,223 43,021 0 43,021 37.37 43,021 0.99 65 975 0.05 49 43,069 0 43,069 37.37 43,069 0.99 66 990 0.05 49 43,118 0 43,118 37.38 43,118 0.99 67 1005 0.04 37 43,155 0 43,155 37.38 43,155 0.99 68 1020 0.04 37 43,191 0 43,191 37.38 43,191 0.99 69 1035 0.07 61 43,252 0 43,252 37.38 43,252 0.99 70 1050 0.07 61 43,313 0 43,313 37.38 43,313 0.99 71 1065 0.07 61 43,374 0 43,374 37.39 43,374 1.00 72 1080 0.05 49 43,423 0 43,423 37.39 43,423 1.00 73 1095 0.05 49 43,471 0 43,471 37.39 43,471 1.00 74 1110 0.05 49 43,520 0 43,520 37.39 43,520 1.00 75 1125 0.04 37 43,557 0 43,557 37.39 43,557 1.00 76 1140 0.03 24 43,581 0 43,581 37.40 43,581 1.00 77 1155 0.04 37 43,617 0 43,617 37.40 43,617 1.00 78 1170 0.05 49 43,666 0 43,666 37.40 43,666 1.00 79 1185 0.04 37 43,703 0 43,703 37.40 43,703 1.00 80 1200 0.03 24 43,727 0 43,727 37.40 43,727 1.00 81 1215 0.04 37 43,764 0 43,764 37.40 43,764 1.00 82 1230 0.04 37 43,800 0 43,800 37.41 43,800 1.01 83 1245 0.04 37 43,837 0 43,837 37.41 43,837 1.01 84 1260 0.03 24 43,861 0 43,861 37.41 43,861 1.01 85 1275 0.04 37 43,898 0 43,898 37.41 43,898 1.01 86 1290 0.03 24 43,922 0 43,922 37.41 43,922 1.01 87 1305 0.04 37 43,959 0 43,959 37.41 43,959 1.01 88 1320 0.03 24 43,983 0 43,983 37.41 43,983 1.01 89 1335 0.04 37 44,019 0 44,019 37.41 44,019 1.01 90 1350 0.03 24 44,044 0 44,044 37.42 44,044 1.01 91 1365 0.03 24 44,068 0 44,068 37.42 44,068 1.01 92 1380 0.03 24 44,093 0 44,093 37.42 44,093 1.01 93 1395 0.03 24 44,117 0 44,117 1 37.42 44,117 1.01 94 1410 0.03 24 44,141 0 44,141 37.42 44,141 1.01 95 1425 0.031 24 44,166 0 44,166 37.42 44,166 1.01 96 1440 0.03 24 4-4,-1 -9OT 0 44,190 37.42 44,190 1.01 Basin Depth Analysis Page 14 of 14 • RATIONAL METHOD CALCULATIONS 100 YEAR EVENT 0 0 W - -I � .0 • A B -C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA1 P.E. 5 6 PROJECT NAME LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVEN 7 TKC JOB # 2017110600 8 9 CONCENTRATION POINT DESIGNATION 1 10 JAREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 10.86 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 3.24 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1230 29 LENGTH TO POINT OPPOSITE CENTROID (Lc a) 360 30 31 ELEVATION OF HEADWATER 49 32 ELEVATION OF CONCENTRATION POINT 44 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 ISTORM FREQUENCY (YEAR) 100 37 38 POINT RAIN 39 3 -HOUR 2.71 40 6 -HOUR 3.28 41 24 -HOUR 4.38 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 - 35.5 24000 45 36.5 24000 461 37.5 24000 47 38.5 24000 48 39.5 24000 49 40.5 24000 50 42 24000 51 52 PERCOLATION RATE (in /hr) - 0 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • • C: RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT 2017110600 :S R. BAZUA, P.E. DATE 9/3/2009 DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 1 132,272 3.04 [21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,178 3.01 ON -SITE PEAK FLOW (cfs) [31 AREA - ACRES 29.43 6.98 MAXIMUM WSEL ft 14.100 40.971 4 L -FEET 1230 5 L -MILES 0.233 [61 La -FEET 360.00 La -MILES 0.068 [81 ELEVATION OF HEADWATER 49 [91 ELEVATION OF CONCENTRATION POINT 44 10 H -FEET 5 11 S- FEET /MILE 21.5 [121 S^0.5 4.63 13 L'LCA/SA0.5 0.003 [141 AVERAGEMANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.3 1 100% OF LAG- MINUTES 3.3 [181200% OF LAG- MINUTES 6.7 (191 UNIT TIME - MINUTES 100 % - 200% OF LAG 5 24 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 3 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4) POINT RAIN INCHES Plate E -5.2 151 AREA [6] [71 AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 (9) AREA [10] [111 AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [131 AREA [14] [15] AVERAGE POINT RAIN INCHES 2.71 14.100 1.00 2.71 3.28 14.100 1.00 3.28 4.38 14.100 1.00 4.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 14.1 SUM (7) [16] AREA ADJ FACTOR ,[171 ADJ AVG POINT RAIN 2.71 SUM [9] 1 14.10 SUM [11] 3.28 SUM [13] 1 14.10 SUM [15] 438 1.000 1.000 1.000 2.71 3.28 1 4.38 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.36 2.58 2.35 FLOOD VOLUME (cu -ft) (acre -ft) 120,805 2.77 132,272 3.04 120,424 2.76 REQUIRED STORAGE (cu -ft) (acre -ft) 119,806 2.75 131,178 3.01 119,428 2.74 PEAK FLOW (cfs) 35.96 29.43 6.98 MAXIMUM WSEL ft 40.49 40.971 40.48 Plate E -2.1 Page 2 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 9/3/2009 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) C COMMERCIAL 69 0.38 90% 0.07 0.00 0.000 0.0000 C PAVING /HARDSCAPE 69 0.38 100% 0.04 10.86 0.770 0.0293 C SF - 1 ACRE 69 0.38 20% 0.31 0.00 0.000 0.0000 C SF -1/2 ACRE 69 0.38 40% 0.24 0.00 0.000 0.0000 C SF - 1/4 ACRE 69 0.38 50% 0.21 0.00 0.000 0.0000 C MF - CONDOMINIUMS. 69 0.38 65% 0.16 0.00 0.000 0.0000 C MF - APARTMENTS 69 0.38 80% 0.11 0.00 0.000 0.0000 C MOBILE HOME PARKS 69 0.38 75% 0.12 0.00 0.000 0.0000 C LANDSCAPING 69 0.38 0% 0.38 3.24 0.230 0.0873 C RETENTION BASINS 69 0.38 0% 0.38 0.00 0.000 0.0000 C GOLF COURSE 69 0.38 0% 0.38 0.00 0.000 0.0000 , D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUML 14.1 SUMI 0.1166 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.058293617 C= 0.00108 Ft= C(24- (T /60)) ^1.55 = 0.00108 (24- (T /60)) ^1.55 + 0.06 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • • r� L J RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.71 CONSTANT LOSS RATE -in /hr 0.12 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 2 10 0.17 1.3 0.423 0.12 0.38 0.31 4.32 1295.11 3 15 0.25 1.1 0.358 0.12 0.32 0.24 3.40 1019.99 4 20 0.33 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 5 25 0.42 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 6 30 0.50 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 7 35 0.58 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 8 40 0.67 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 9 45 0.75 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 10 50 0.83 1.5 0.488 0.12 0.44 0.37 