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33076 BACKBONE31 °`IIIII IIII I IIIIIII� OLD( LIM�NI_� 1 '1 I i 11o�7.�W ffYARDLOc;(,� H'YpRALucSs-ruj�Y for M�AI50N C(_tt$ TrLict330Y 6 (61OLF COI.iRSESTopm ARAIN PaAGCF ONE) �/d.u1�211 10 -Year and 100 -Year Storm Rational Method Analysis • . for • East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 prepared be: L i::Consultants, Inc. 1 Jenner Street; Suite 200 Irvine, CA 92618 949.453.0111 ' uh.a'er the supervisioH. o f Richard L. Clark, P.E. Date prepared. July 27, 2005 N�!'C63434 EXP. 9 -30 -06 t .n . C N IL OFF P� i 1 ,�A t. . � .� � `� `-� TABLE OF CONTENTS I. INTRODUCTION ............................... ............................... . II. METHODOLOGY .............. ............................... III. LAKE OUTFLOW AND LOW POINTS ........................... IV. DRY WELL INFILTRATION .... ............................... ........3 -4 BIBLIOGRPAHY .................... ............................... ............ ..............................4 TECHNICAL APPENDIX 10 -YEAR STORM ANALYSIS 100 -YEAR STORM ANALYSIS WSPG OUTPUT HOURLY LAKE ELEVATION ANALYSIS DRY WELL INFILTRATION ANALYSIS RIVERSIDE COUNTY FLOOD CONTROL PLATES HYDROLOGY MAP L i I 1 I. INTRODUCTION The purpose of this report is to present the Rational Method and WSPG Analysis for the 10 -year and 100 -year storm water discharge of the proposed Madison Club Development "Golf Storm Drain Backbone" (Tract 33076) located in the City of La Quinta, California. The project area is located in the City of La Quinta and is bound by Madison Street, Avenue 54, Avenue 52, and Monroe Street. The proposed development will consist of approximately 470 acres divided into three (3) major project phases; Phase 1, Phase 2, and Villas. The City has requested the point where a 500 -year storm would exit the development. This location has been shown on the improvement plans at their request, but no runoff or storm analysis for this storm event is provided per the design requirements. This report is specific to the proposed "Golf Storm Drain Backbone Plans for Madison Club" only and represents the second (Vol. II) of three (3) reports covering the conveyance of storm water from lake to lake and from residential to lake by way of a backbone system. In this report sizing of the backbone storm drain lines and design of the infiltration system will be addressed for construction of these items prior to the residential storm drain in Phases 1 and 2. For sizing and design of the residential storm drain please see the hydrology reports for Phase I and 2. The first report, (Vol. I) titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis ", was submitted with the "Mass Grading and Perimeter Wall Plans" and addressed the necessary storage volume to retain all off -site and on -site runoff generated by the largest 100 -year 24 -hour event based on the Synthetic Unit Hydrograph method within the golf lakes and established the 100 -year water surface elevations based on impervious rates for the ultimate improvements. The final phased residential and off -site street report(s) (Vol. III's) titled "Storm Drain Improvement Plans" will address sizing of the private residential area drain connections, sizing of the natural drainage channel catch basins, sizing of the residential storm drain lines and sizing of the natural drainage channel adjacent to each side of the private streets. This report is intended to provide a comprehensive analysis which builds upon the peak storm ' runoff volumes generated at project build -out and identified in Vol. I the "100 -Year Storm Volume and Storage Analysis" to demonstrate the ability to convey these storm volumes via on- site storm drain pipes to retention areas (lakes). Specifically, this report will substantiate the "Golf Storm Drain Backbone Plans for the Madison Club" design which will construct the storm drain backbone, lake overflow and dry well infiltration systems only. Therefore, developed C- values were used for the preliminary rational method analysis of the residential sub areas and applied directly to the backbone pipe. The rational method analysis for this report consists of an initial sub -area and an additional area in the node link process. The phased residential storm drain analysis will continue to build upon the data in this report. IU. METHODOLOGY Madison Club and its perimeter streets (off -site) are hydrologically isolated. All runoff within the project and a portion of the perimeter streets are to be stored on -site. Within the site there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low point within the golf course only four (4) of the seven (7) lake features serve as the project's ultimate storage devices. Each watershed drains by way of backbone storm drains through the golf course to these four (4) lakes. From these four (4) lakes the water is discharged to on -site dry wells. These dry wells are intended to remove water from the site over time and are not considered in 1 1 the routing analysis. The dry-wells are not required by the City of La Quinta, but were provided at the clients request as a dewatering measure. The hydrology map in Appendix C shows the delineation of each watershed and routing of the backbone storm drain system. ' The watersheds were modeled according to the Riverside County