5.23 1570.23 11 55 0.92 1.6 0.520 0.12 0.47 0.40 5.69 1707.79 12 60 1.00 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 13 65 1.08 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 14 70 1.17 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 15 75 1.25 2.2 0.715 0.12 0.64 0.60 8.44 2533.15 16 80 1.33 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 17 85 1.42 2.6 0.846 0.12 0.76 0.73 10.28 3083.39 18 90 1.50 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 19 95 1.58 2.4 0.780 0.12 0.70 0.66 9.36 2808.27 20 100 1.67 2.7 0.878 0.12 0.79 0.76 10.74 3220.95 21 105 1.75 3.3 1.073 0.12 0.97 0.96 13.49 4046.30 22 110 1.83 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 23 115 1.92 2.9 0.943 0.12 0.85 0.83 11.65 3496.06 24 120 2.00 3.0 0.976 0.12 0.88 0.86 12.11 3633.62 25 125 2.08 3.1 1.008 0.12 0.91 0.89 12.57 3771.18 26 130 2.17 4.2 1.366 0.12 1.23 1.25 17.61 5284.34 27 135 2.25 5.0 1.626 0.12 1.46 1.51 21.28 6384.82 28 140 2.33 3.5 1.138 0.12 1.02 1.02 14.40 4321.42 29 145 2.42 6.8 2.211 0.12 1.99 2.09 29.54 8860.89 30 150 2.50 7.3 2.374 0.12 2.14 2.26 31.83 9548.69 31 155 2.58 8.2 2.667 0.12 2.40 2.55 35.96 10786.72 32 160 2.67 5.9 1.919 0.12 1.73 1.80 25.41 7622.85 33 165 2.75 2.0 0.650 0.12 0.59 0.53 7.53 2258.03 34 170 2.83 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 35 175 2.92 1.8 0.585 0.12 0.53 0.47 6.61 1982.91 36 180 3.00 0.6 0.195 0.12 0.18 0.08 1.11 332.19 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.36 FLOOD VOLUME (acft) 2.77 FLOOD VOLUME (cult) 120804.55 REQUIRED STORAGE (acft) 2.75 REQUIRED STORAGE (cuft) 119805.70 PEAK FLOW RATE (cfs) 35.96 Plate E -2.2 Page 4 of 14 L-.Ij • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN - INCHES 3.28 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.197 0.12 0.18 0.08 1.13 339.30 2 10 0.17 0.6 0.236 0.12 0.21 0.12 1.69 505.79 3 15 0.25 0.6 0.236 0.12 0.21 0.12 1.69 505.79 4 20 0.33 0.6 0.236 0.12 0.21 0.12 1.69 505.79 5 25 0.42 0.6 0.236 0.12 0.21 0.12 1.69 505.79 6 30 0.50 0.7 0.276 0.12 0.25 0.16 2.24 672.29 7 35 0.58 0.7 0.276 0.12 0.25 0.16 2.24 672.29 8 40 0.67 0.7 0.276 0.12 0.25 0.16 2.24 672.29 9 45 0.75 0.7 0.276 0.12 0.25 0.16 2.24 672.29 10 50 0.83 0.7 0.276 0.12 0.25 0.16 2.24 672.29 11 55 0.92 0.7 0.276 0.12 0.25 0.16 2.24 672.29 12 60 1.00 0.8 0.315 0.12 0.28 0.20 2.80 838.78 13 65 1.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 14 70 1.17 0.8 0.315 0.12 0.28 0.20 2.80 838.78 15 75 1.25 0.8 0.315 0.12 0.28 0.20 2.80 838.78 16 80 1.33 0.8 0.315 0.12 0.28 0.20 2.80 838.78 17 85 1.42 0.8 0.315 0.12 0.28 0.20 2.80 838.78 18 90 1.50 0.8 0.315 0.12 0.28 0.20 2.80 838.78 19 95 1.58 0.8 0.315 0.12 0.28 0.20 2.80 838.78 20 100 1.67 0.8 0.315 0.12 0.28 0.20 2.80 838.78 21 105 1.75 0.8 0.315 0.12 0.28 0.20 2.80 838.78 22 110 1.83 0.8 0.315 0.12 0.28 0.20 2.80 838.78 23 115 1.92 0.8 0.315 0.12 0.28 0.20 2.80 838.78 24 120 2.00 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 25 125 2.08 0.8 0.315 0.12 0.28 0.20 2.80 838.78 26 130 2.17 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 27 135 2.25 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 28 140 2.33 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 29 145 2.42 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 30 150 2.50 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 31 155 2.58 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 32 160 2.67 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 33 165 2.75 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 34 170 2.83 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 35 175 2.92 1.0 0.394 0.12 1 0.35 0.28 3.91 1171.76 36 180 3.00 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 37 185 3.08 1.0 0.394 0.12 0.35 0.28 3.91 1171.76 38 190 3.17 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 39 195 3.25 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 40 200 3.33 1.1 0.433 0.12 0.39 0.32 4.46 1338.26 41 205 3.42 1.2 0.472 0.12 0.43 0.36 5.02 1504.75 42 210 3.50 1.3 0.512 0.12 0.46 0.40 5.57 1671.24 43 215 3.58 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 44 220 3.67 1.4 0.551 0.12 0.50 0.43 6.13 1837.74 45 225 3.75 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 46 230 3.83 1.5 0.590 0.12 0.53 0.47 6.68 2004.23 47 235 3.92 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 48 240 4.00 1.6 0.630 0.12 0.57 0.51 7.24 2170.72 49 245 4.08 1.7 0.669 0.12 0.60 0.55 7.79 2337.21 50 250 4.17 1.8 0.708 0.12 0.64 0.59 8.35 2503.71 51 255 4.25 1.9 0.748 0.12 0.67 0.63 8.90 2670.20 52 260 4.33 2.0 0.787 0.12 0.71 0.67 9.46 2836.69 53 265 4.42 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 54 270 4.50 2.1 0.827 0.12 0.74 0.71 10.01 3003.18 55 275 4.58 2.2 0.866 0.12 0.78 0.75 10.57 3169.68 56 280 4.67 2.3 0.905 0.12 0.81 0.79 11.12 3336.17 Plate E -2.2 Page 5 of 14 C J • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.10 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 150.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.28 CONSTANT LOSS RATE -in /hr 0.117 LOW LOSS RATE - PERCENT '90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.945 0.12 0.85 0.83 11.68 3502.66 58 290 4.83 2.4 0.945 0.12 0.85 0.83 11.68 3502.66 59 295 4.92 2.5 0.984 0.12 0.89 0.87 12.23 3669.16 60 300 5.00 2.6 1.023 0.12 0.92 0.91 12.79 3835.65 61 305 5.08 3.1 1.220 0.12 1.10 1.10 15.56 4668.11 62 310 5.17 3.6 1.417 0.12 1.28 1.30 18.34 5500.58 63 315 5.25 3.9 1.535 0.12 1.38 1.42 20.00 6000.06 64 320 5.33 4.2 1.653 0.12 1.49 1.54 21.67 6499.53 65 325 5.42 4.7 1.850 0.12 1.66 1.73 24.44 7332.00 66 330 5.50 5.6 2.204 0.12 1.98 2.09 29.43 8830.43 67 335 5.58 1.9 0.748 0.12 0.67 0.63 8.90 2670.20 68 340 5.67 0.9 0.354 0.12 0.32 0.24 3.35 1005.27 69 345 5.75 0.6 0.236 0.12 0.21 0.12 1.69 505.79 70 350 5.83 0.5 0.197 0.12 0.18 0.08 1.13 339.30 71 355 5.92 0.3 0.118 0.12 0.11 0.00 0.02 6.31 72 360 6.00 1 0.2 0.079 0.12 0.07 0.01 0.11 33.30 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.58 FLOOD VOLUME (acft) 3.04 FLOOD VOLUME (cuft) 132272.14 REQUIRED STORAGE (acft) 3.01 REQUIRED STORAGE (tuft) 131178.47 PEAK FLOW RATE (cfs) 29.43 Plate E -2.2 Page 6 of 14 r, /1 u • ,q,WZZY 7 RCAW A/STRICT RE- 0aWMOZIIS 90;." - 90% ✓UST so m4 ES7lA4,47ED LO wax /-vN T E3v&Z --.D vz1, /cFv,: .47 6TE6/• WIAIC, HYDRO. REFt�2T HAS' �%i! RE'V /SETS � //SE�4 SD�LDN/ 1D�3'S 017 WW WGUCD AV;" ASXED 7D 47 7N- . 7 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 9/3/ EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE -in/hr VARIABLE LOSS RATE (AVG) in/hr P,01 ko. O•� J MINIMUM LOSS RATE (for var. loss) - in/hr 0.0 LOW LOSS RATE - DECIMAL C 0.PERCOLATION RATE cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Rain i, hr Flood Hydrograph Flow cis Required Storage cf 1 15 0.25 0.2 0.035 0.206 0.032 0.004 1 0.05 44.47 2 30 0.50 0.3 0.053 0.203 0.047 0.005 0.07 66.70 3 45 0.75 0.3 0.053 0.201 0.047 0.005 0.07 66.70 4 60 1.00 0.4 0.070 0.199 0.063 0.007 0.10 88.93 5 75 1.25 0.3 0.053 0.196 0.047 0.005 0.07 66.70 6 90 1.50 0.3 0.053 0.194 0.047 0.005 0.07 66.70 7 105 1.75 0.3 0.053 0.192 0.047 0.005 0.07 66.70 8 120 2.00 0.4 0.070 0.189 0.063 0.007 0.10 88.93 9 135 2.25 0.4 0.070 0.187 0.063 0.007 0.10 88.93 10 150 2.50 0.4 0.070 0.185 0.063 0.007 1 0.10 88.93 11 165 2.75 0.5 0.088 0.183 0.079 0.009 0.12 111.16 12 180 3.00 0.5 0.088 0.180 0.079 0.009 0.12 111.16 13 195 3.25 0.5 0.088 0.178 0.079 0.009 0.12 111.16 14 210 3.50 0.5 0.088 0.176 0.079 0.009 0.12 1 111.16 15 225 3.75 0.5 0.088 0.174 0.079 0.009 0.12 111.16 16 240 4.00 0.6 0.105 0.172 0.095 0.011 0.15 133.40 17 255 4.25 0.6 0.105 0.169 0.095 0.011 0.15 133.40 18 270 4.50 0.7 0.123 0.167 0.110 0.012 0.17 155.63 19 285 4.75 0.7 0.123 0.165 0.110 0.012 0.17 155.63 20 300 5.00 0.8 0.140 0.163 0.126 0.014 0.20 177.86 21 315 5.25 0.6 0.105 0.161 0.095 0.011 0.15 133.40 22 330 5.50 0.7 0.123 0.159 0.110 0.012 0.17 1 155.63 23 345 5.75 0.8 0.140 0.157 0.126 0.014 0.20 177.86 24 360 6.00 0.8 0.140 0.155 0.126 0.014 0.20 177.86 25 375 6.25 0.9 0.158 0.153 0.142 0.005 0.07 65.38 26 390 6.50 0.9 0.158 0.150 0.142 0.007 0.10 91.20 27 405 6.75 1.0 0.175 0.148 0.158 0.027 0.38 339.16 28 420 7.00 1.0 0.175 0.146 0.158 0.029 0.41 364.58 29 435 7.25 1.0 0.175 0.144 1 0.158 0.031 0.43 389.80 30 450 7.50 1.1 0.193 0.143 0.173 0.050 1 0.71 637.14 31 1 465 7.75 1.2 0.210 0.141 0.189 0.070 0.98 884.27 32 480 8.00 1.3 0.228 0.139 0.205 0.089 1.26 1131.20 33 495 8.25 1.5 0.263 0.137 0.237 0.126 1.78 1600.25 34 510 8.50 1.5 0.263 0.135 0.237 0.128 1.80 1624.43 35 525 8.75 1.6 0.280 0.133 0.252 0.147 2.08 1870.73 36 540 9.00 1.7 0.298 1 0.131 0.268 0.167 2.35 2116.81 37 555 9.25 1.9 0.333 0.129 0.300 0.204 2.87 2585.01 38 570 9.50 2.0 0.350 0.127 0.315 0.223 1 3.15 2830.66 39 585 9.75 2.1 0.368 0.126 0.331 0.242 3.42 3076.10 40 600 10.00 2.2 0.385 0.124 0.347 0.262 3.69 3321.31 41 615 10.25 1.5 0.263 0.122 0.237 0.141 1.99 1787.67 42 630 10.50 1.5 0.263 0.120 0.237 0.143 2.01 1810.11 43 645 10.75 2.0 0.350 0.118 0.315 0.232 3.27 2943.97 44 660 11.00 2.0 0.350 0.117 0.315 0.234 3.30 1 2965.96 45 675 11.25 1.9 0.333 0.115 0.300 0.218 3.07 2765.39 46 690 11.50 1.9 0.333 0.113 0.300 0.220 3.10 2786.92 47 705 11.75 1.7 0.298 0.112 0.268 0.186 2.63 2363.55 48 720 12.00 1.8 0.315 0.110 0.284 0.205 2.90 2606.94 49 735 12.25 2.5 0.438 0.108 0.394 0.330 4.65 4184.06 50 750 12.50 2.6 1 0.456 0.107 0.410 0.349 4.92 4426.97 51 765 12.75 2.8 0.491 0.105 0.442 0.385 5.44 4891.97 52 780 13.00 2.9 0.508 0.103 0.457 0.405 5.70 5134.39 53 795 13.25 3.4 0.596 0.102 0.536 0.494 6.96 6265.89 54 810 13.50 3.4 0.596 0.100 0.536 0.495 6.98 6285.49 55 825 13.75 2.3 0.403 0.099 0.363 0.304 4.29 3859.22 56 840 14.00 2.3 0.403 0.097 0.363 0.306 4.31 3878.31 57 855 14.25 2.7 0.473 0.096 1 0.426 0.377 5.32 4786.46 58 870 14.50 2.6 1 0.456 0.094 0.410 0.361 1 5.09 4582.70 59 885 14.75 2.6 1 0.456 0.093 0.410 0.363 5.11 4601.01 60 900 15.00 2.5 0.438 0.092 0.394 0.346 4.89 4396.73 61 915 15.25 2.4 0.420 0.090 0.378 0.330 4.66 4192.17 62 930 15.50 2.3 0.403 0.089 0.363 0.314 4.43 3987.35 63 945 15.75 1.9 0.333 0.087 0.300 0.245 3.46 3115.26 64 960 16.00 1.9 0.333 0.086 0.300 0.247 3.48 3132.20 65 975 16.25 0.4 0.070 0.085 0.063 0.007 0.10 1 88.93 EVENT Plate E -2.2 Page 7 of 14 R 0 il- u • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR CONCENTRATION POINT: 1 BY: 'JAMES R. BAZ DATE: 9/3/2009 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.100 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.33 UNIT TIME - PERCENT OF LAG 450.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.38 CONSTANT LOSS RATE-in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1166 MINIMUM LOSS RATE (for var. loss) - in/hr 0.058 LOW LOSS RATE - DECIMAL 0.90 C 0.00108 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 0.4 0.070 0.083 0.063 0.007 0.10 88.93 67 1005 16.75 0.3 0.053 0.082 0.047 0.005 0.07 66.70 68 1020 17.00 0.3 0.053 0.081 0.047 0.005 0.07 66.70 69 1035 17.25 0.5 0.088 0.080 0.079 1 0.008 0.11 99.97 70 1050 17.50 0.5 0.088 0.079 0.079 0.009 0.13 115.14 71 1065 17.75 0.5 0.088 0.077 0.079 0.010 0.14 130.00 72 1080 18.00 0.4 0.070 0.076 0.063 0.007 0.10 88.93 73 1095 18.25 0.4 0.070 0.075 0.063 0.007 0.10 88.93 74 1110 18.50 0.4 0.070 0.074 0.063 0.007 0.10 88.93 75 1125 18.75 0.3 0.053 0.073 0.047 0.005 0.07 66.70 76 1140 19.00 0.2 0.035 0.072 0.032 0.004 1 0.05 44.47 77 1155 19.25 0.3 0.053 0.071 0.047 0.005 0.07 66.70 78 1170 19.50 0.4 0.070 0.070 0.063 0.000 0.00 2.47 79 1185 19.75 0.3 0.053 0.069 0.047 0.005 0.07 66.70 80 1200 20.00 0.2 0.035 0.068 0.032 0.004 0.05 44.47 81 1215 2025 0.3 0.053 0.067 0.047 0.005 0.07 66.70 82 1230 20.50 0.3 0.053 0.066 0.047 0.005 0.07 66.70 83 1245 20.75 0.3 1 0.053 0.065 0.047 0.005 0.07 66.70 84 1260 21.00 0.2 0.035 0.065 0.032 0.004 0.05 44.47 85 1275 21.25 