ater Conservation onservation and Flood Control District's (RCFC &WCD) Hydrology Manual. Per the report (Vol. I) titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" nine (9) overall watershed boundaries were broken out covering the entire Madison Club development. This report broke those boundaries into sub -areas representing golf course, residential and off -site ' street areas. A storm drain line was sized based on preliminary rational method analysis of the residential sub -areas and will be constructed within the golf course to the boundary of the residential sub -area to convey the peak 100 -year storm runoff to a storage basin (lake or low ' point). All runoff within a golf sub area is intended to flow towards its adjacent storage basin via overland flow or small golf area drains. The Phase 1 and Phase 2 hydrology reports will break down the residential sub -areas further for final residential rational method analysis. The sizing ' and design of the backbone system is possible without final sizing and design of the residential system (Phase I and 2) because the same sub -areas are utilized, but higher (I) values were used. Therefore the 10 -year and 100 -year runoff generated by this report will be conservative. The storage basins are dual -use facilities intended to serve as golf course lakes and store the storm water runoff within the golf course. The lakes can store runoff volumes above the normal lake water surface and the low points store runoff volumes above the ground elevation. The lakes are designed with a pervious area around the perimeter to dissipate the stored storm water and the low points are covered in sod or plant material. The 100 -year water surface elevations have been established based upon adding the 100 -year storm volumes to the normal lake or ground surface ' elevation. The normal lake surface elevations are based on the level that the golf course water features will be maintained. The 100 -year water surface elevation was compared to the adjacent pad elevations of the residential development to maintain a minimum 1 -foot 100 -year protection ' to the pads. Additionally, the golf course greens and tees have been protected against inundation in a 100 -year storm event. For more information see report (Vol. I) titled "Hydrology Report - Madison Club 100 Year .Storm Volume and Storage Analysis" was submitted with the "Mass ' Grading and Perimeter Wall Plans ". The peak storm flow discharge rates from the tributary drainage sub -areas were calculated with integrated rational method/unit hydrograph method hydrology software available from Advanced ' Engineering Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software was used to analyze the peak discharges generated by a 10 -year and a 100 -year frequency storm. The soil group classified for the project area is type "B" soil. Rainfall intensity values were developed from the slope of the intensity duration curves the RCFC &WCD Hydrology Manual figure D -4.6. See 10 year and 100 year Storm Analysis in the Technical Appendix. ' Hydraulic pipe flow calculations for the storm drain facilities were performed using Water Surface Pressure Gradient (WSPG) software, establishing a hydraulic grade like for each facility. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the Manning equation for conduit and channel flow, incorporating principles of continuity and conservation of energy. See WSPG Output in the Technical Appendix. ' III. LAKE OUTFLOW AND LOW POINTS ' An hour by hour spreadsheet was created to track storm in -flow, pipe /grate out -flow and 100 -year water surface elevation during a 100 -year, 3 -hour 10- minute event. This event was used according to the RCFC &WCD hydrology manual as best approximating a rational method peak 100 -year event. The inflows are based on the synthetic unit hydrograph results for the sub -area and the maximum outflows are based on WSPG analysis of the pipe and outflow capacity of the box. The more conservative numbers (WSPG or Manning's pipe flow) governed the flow through the Initially ' pipe. the inflow of the storm exceeds the outflow of the box/pipe, thus the hour by hour WSE of the lake rises. As the storm passes its peak and the box/pipe outflow begins to match the inflow. At this point the maximum WSE is reached. After the peak of the storm the ' box/pipe flow exceeds the inflow and the lake WSE returns to its normal elevation. Lakes A and F (sub -areas Ic and 6d) are designed with overflow boxes and storm drain lines to ' prevent breaching the 2' weir and adding unnecessary flow to the man -made streams that connect Lake A to Lake F and Lake F to Lake I. The 4' x 4' overflow boxes and lake penetration details are per the "Lake System Construction Drawings ". The overflow (outflow) box was modeled for weir and orifice flow (see Grate Inlet Capacity in Sump Conditions chart in the Technical Appendix). Since P =16 and A =16 do not exist on the chart, a P =14 and A =10 were used. Additionally, a 25% clogging factor was applied to the P =14 and A =10 which produced an effective 50% clogging factor for the 4' x 4' overflow box. See Hourly Lake Elevation Analysis in the Technical Appendix. Lake E (sub -area 5a) is designed with an overflow box and storm drain line to prevent breaching ' the 2' weir and inundating the driving range