0.3 0.053 0.064 0.047 0.005 0.07 66.70 86 1290 21.50 0.2 0.035 0.063 0.032 0.004 0.05 44.47 87 1305 21.75 0.3 0.053 0.062 0.047 0.005 0.07 66.70 88 1320 22.00 0.2 0.035 0.062 0.032 0.004 0.05 44.47 89 1335 22.25 0.3 0.053 0.061 0.047 0.005 0.07 66.70 90 1350 22.50 1 0.2 0.035 0.061 0.032 0.004 0.05 44.47 91 1365 22.75 0.2 1 0.035 0.060 0.032 0.004 0.05 44.47 92 1380 23.00 0.2 0.035 0.060 0.032 0.004 0.05 44.47 93 1395 23.25 0.2 0.035 0.059 0.032 0.004 0.05 1 44.47 94 1410 23.50 0.2 0.035 0.059 0.032 0.004 0.05 44.47 95 1425 23.75 0.2 0.035 0.059 0.032 0.004 0.05 1 44.47 96 1440 24.00 0.2 0.035 0.058 0.032 0.004 0.05 1 44.47 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.35 FLOOD VOLUME (acft) 2.76 FLOOD VOLUME (cult) 120424.10 REQUIRED STORAGE (acft) 2.74 REQUIRED STORAGE (cuft) 119428.39 PEAK FLOW cfs 6.98 EVENT Plate E -2.2 Page 8 of 14 PROJECT: LA QUINTA RESORT SDP 08 -909 - 100 YEAR EVENT TKC JOB # 2017110600 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (so (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 35.5 0 0 24000 0 0 0.00 36.5 1 1 0 24000 24000 24000 0.55 37.5 1 2 0 24000 24000 48000 1.10 38.5 1 3 0 24000 24000 72000 1.65 39.5 1 4 0 24000 24000 96000 2.20 40.5 1 1 5 0 1 24000 24000 120000 2.75 42 1.5 1 6.5 1 0 1 240001 36000.1 156000 1 3.58 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE / DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs • • Basin Characteristics Page 9 of 14 • TKC JOB # 2017110600 100 YEAR - 3 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 4.32 1,295 1,295 0 1,295 35.55 1,295 0.03 2 10 4.32 1,295 2,590 0 2,590 35.61 2,590 0.06 3 15 3.40 1,020 3,610 0 3,610 35.65 3,610 0.08 4 20 5.23 1,570 5,180 0 5,180 35.72 5,180 0.12 5 25 5.23 1,570 6,751 0 6,751 35.78 6,751 0.15 6 30 6.61 1,983 8,734 0 8,734 35.86 8,734 0.20 7 35 5.23 1,570 10,304 0 10,304 35.93 10,304 0.24 8 40 6.61 1,983 12,287 0 12,287 36.01 12,287 0.28 9 45 6.61 1,983 14,270 0 14,270 36.09 14,270 0.33 10 50 5.23 1,570 15,840 0 15,840 36.16 15,840 0.36 11 55 5.69 1,708 17,548 0 17,548 36.23 17,548 0.40 12 60 6.61 1,983 19,531 0 19,531 36.31 19,531 0.45 13 65 8.44 2,533 22,064 0 22,064 36.42 22,064 0.51 14 70 8.44 2,533 24,597 0 24,597 36.52 24,597 0.56 15 75 8.44 2,533 27,130 0 27,130 36.63 27,130 0.62 16 80 7.53 2,258 29,388 0 29,388 36.72 29,388 0.67 17 85 10.28 3,083 32,471 0 32,471 36.85 32,471 0.75 18 90 10.74 3,221 35,692 0 35,692 36.99 35,692 0.82 19 95 9.36 2,808 38,501 0 38,501 37.10 38,501 0.88 20 100 10.74 3,221 41,722 0 41,722 37.24 41,722 0.96 21 105 13.49 4,046 45,768 0 45,768 37.41 45,768 1.05 22 110 12.57 3,771 49,539 0 49,539 37.56 49,539 1.14 23 115 11.65 3,496 53,035 0 53,035 37.71 53,035 1.22 24 120 12.11 3,634 56,669 0 56,669 37.86 56,669 1.30 25 125 12.57 3,771 60,440 0 60,440 38.02 60,440 1.39 26 130 17.61 5,284 65,724 0 65,724 38.24 65,724 1.51 27 135 21.28 6,385 72,109 01 72,109 38.50 72,109 1.66 28 140 14.40 4,321 76,431 01 76,431 38.68 76,431 1.75 29 145 29.54 8,861 85,291 01 85,291 39.05 85,291 1.96 30 150 31.83 9,549 94,840 0 94,840 39.45 94,840 2.18 31 155 35.96 10,787 105,627 0 105,627 39.90 105,627 2.42 32 160 25.41 7,623 113,250 0 113,250 40.22 113,250 2.60 33 165 7.53 2,258 115,508 0 115,508 40.31 115,508 2.65 34 170 6.61 1,983 117,491 0 117,491 40.40 117,491 2.70 35 175 6.61 1,983 119,474 0 119,474 40.48 119,474 2.74 36 180 1.11 332 119,806 0 119,806 40.49 119,806 2.75 Basin Depth Analysis Page 10 of 14 • TKC JOB #' 2017110600 100 YEAR - 6 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 1.13 339 339 0 339 35.51 339 0.01 2 10 1.69 506 845 0 845 35.54 845 0.02 3 15 1.69 506 1,351 0 1,351 35.56 1,351 0.03 4 20 1.69 506 1,857 0 1,857 35.58 1,857 0.04 5 25 1.69 506 2,362 0 2,362 35.60 2,362 0.05 6 30 2.24 672 3,035 0 3,035 35.63 3,035 0.07 7 35 2.24 672 3,707 01 3,707 35.65 3,707 0.09 8 40 2.24 672 4,379 0 4,379 35.68 4,379 0.10 9 45 2.24 672 5,052 0 5,052 35.71 5,052 0.12 10 50 2.24 672 5,724 0 5,724 35.74 5,724 0.13 11 55 2.24 672 6,396 0 6,396 35.77 6,396 0.15 12 60 2.80 839 7,235 0 7,235 35.80 7,235 0.17 13 65 2.80 839 8,074 0 8,074 35.84 8,074 0.19 14 70 2.80 839 8,913 0 8,913 35.87 8,913 0.20 15 75 2.80 839 9,751 0 9,751 35.91 9,751 0.22 16 80 2.80 839 10,590 0 10,590 35.94 10,590 0.24 17 85 2.80 839 11,429 0 11,429 35.98 11,429 0.26 18 90 2.80 839 12,268 0 12,268 36.01 12,268 0.28 19 95 2.80 839 13,106 0 13,106 36.05 13,106 0.30 20 100 2.80 839 13,945 0 13,945 36.08 13,945 0.32 21 105 2.80 839 14,784 0 14,784 36.12 14,784 0.34 22 110 2.80 839 15,623 0 15,623 36.15 15,623 0.36 23 115 2.80 839 16,462 0 16,462 36.19 16,462 0.38 24 120 3.35 1,005 17,467 0 17,467 36.23 17,467 0.40 25 125 2.80 839 18,306 0 18,306 36.26 18,306 0.42 26 130 3.35 1,005 19,311 01 19,311 36.30 19,311 0.44 27 135 3.35 1,005 20,316 0 20,316 36.35 20,316 0.47 28 140 3.35 1,005 21,321 0 21,321 36.39 21,321 0.49 29 145 3.35 1,005 22,327 0 22,327 36.43 22,327 0.51 30 150 3.35 1,005 23,332 0 23,332 36.47 23,332 0.54 31 155 3.35 1,005 24,337 0 24,337 36.51 24,337 0.56 32 160 3.35 1,005 25,342 0 25,342 36.56 25,342 0.58 33 165 3.91 1,172 26,514 0 26,514 36.60 26,514 0.61 34 170 3.91 1,172 27,686 0 27,686 36.65 27,686 0.64 35 175 3.91 1,172 28,858 0 28,858 36.70 28,858 0.66 36 180 3.91 1,172 30,030 0 30,030 36.75 30,030 0.69 37 185 3.91 1,172 31,201 0 31,201 36.80 31,201 0.72 38 190 4.46 1,338 32,540 0 32,540 36.86 32,540 0.75 39 195 4.46 1,338 33,878 0 33,878 36.91 33,878 0.78 40 200 4.46 1,338 35,216 0 35,216 36.97 35,216 0.81 41 205 5.02 1,505 36,721 0 36,721 37.03 36,721 0.84 42 210 5.57 1,671 38,392 0 38,392 37.10 38,392 0.88 43 215 6.13 1,838 40,230 01 40,230 37.18 40,230 0.92 44 220 6.13 1,838 42,068 01 42,068 37.25 42,068 0.97 45 225 6.68 2,004 44,072 0 44,072 37.34 44,072 1.01 46 230 6.68 2,004 46,076 0 46,076 37.42 46,076 1.06 47 235 7.24 2,171 48,247 0 48,247 37.51 48,247 1.11 48 240 7.24 2,171 50,417 0 50,417 37.60 50,417 1.16 49 245 