tees. The same criterion was used as stated above for determining the hourly spreadsheet for this lake. See Hourly Lake Elevation Analysis in the Technical Appendix. ' Low D H points and (sub -areas 4c and 8b) were treated similarly to the lakes except they do not maintain a normal water surface. They are outfitted with MaxWell IV (dry wells) to contain nuisance water. When the runoff exceeds the infiltration rate of the dry well the overflow is ' intended to exit through an outflow pipe to the nearest storage basin. In larger events where the runoff exceeds the outflow pipes capacity the low point will serve as a temporary storage basin. The outflow pipe will continue to drain until the low point has been drained and all of the runoff ' has been conveyed to the downstream storage basin. The results of the Hourly Lake Elevation Analysis represent the outflow box and pipe capacity of ',each lake or low point to convey runoff without exceeding the maximum 100 -year water surface elevations established in the report titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis ". Watershed areas 2, 3, 6 and 9 are storage areas and do not have ' outflow boxes IV. DRY WELL INFILTRATION In a storm event Lakes B, C, G and I serve as water storage areas. As the water level raises the water surface area increases and inundates the golf course. In this manner the community has ' additional protection from the 100 -year event without consideration of evaporation or infiltration. The project developer desires to minimize long term inundation of the golf course areas and a de- watering system has been developed in response. Based on the sod and plant pallet selected by i I� �I i ' the golf course designer it was determined that water should not inundate the golf course for longer than 48 hours in a 10 -year event. Based on the individual lake storage analysis spreadsheet and a conservative minimum disposal rate of 0.25cfs per MaxWell N dry well, provided by the manufacturer, the number of dry wells per lake was calculated for the 10 -year event (see Dry Well Infiltration Analysis in the Technical Appendix). If the storm event exceeds the 10 -year event and water resides for more then 48 hours then it is understood that the sod and plant material may need replacement. For example the same number of dry wells will take 72 hours to infiltrate a 100 -year event. ' A 4' x 4' lake overflow box is connected to each system of dry wells by storm drain pipe. The top of the overflow box is set 0.1' higher than the desired normal water surface elevation of the lake. Based on the lake storage analysis and 10 -year water surface elevation the overflow box ' and dry wells are intended to operate hydrostatically until the lake returns to its normal water surface elevation. Evaporation was not considered so the time for the lake to return to its normal water elevation in 48 hours is considered conservative. BIBLIOGRAPHY 1. Riverside County Flood Control and Water Conservation District Hydrology Manual ' (April 1978). 2. Hydrology Study for Madison Club, Tract 33076 by RCE Consultants, Inc. (February 2005). 1 1 7 L r ! L'� XIQNz"1ddV -lVO1 N-HO3L si s���N � wools � ���-az 1 IGOLF1A10.TXT eee� -ee =� �- � -t -.. _.:_ ___;mac;____ ___a��c= tit- at• �a�t• ��� ,sea;:c��•c:;�r= �o�a��= ;racae� =mac= RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 ' Irvine, CA 92618 (949) 453 -0111 aeaeeeaee:eee�- t:er:aeeaaeea ** DESCRIPTION OF STUDY eaeeeaeeeeeeaeeeeeeeeeaeea * Madison Club 10 -yr e ' * Golf SD Area 1A e 6/20/05 aeaat: aaeeaaaeeeaaeea- aeaeaaeaaetaeaaa- c- eeaeeaeeeaac- eeaeeaaeeeeeaeeaeea *eeaeaA FILE NAME: GOLF1Al0.DAT TIME /DATE OF STUDY: 13:07 06/20/2005 ------- - - - --------- --- --------- ------ ------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------- ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 ' SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' -_- WIDTH CROSSFALL IN- /_OUT- /PARK- HEIGHT WIDTH -LIP HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* aa:: aeeeeeaaaeeeaaaeeeea :aeeaeeaeeeaeeee�- aeeeaeeaaeaaeeeeaaeeeee *ee * *e * *eeeae FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »» > RATIONAL- METHOD- INITIAL_ SUBAREA- ANALYSIS<<< << --------------- - - -- -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 440.00 UPSTREAM ELEVATION(FEET) = 1009.00 DOWNSTREAM ELEVATION(FEET) = 1006.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469 *[( 440.00 * *3) /( 3.00)] *• *.2 = 14.524 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6748 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.09 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ' Page 1 � I ' - GOLF1AlO.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6748 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 15.53 TOTAL AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) 16.62 TC(MIN.) = 14.52 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 10.70 TC(MIN.) = 14.52 PEAK FLOW RATE(CFS) 16.62 END OF RATIONAL METHOD ANALYSIS 0 Page 2 IGOLF1610.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison club 10 -yr ^ Golf SO Area 1B 6/20/05 FILE NAME: GOLF1B10.DAT ' TIME /DATE OF STUDY: 13:08 06/20/2005 ----------------------------- ------------------------------------ - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 ' SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ^USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH _LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *!: r.! t!: i:***'. t*!.