7.79 2,337 52,755 0 52,755 37.70 52,755 1.21 50 250 8.35 2,504 55,258 01 55,258 37.80 55,258 1.27 51 255 8.90 2,670 57,929 0 57,929 37.91 57,929 1.33 52 260 9.46 2,837 60,765 0 60,765 38.03 60,765 1.39 53 265 10.01 3,003 63,768 0 63,768 38.16 63,768 1.46 54 270 10.01 3,003 66,772 0 66,772 38.28 66,772 1.53 55 275 10.57 3,170 69,941 0 69,941 38.41 69,941 1.61 Basin Depth Analysis Page 11 of 14 ,C r • 1 TKC JOB #' 2017110600 100 YEAR - 6 HOUR STORM EVENT 1I 1, u TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN tuft BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 56 280 11.12 3,336 73,277 0 73,277 38.55 73,277 1.68 57 285 11.68 3,503 76,780 0 76,780 38.70 76,780 1.76 58 290 11.68 3,503 80,283 0 80,283 38.85 80,283 1.84 59 295 12.23 3,669 83,952 01 83,952 39.00 83,952 1.93 60 300 12.79 3,836 87,788 0 87,788 39.16 87,788 2.02 61 305 15.56 4,668 92,456 0 92,456 39.35 92,456 2.12 62 310 18.34 5,501 97,956 0 97,956 39.58 97,956 2.25 63 315 20.00 6,000 103,956 0 103,956 39.83 103,956 2.39 64 320 21.67 6,500 110,456 0 110,456 40.10 110,456 2.54 65 325 24.44 7,332 117,788 0 117,788 40.41 117,788 2.70 66 330 29.43 8,830 126,618 0 126,618 40.78 126,618 2.91 67 335 8.90 2,670 129,288 0 129,288 40.89 129,288 2.97 68 340 3.35 1,005 130,294 0 130,294 40.93 130,294 2.99 69 345 1.69 506 130,800 0 130,800 40.95 130,800 3.00 70 350 1.13 339 131,139 0 131,139 40.96 131,139 3.01 71 355 0.02 6 131,145 0 131,145 40.96 131,145 3.01 71 360 0.11 33 131,1781 01 131,178 40.97 131,178 3.01 Basin Depth Analysis Page 12 of 14 • TKC JOB # 2.017E +09 100 YEAR - 24 HOUR STORM EVENT • r� LJ TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.05 44 44 0 44 35.50 44 0.00 2 30 0.07 67 111 0 111 35.50 111 0.00 3 45 0.07 67 178 0 178 35.51 178 0.00 4 60 0.10 89 267 0 267 35.51 267 0.01 5 75 0.07 67 333 0 333 35.51 333 0.01 6 90 0.07 67 400 0 400 35.52 400 0.01 7 105 0.07 67 467 0 467 35.52 467 0.01 8 120 0.10 89 556 0 556 35.52 556 0.01 9 135 0.10 89 645 0 645 35.53 645 0.01 10 150 0.10 89 734 0 734 35.53 734 0.02 11 165 0.12 111 845 0 845 35.54 845 0.02 12 180 0.12 111 956 0 956 35.54 956 0.02 13 195 0.12 111 1,067 0 1,067 35.54 1,067 0.02 14 210 0.12 111 1,178 0 1,178 35.55 1,178 0.03 15 225 0.12 111 1,290 0 1,290 35.55 1,290 0.03 16 240 0.15 133 1,423 0 1,423 35.56 1,423 0.03 17 255 0.15 133 1,556 0 1,556 35.56 1,556 0.04 18 270 0.17 156 1,712 0 1,712 35.57 1,712 0.04 19 285 0.17 156 1,868 0 1,868 35.58 1,868 0.04 20 300 0.20 178 2,045 0 2,045 35.59 2,045 0.05 21 315 0.15 133 2,179 0 2,179 35.59 2,179 0.05 22 330 0.17 156 2,334 0 2,334 35.60 2,334 0.05 23 345 0.20 178 2,512 0 2,512 35.60 2,512 0.06 24 360 0.20 178 2,690 0 2,690 35.61 2,690 0.06 25 375 0.07 65 2,756 0 2,756 35.61 2,756 0.06 26 390 0.10 91 2,847 0 2,847 35.62 2,847 0.07 27 405 0.38 339 3,186 0 3,186 35.63 3,186 0.07 28 420 0.41 365 3,550 0 3,550 35.65 3,550 0.08 29 435 0.43 390 3,940 0 3,940 35.66 3,940 0.09 30 450 0.71 637 4,577 0 4,577 35.69 4,577 0.11 31 465 0.98 884 5,462 0 5,462 35.73 5,462 0.13 32 480 1.26 1,131 6,593 0 6,593 35.77 6,593 0.15 33 495 1.78 1,600 8,193 0 8,193 35.84 8,193 0.19 34 510 1.80 1,624 9,818 0 9,818 35.91 9,818 0.23 35 525 2.08 1,871 11,688 0 11,688 35.99 11,688 0.27 36 540 2.35 2,117 13,805 0 13,805 36.08 13,805 0.32 37 555 2.87 2,585 16,390 0 16,390 36.18 16,390 0.38 38 570 3.15 2,831 19,221 0 19,221 36.30 19,221 0.44 39 585 3.42 3,076 22,297 0 22,297 36.43 22,297 0.51 40 600 3.69 3,321 25,618 0 25,618 36.57 25,618 0.59 41 615 1.99 1,788 27,406 0 27,406 36.64 27,406 0.63 42 630 2.01 1,810 29,216 0 29,216 36.72 29,216 0.67 43 645 3.27 2,944 32,160 0 32,160 36.84 32,160 0.74 44 660 3.30 2,966 35,126 0 35,126 36.96 35,126 0.81 45 675 3.07 2,765 37,891 0 37,891 37.08 37,891 0.87 46 690 3.10 2,787 40,678 0 40,678 37.19 40,678 0.93 47 705 2.63 2,364 43,042 0 43,042 37.29 43,042 0.99 48 720 2.90 2,607 45,649 0 45,649 37.40 45,649 1.05 49 735 4.65 4,184 49,833 0 49,833 37.58 49,833 1.14 50 750 4.92 4,427 54,260 0 54,260 37.76 54,260 1.25 51 765 5.44 4,892 59,152 0 59,152 37.96 59,152 1.36 52 780 5.70 5,134 64,286 0 64,286 38.18 64,286 1.48 53 795 6.96 6,266 70,552 0 70,552 38.44 70,552 1.62 54 810 6.98 6,285 76,837 0 76,837 38.70 76,837 1.76 55 825 4.29 3,859 80,697 0 80,697 38.86 80,697 1.85 56 840 4.31 3,878 84,575 0 84,575 39.02 84,575 1.94 57 855 5.32 4,786 89,361 0 89,361 39.22 89,361 2.05 58 870 5.09 4,583 93,944 ------OT-93,944 39.41 93,944 2.16 Basin Depth Analysis Page 13 of 14 • TKC JOB # 2.017E +09 100 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 5.11 4,601 98,545 0 98,545 39.61 98,545 2.26 60 900 4.89 4,397 102,942 0 102,942 39.79 102,942 2.36 61 915 4.66 4,192 107,134 0 107,134 39.96 107,134 2.46 62 930 4.43 3,987 111,121 0 111,121 40.13 111,121 2.55 63 945 3.46 3,115 114,237 0 114,237 40.26 114,237 2.62 64 960 3.48 3,132 117,369 0 117,369 40.39 117,369 2.69 65 975 0.10 89 117,458 0 117,458 40.39 117,458 2.70 66 990 0.10 89 117,547 0 117,547 40.40 117,547 2.70 67 1005 0.07 67 117,613 0 117,613 40.40 117,613 2.70 68 1020 0.07 67 117,680 0 117,680 40.40 117,680 2.70 69 1035 0.11 100 117,780 0 117,780 40.41 117,780 2.70 70 1050 0.13 115 117,895 0 117,895 40.41 117,895 2.71 71 1065 0.14 130 118,025 0 118,025 40.42 118,025 2771 72 1080 0.10 89 118,114 0 118,114 40.42 118,114 2.71 73 1095 0.10 89 118,203 0 118,203 40.43 118,203 2.71 74 1110 0.10 89 118,292 0 118,292 40.43 118,292 2.72 75 1125 0.07 67 118,359 0 118,359 40.43 118,359 2.72 76 1140 0.05 44 118,403 0 118,403 40.43 118,403 2.72 77 1155 0.07 67 118,470 0 118,470 40.44 118,470 2.72 78 1170 0.00 2 118,472 0 118,472 40.44 118,472 2.72 79 1185 0.07 67 118,539 0 118,539 40.44 118,539 2.72 80 1200 0.05 44 118,584 0 118,584 40.44 118,584 2.72 81 1215 0.07 67 118,650 0 118,650 40.44 118,650 2.72 82 1230 0.07 67 118,717 0 118,717 40.45 118,717 2.73 83 1245 0.07 67 118,784 0 118,784 40.45 118,784 2.73 84 1260 0.05 44 118,828 0 118,828 40.45 118,828 2.73 85 1275 0.07 67 118,895 0 118,895 40.45 118,895 2.73 86 1290 0.05 44 118,939 0 118,939 40.46 118,939 2.73 87 1305 0.07 67 119,006 0 119,006 40.46 119,006 2.73 88 1320 0.05 44 119,050 0 119,050 40.46 119,050 2.73 89 1335 0.07 67 119,117 0 119,117 40.46 119,117 2.73 90 1350 0.05 44 119,162 0 119,162 40.47 119,162 2.74 91 1365 0.05 44 119,206 0 119,206 40.47 119,206 2.74 92 1380 0.05 44 119,251 0 119,251 40.47 119,251 2.74 93 1395 0.05 44 119,295 0 119,295 40.47 119,295 2.74 94 1410 0.05 44 119,339 0 119,339 40.47 119,339 2.74 95 1425 0.05 44 119,384 0 119,384 40.47 119,384 2.74 96 1440 0.05 44 119,428 0 119,428 40.48 119,428 2.74 Basin Depth Analysis Page 14 of 14 0 PIPE CAPACITY CALCULATIONS 0 n • PIPE CAPACIT PIPE PIPE 1 PIPE 2 PIPE 3 PIPE 4 PIPE 5 PIPE 6 PIPE 7 C • • • is it 61IZC JLAR PI PI: & MAXIMUM CAPACITY DEPTH - O.9G (DIAME'TEP) N= o.ot3, 5 =0.005 tmp #3 Manning Pipe calculator Given Input Data: shape Circular solving for Flowrate Diameter ........................ 1.5000 ft Depth ........................... 1.4400 ft slope ........................ 0.0050 ft /ft Manning's n ..................... 0.0130 computed Results: Flowrate ....................... 7.9578 cfs Area ............................. 1.7671 ft2 wetted Area ..................... 1.7434 ft2 wetted Perimeter ................ 4.1083 ft Perimeter ....................... 4.7124 ft velocity ... .................. 4.5645 fps Hydraulic Radius ................ 0.4244 ft Percent Full .................. 96.0000 Full flow Flowrate .............. 7.4277 cfs Full flow velocity .............. 4.2032 fps critical Informati critical depth ......... critical slope ................. critical velocity ............... critical area ................... critical perimeter .............. Critical hydraulic radius ....... Critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. Dn 1.2157 ft 0.0069 ft /ft 6.2855 fps 1.5821 ft2 3.2876 ft 0.4812 ft 1.5000 ft 1.8575 ft 1.8235 ft 0.8080 subcritical Page 1 24•' P1pE ae MAXIMUM CAMACAI`( DEPTH = 0 .96(DIAME M) W=0-013, S - 0.005 tmp #4 Manning Pipe Calculator Given Input Data: shape ....................... Circular solving for ..................... Flowrate Diameter ........................ 2.0000 ft Depth ........................... 1.9200 ft slope ........................ 0.0050 ft /ft Manning's n ..................... 0.0130 Computed Results: Flowrate ......... Area ........... wetted Area ...... wetted Perimeter . Perimeter ........ velocity ......... Hydraulic Radius . Percent Full ..... Full flow Flowrate Full flow velocity 17.1382 cfs 3.1416 ft2 3.0994 ft2 5.4778 ft 6.2832 ft 5.5294 fps 0.5658 ft 96.0000 15.9965 cfs 5.0918 fps critical Information critical depth .................. 1.6557 ft Critical slope ................. 0.0063 ft /ft Critical velocity ............... 7.4304 fps Critical area ................... 2.8822 ft2 Critical perimeter .............. 4.4530 ft Critical hydraulic radius ....... 0.6473 ft Critical top width .............. 2.0000 ft specific energy 2.5327 ft Minimum energy .................. 2.4836 ft Froude number ................... 0.8477 Flow condition .................. subcritical • Page 1 5C" CIRCULAR PIPE a MAXIMUM CAPACII%f DEPTH = 0. 9G (DIAMETE—R) N- 0.0131 S °0.005 tmp #5 • Manning Pipe calculator Given Input Data: shape .. solving for Diameter ... Depth ...... slope ... Manning's n circular Flowrate 3.0000 ft 2.8800 ft 0.0050 ft /ft 0.0130 computed Results: Flowrate ........................ 50.5291 cfs Area .......................... 7.0686 ft2 wetted Area ...................... 6.9737 ft2 wetted Perimeter ................ 8.2166 ft Perimeter ....................... 9.4248 ft velocity ... .................. 7.2456 fps Hydraulic Radius ................ 0.8487 ft Percent Full .................... 96.0000 Full flow Flowrate .............. 47.1629 cfs Full flow velocity .............. 6.6722 fps critical Information critical depth .................. 2.5553 ft critical slope ................. 0.0056 ft /ft critical velocity ............... 9.4241 fps critical area ................... 6.7001 ft2 critical perimeter .............. 6.8229 ft critical hydraulic radius ....... 0.9820 ft • critical top width ............... 3.0000 ft specific energy 3.9320 ft Minimum energy 3.8329 ft Froude number ................... 0.9069 Flow condition .................. subcritical • Page 1 0 RETENTION BASIN CALCULATIONS 0 0 • RETENTION BASIN CAPACITY SUMMARY DEPTH OF PROPOSED UNDERGROUND BASIN: 6.5' RETENTION BASIN BOTTOM ELEVATION: 35.5 RETENTION BASIN TOP ELEVATION: 42.0 STORM EVENT BASIN HGL VOLUME REQUIRED CU. FT. VOLUME PROVIDED CU. FT. 10 YEAR 37.90 55,100 144,100 100 YEAR 40.97 131,178 144,100 • • • STREET CAPACITY CALCULATIONS 0 C7 • • STREET CAPACITY CALCULATIONS: A 100 year street capacity calculation and diagram is provided on the following sheets representing both the pedestrian esplanade to the west of the Hotel /Conference Center expansion and the north -south vehicular Drive. For the purposes of the capacity calculations, each case is assumed to have a regular cross section with a longitudinal slope of 0.005. Manning's equation for flow in an open channel with an irregular cross section can be used as shown below to show that the cross section has the capacity to convey 17.58 cfs when the depth of flow is at curb height. The calculated data will be used to show that curb inlets proposed along the pedestrian esplanade and vehicular drive will operate with the flow depth below curb height during a 100 year event. Manning's Equation is: Q= 1.486AR"'S "' /n where, Q = flowrate (cubic feet/second) A = cross sectional area (feet) R = hydraulic radius (feet) = AT P = wetted perimeter (feet) S = longitudinal slope n = manning's roughness coefficient For the Street Cross Section shown on the following page: A = 6.86 ft2 P= 31.02ft R = 0.221 ft S = 0.005 n = 0.015 �� Z /y Q =17.58 cfs • TYPICAL STREET SEC11ON NORTH /SOUTH VEHICULAR DRIVE PEDESTRIAN ESPLANADE 30' 6" CURB ] 270 27o MINIMUM LONGITUDINAL SLOPE = 0.5% ROUGHNESS COEFFICIENT (N) = 0.015 9 (.005) 6" CURB L' STREET CAPACITY TABLE STREET MAXIMUM FLOW CURB TO CURB CAPACITY PEDESTRIAN 16.9 CFS 17.58 CFS ESPLANADE VEHICULAR DRIVE 13.0 CFS 17.58 CFS • • SKOIIvlf13'IV3 ONIZIS .L :I INI • • • • CURB OPENING INLET ON GRADE According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet on a grade operates effectively where flow depth at the curb is sufficient for the inlet to perform efficiently. The street capacity calculations provided in the previous section show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Catch Basin Sizing — On Grade calculation sheets that follow provide an equation for the length of curb opening (Lt) inlet required for total interception of gutter flow on a pavement section with a straight cross slope. The efficiency of curb - opening inlet on grade shorter than the length required for total interception is expressed by the following equation: E= 1- (1 -L /Lt) "' The parameters used on the following sheets are defined here: • Q = Flowrate (cfs) S = longitudinal slope SX = Cross Slope n = Manning's Roughness Coefficient a = Curb Inlet Opening Height W =. Gutter Width • • CATCH BASIN SIZING - ON GRADE JOB NAME LA Quinta Resort - Hotel Conference Center- SDP TKC JOB # 2017110600 CATCH BASIN CB -1 and CB -2 Given: Q= 8.45 cfs S= 0.0050 ft/ft Sx = 0.0200 ft/ft n= 0.015 a= 10 in W= 4.00 ft Note: 'a' depth includes normal gutter depth Equations Used: Q (1)L' 0.7d (2)d =TS +12 .T Y Q (3)T = 0.56 '/z S S .r n • Determine the total length of the catch basin required to intercept 100% of the flow: Eqn 3: T = 17.84 ft Eqn 2: d= 1.19 ft Eqn 1: Lt= 9.30 A Length of Catch Basin L= Determine flow intercepted: Eqn 8: E= Eqn 9: Qi= Determine carryover flow: • Q°= 7 f 91.92% 7.77 cfs 0.68 cfs (ADD TO 'Q' TRIBUTARY TO CATCH BASINS 3 AND 4, EACH) • CURB OPENING INLET IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet in a sag condition operates as a weir to depths of flow equal to the curb opening height. The street capacity calculations provided previously show that the depth of flow due to runoff from the 100 year storm event will not exceed the curb height provided that a flowrate of 17.58 cfs is not exceeded at any point along the pedestrian esplanade or vehicular drive. The Drainage of Highway Pavements manual shows that the equation for the interception capacity of a depressed curb - opening inlet acting as a weir is: Q =C(L + 1.8W)d1-5 Where: C= constant =2.3 L= length of curb opening (ft) W= lateral of the depression (ft) d =depth of the curb measured from the normal cross slope (ft) • For a curb opening inlet in a sag condition with an opening width of 4 feet, the captured flowrate can be calculated as follows: L =4 ft W =4 ft d =0.5 ft Q =2.3(4 + (1.8)(4))(0.5)15 = 9.11 cfs • • GRATE INLETS IN A SAG CONDITION According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), grate inlets in a sag condition operate as weirs under low head conditions and as orifices at greater depths. Assuming a maximum allowable depth over the grate inlet of 8 ", the capacity of a grate inlet operating as a weir is: Q= CWPdi.s Where P = perimeter of the grate (ft.) disregarding bars and CW = 3.0. For a proposed 2'X3' grate inlet, the capacity can be calculated as: Q = 3.0(2 +3 +2 +3)(0.67)15 = 16.45 cfs According to City of La Quinta Bulletin #06 -16, area drains should have a factor of safety of 2 in order to assume 50% clogging of the grate. Therefore, the capacity of a 2'X3' grate inlet in a sag condition is: IS Q = 16.45/2 cfs = 8.22 cfs • AREA DRAINS City of La Quinta Bulletin #06 -16, Section 5 states that the capacity of area drains used to collect runoff from relatively small basins (approximately 2 acres) maybe estimated at 5 cfs per acre. Subareas 5, 8 and 9 will rely on the use of multiple area drains to collect runoff. The estimated capacity to collect runoff within each of these subareas can be calculated as follows: Subarea 5 Area = 2.24 ac. Area Drain Capacity = (5 cfs /acre) X 2.24 ac. = 11.2 cfs Q 100 = 11.2 cfs Subarea 8 Area = 0.54 ac. Area Drain Capacity = (5 cfs /acre) X 0.50 ac. = 2.5 cfs Q100 = 3.34 cfs Subarea 9 Area = 1.02 ac. • Area Drain Capacity = (5 cfs /acre) X 0.97 ac. = 4.85 cfs Q100 = 4.85 cfs Based on these estimated area drain calculations, subareas 8 and 9 fall just short of providing the capacity required during the 100 year event. It is recommended that the final grading and drainage design provide measures to provide additional inlet capacity or a means to overflow to an adjacent subarea in the event that drainage capacity is exceeded. • • • INLET SIZING: INLET SIZING — 100 YEAR STORM EVENT INLET INLET TYPE INLET 100 YEAR FLOW INLET SIZE CAPACITY CB -1 CURB OPENING 7' 8.45cfs 7.77 cfs ON GRADE CB -2 CURB OPENING 7' 8.45 cfs 7.77 cfs ON GRADE CB -3 CURB OPENING 4' 3.92cfs + 0.62cfs= 9.11 cfs IN A SAG 4.54 cfs CB -4 CURB OPENING 4' 3.92cfs + 0.62cfs= 9.11 cfs IN A SAG 4.54 cfs CB -5 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -6 CURB OPENING 4' 2.2 cfs 9.11 cfs IN A SAG CB -7 CURB OPENING' 4' 4.3cfs +2.2cf 9.11 cfs IN A SAG = 6.50cfs CB -8 CURB OPENING 4' 4.3cfs +2.2cfs 9.11 cfs IN A SAG = 6.5cfs I -1 GRATE INLET IN 2'X 3' 4.53 cfs 8.22 cfs A SAG 0 2 HOUR PERCOLATION AL LATI 7 OU CALCULATIONS ONS .• jo 0 72 HOUR PERCOLATION CALCULATIONS: City of La Quinta Bulletin #06 -16, Section 6 requires that a retention basin should be capable of percolating the entire 100 year storm retention capacity in less than 72 hours. Maxwell Plus drywell injection rates are assumed to be 0.1 cfs per drywell for the 72 hour retention basin percolation calculation. Calculations to determine the number of drywell systems needed to dissipate the stored runoff from a 100 year storm event, within a 72 hour period are included in this section. Runoff volume (100 year event) = 131,178 ft3 Drywell percolation volume (72 hours) = 0.1Ocfs (3600 s/hr)(72 hours) = 25,920 ft3 Based on these calculations and injection rate assumptiqrs, five separate drywell systems providing percolation at a rate of 0.10 cfs are required to perco ate t e entire 100 year event storage in a 72 hour period. Supplemental percolation tests performed at the retention basin location by the Geotechnical Engineer are recommended. The final grading and drainage design will provide the location of each drywell system that is to be installed to insure that a minimum of 200 feet separation between drywells is maintained, per City of La Quinta requirements. According to soil sam ygdata =incl. ded in the Geotechnical Investigation Report prepared for this proj%cj..a e went at depths of 10 feet below the existing ground surface. Therefore 0 in/hr percolation must be assumed when using retention C basin sizing calculations. Nil #*>AOD AGAr. -50 AS LYSCUSShD WIN OWL G'0&,G74,vD 70A/'/ mGago &S /, C � .4 b�,T /6�c! L�'VEZ /l.S RERV/ZT WWI L PW �i' MLI /RhV 7o S&RPOR7 QW 7HE UN,G�nbj�j( /�C/D ,C6 RE76uj /Ot! dES /6�! OU/Z /t/6 7i!E I SST - E�tlT /TLE7vlL -�/T com , • r - '�. • �. I6� a± �. .. '�. • �. I6� a± 0 APPENDIX "A" REFERENCE MA 0 0 Precipit *.Frequency Data Server ARI* I 5 I 10 years) main m>tn a 0.10 0.16 0.14 0.22 0.23 0.35 10 0.30 0.46 • t t "I/ 33.Gg� ?� POINT PRECIPITATION FREQUENCY ESTIMATES FROM OAA ATLAS 14. Wd Californ' 33.6900 16.314 W 183 feet from "Precipitation- Frequency a Unit NOAA Atlas 14, Volume 1, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok. M.Yekta, and D. Riley NOAA. National Weather Service, Silver Spring, Maryland, 2006 Extracted: Thu Mar 5 2009 �. IxLimrts� � l �Seasonattty Location} -Maps- ",..;Other data:° Maps Docs Precipitation Frequency Estimates (inches) 15 30 60 120 nn 12 24 48 i ll l 10 20 ]57 45 60 3 hr 6 hr ,,_ 16� ' ,�„� II dav' day day y d� 77 25 0.42 0.65 0.80 1.08 I 50 0.54 0.82 1 ^O1 1.37 ).33 0.45 0.52 0.69 0.86 0.92 0.94 1.01 1.11 1.18 1.33 1.49 1.67 1.78 ).45 0.61 0.70 0.94 1.17 1.26 1.27 1.36 1.50 1.60 1.81 2.04 2.30 2.44 ).72 0.95 1.07 1.40 1.73 1.90 1.92 2.04 2.24 2.40 2.73 3.07 3.46 3.68 ).95 1.24 1.38 1.77 2.16 2.40 2.43 2.58 2.82 3.04 3.45 3.85 4.33 4.62 1.34 1.68 1.84 2.31 2.79 3.13 3.15 3.39 3.66 3.95 4.46 4.96 5.54 5.93 1.69 2.09 2.25 2.77 3.30 3.73 3.78 4.07 4.36 4.71 5.29 5.85 6.50 6.97 100 0.67 lu 11 26 11.-�U 2.11 2.55 2.71 3.28 3.85 4.38 4.49 4.82 5.12 5.54 6.19 6.81 7.51 8.07 200 0.83 1.26 1.56 2.10 2.60 3.09 3.25 3.84 4.45 5.08 5.27 5.66 5.95 6.43 7.15 7.82 8.57 9.22 500 1.08 1.64 2.04 2.74 3.39 3.94 4.07 4.69 5.31 6.11 6.43 6.90 7.15 7.75 8.54 9.27 10.04 10.83 1000 1.31 1.99 2.47 3.33 4.12 4.69 4:79 5.40 6.04 6.96 7.43 7.95 8.15 8.85 9.68 10.45 11.21 12.11 These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI ** 5 10 . 30 60 120 3 6 12 24 48 Fd y F 7y 102 3 4 6 y (years) a]Plt� a min a hr hr hr hr hr a day da da da da 0.13 0.20 0.25 0.34 0.41 0.56 0.64 0.85 1.04 1.10 1.10 1.18 1.29 1.37 1.54 1.72 1.93 2.05 0.18 0.28 0.35 0.47 0.58 0.77 0.86 1.14 1.41 1.50 1.52 1.60 1.75 1.86 2.11 2.36 2.66 2.82 0.29 0.44 0.55 0.73 0.91 1.17 1.30 1.69 2.08 2.27 2.29 2.39 2.60 2.78 3.17 3.55 3.99 4.25 10 0.38 0.58 0.72 0.97 1.20 1.52 1.68 2.13 2.60 2.87 2.89 3.03 3.27 3.52 3.99 4.46 5.00 5.32 25 0.53 0.81 1.00 1.35 1.67 2.06 2.24 2.79 3.34 3.72 3.76 3.98 4.25 4.57 5�� 5�� 6�� 6r 84 Pagef 2 httD:Ilhdsc.nws.noaa. gov/ cgi- binlhdsclbuildout.perl ?type=pf& units =us& series =pd &statename= SOUTHERN +CALIFORNIA &st... 3/5/2009 Good 133 158-172 179 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R 'C F C W: C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II • Cover Type (3) Quality of Cover (2) Soil Grou A B C I D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 '84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 • (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86. (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn; shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair. 44 65 77 82 Good 133 158-172 179 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R 'C F C W: C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) is no sssissssssiiiiim INFILTRATION . 1 r r ► I INAMEEMENEN iNEE ■EM ■E ■r1. 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'OF VOK r. W24 wc INTENSITY DURAT Ii. CURVE. Ml Vlj "M I'M ON Nv Tpi I 1-k 1 1 D X 48.6 \ASPH Va V F- ,- I 01- I x 1 ' � t I 47.6 li I r� I I ��{{II 4641 ii�1 JNSE TTIEES ff I 144.4 � �I CITY OF LA QUINTA TO SCALE HI(;HWAY 111 SUB -BASIN NUMBER UNDERGROUND GARAGE FOOTPRINT DRAINAGE BASIN /SUB -BASIN BOUNDARY 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT, CA, 92260 PH (760) 346 -9844, FAX (760) 346 -9368 PREPARED UNDER THE DIRECT SUPERVISION OF: DATE: JAMES R. BAZUA, R.C.E. NO. 58394 EXP. 12/31/10 ay i F.11 M SUB BASIN AREA (AC.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) w ! "ilim Foll 16.6 2 1.57 SUB -BASIN NUMBER UNDERGROUND GARAGE FOOTPRINT DRAINAGE BASIN /SUB -BASIN BOUNDARY 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT, CA, 92260 PH (760) 346 -9844, FAX (760) 346 -9368 PREPARED UNDER THE DIRECT SUPERVISION OF: DATE: JAMES R. BAZUA, R.C.E. NO. 58394 EXP. 12/31/10 ay i F.11 M SUB BASIN AREA (AC.) DECIMAL PERCENT IMPERVIOUS Q10 (CFS) Q100 (CFS) 1 3.72 0.73 8.71 16.6 2 1.57 0.70 3.99 7.59 3 0.66 1.00 2.44 5.21 4 2.29 1.00 6.99 13.0 5 2.24 0.71 5.87 11.2 6 0.6q 0.65 2.01 3.82 7 1.4§ 0.73 4.85 9.18 8 0.59 0.70 1.76 3.34 9 0.97 0.70 2.74 5.22 TOTAL 14.1 1 0.77 SITE DEVEL 0MHl F, II 0 5.7 i H GRAPHIC SW rn SCALE N 25 50 160 i r<i ui OF LA OU 1 NTA SHEET N0. W ►RY 'HYDROLOGY MAP 1 OF 1 N WENT PERMIT NO. 08 -909 J HOTEL _AND CONFERENCE CENTER f ,, FILE: HY1106101.DWG DRAWING NO: N v c N t•��`'1 / Ire 40 1,+e. l