•:`*' s'. rl:********** k***!:* L• C•** *A** * **'r* * *i[*!:!r* * *!r*iFb *!r *'.; 7 * *i: * *!,4** *!t* FLOW PROCESS FROM - NODE - - - -- -4_00 TO NODE 5.00 IS CODE 21 - - - -- ------------------- ' -_ » »> RATIONAL- METHOD- INITIAL - SUBAREA - ANALYSIS < < < << --------------- -- - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 260.00* =-3)/( 4.00)] * *.2 = 10.001 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7069 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.41 - -FLO - -O-- -S FROM-- O-- - -- -- 5.00 TO NODE * - ----- ----- _ **** ** ***':*'..• ** ** * *** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 81 --------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 1 ' GOLF1B10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7069 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 43.84 TOTAL AREA(ACRES) = 22.40 TOTAL RUNOFF(CFS) = 45.26 TC(MIN.) = 10.00 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 22.40 TC(MIN.) = 10.00 PEAK FLOW RATE(CFS) 45.26 END OF RATIONAL METHOD ANALYSIS 0 1 L7 Page 2 GOLF1C10.TXT r.a::r. **c- �- c•c•::c�c -; �.•; -�:��• pct;- �- �- aca= c•ec•a�- �a;�..__..___.:_-____ _ __.._eerrat�a�•aac��aat RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One 7enner street, Suite 200 ' Irvine, CA 92618 (949) 453 -0111 * •:; ** *r: *e: *a • *c- r: -:� DESCRIPTION OF STUDY �- *= = * = *ee rAo-tecarse * Madison Club 10 -yr , ' * Golf SD Area 1C 6/20/05 FILE NAME: GOLF1C10.DAT TIME /DATE - OF STUDY: 13:10 06/20/2005 ---------------------------------- ---------------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------- ------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =•USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH _LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT ,FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *******::** �** �•* �** * * ** *� * *** *r, ** * * ** * * ** * * * * *aa* a .- **�- * * * *� * * * *e: * * * * * * * * * *** ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 -------------------------- -_»»> RATIONAL- METHOD_ INITIAL - SUBAREA - ANALYSIS«« <----- ----- -- --- --- - --- -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 977,00 ELEVATION DIFFERENCE(FEET) = 43.00 TC = 0.937 *[( 1000.00=• =-3)/( 43.00)] * *.2 = 27.876 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5407 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.44 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 8.44 -**-----*--------------------------------------------------------------------- FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< Page 1 1 1 ' GOLF1C10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576 ' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5407 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 15.77 TOTAL AREA(ACRES) = 28.40 TOTAL RUNOFF(CFS) = 24.20 TC(MIN.) = 27,88 END OF STUDY SUMMARY: - - TOTAL AREA(ACRES) 28.40 TC(MIN.) = 27,88 PEAK FLOW RATE(CFS) 24.20. ' END OF RATIONAL METHOD ANALYSIS 0 t Page 2 IGOLF2A10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON - RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. ' one Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 *�: *at: *t:a * * * ** *t• *a:* ** * ** ** DESCRIPTION OF STUDY * * * * * *= * * * ****�• ** *s: * * * * *** - Madison club 10 -yr Golf SO Area 2A 6/20/05 FILE NAME: GOLF2A10.DAT TIME /DATE OF STUDY: 13:18 06/20/2005 ------------------------------------------------ ---------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------ ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* ' - -- HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth) =•(velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW- PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 i - - »» > RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS <<< < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1008.00 DOWNSTREAM ELEVATION(FEET) = 1004.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.359 *[( 950.00 **3) /( 4.00)] * *.2 = 16.656 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.126 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7960 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8,80 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 8.80 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 81 ------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' Page 1 r 1 11 1 1 11 GOLF2AlO.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.126 — CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7960 CL SOIL ASSIFICATION IS "B" SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 16.24 TOTAL AREA(ACRES) = 14.80 TOTAL RUNOFF(CFS) = 25.04 TC(MIN.) = 16.66 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 14.80 TC(MIN.) = 16.66 PEAK FLOW RATE(CFS) = 25.04 END OF RATIONAL METHOD ANALYSIS 0 Page 2 IGOLF2B10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced En9ineerin Software (aes) (Rational Tabling version 6.OD? Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 ** - ** * * ** • ***** *** *c• • ** ** DESCRIPTION OF STUDY * *t• * ** * * *** - * *** * *r * * ** ** * Madison Club 10 -yr * Golf SD Area 2B 6/20/05 FILE NAME: GOLF2B10.DAT TIME /DATE - OF STUDY: 13:19 06/20/2005 --- ------ ------ ----------- -------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL *' HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING _ -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH _LIP_- HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 » »>RATIONAL_ METHOD - INITIAL - SUBAREA - ANALYSIS< < < << --------------- -- - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 30.00 TC = 0.937 *[( 600.00 * *3) /( 30.00)] * *.2 = 22.049 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.806 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5696 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 2.37 - -FLOW- PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 81 ----------------------------------- ------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< %� Page 1 i GOLFIB10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.806 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5696 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 13.58 TOTAL AREA(ACRES) = 15.50 TOTAL RUNOFF(CFS) = 15.95 TC(MIN.) = 22.05 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 15.50 TC(MIN.) = 22.05 PEAK FLOW RATE(CFS) 15.95 END OF RATIONAL METHOD ANALYSIS a Page 2 IGOLF2C10.TXT .. .. _' .-At-i-��i•C:;;4trtrtr ^t•i•iFG•4!c '<iO kiCtr__.. .. _.. .. .. .. __ _.. _ __...._ 44���L-k�trL•= Ab��L`itCCtC4 ? =CC� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 1 Irvine, CA 92618 (949) 453 -0111 t: te:tr:t• c•= a.•...__ == DESCRIPTION OF STUDY * Madison Club 10 -yr ^ Golf SD Area 2C 6/20/05 �r,:�...AA,.,.. ����tr�-- :t:��x•::tc- woo=. A�w..... :a,:- ...- �t�,tc�_�•traa�s:�•�exA FILE NAME: GOLF2C10.DAT TIME /DATE OF STUDY: 13:20 06/20/2005 ----- ---------- - - - - --- ------- -- ----- ----------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------ ------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING 1 _ -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH _LIP -- HIKE_ FACTOR_ NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT ,FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* aaaaehc• ac�a�:- �t�_ t: �r�A; ttaret= ��, ����; �a�taca�a�a _a�ctaa_a�art;::tcrta�a�t��a -- FLOW - PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 - -» »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS «« <- --- -- --- -- ------ - - -- - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMT IS SINGLE TC = Kx[( LENGTHEN 3) /(ELEVATIONACHANGE)]CRE2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1002.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 "[( 750.00= =3)/( 4.00)] * *.2 = 18.883 1 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.976 SI NGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6505 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 11.06 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 11.06 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 81 - -- - -- -------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page 1 GOLF2C10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.976 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .650S SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CPS) = 18.26 TOTAL AREA(ACRES) = 22.80 TOTAL RUNOFF(CFS) = 29.31 TC(MIN.) = 18.88 END OF STUDY SUMMARY: — -------------------- - - - - -- TOTAL AREA(ACRES) = 22.80 TC(MIN.) = 18.88 PEAK FLOW RATE(CFS) = 29.31 ------ - - - - -- 1 END OF RATIONAL METHOD ANALYSIS n I Fl 'I Page 2 i IGOLF3A10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) `. Release Date: 01/01/2004 License ID 1566 . Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 ___ aaccaat:c *aaaccaccca DESCRIPTION OF STUDY * Madison Club 10 -yr * Golf SO Area 3A 6/20/05 • cct_ _..�•�:�_.._...._____.._..__..� -ate,: �,:a�__ FILE NAME: GOLF3A10.DAT TIME /DATE OF STUDY: 13:23 06/20/2005 ------- --- ------- ------ ----------- -------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 ' SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR•DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ■ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* �. accaccaaccacct- ccct- t: aaccccr. r- .:�c�•aa��re��a��- rrerc��,•:c- act -a r:�trt•���aa�z�r��r��aa FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 21 »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< -------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 998.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 550.00 * *3) /( 2.00)] * *.2 = 13.783 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.372 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8035 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.10 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 6.10 cat• ct- ct- ct- t:ctaccat:ct -ct- cast• at• ct- ccactt• acact-* t- t- ct- ct• cct• acc� :t- *t.•; *•:a *t- at•aa * *t- taat•aa - -FLOW- PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 81 -------------------------- ---------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 1 I__ GOLF3AlO.TXT t 1 Page 2 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.372 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8035 SOIL.CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.77 TC(MIN.) = 13.78 END OF STUDY SUMMARY. TOTAL AREA(ACRES) = 4.60 TC(MIN.) = 13.78 PEAK FLOW RATE(CFS) = 8.77 --------------- ------ END OF RATIONAL METHOD ANALYSIS 0 t 1 Page 2 1 GOLF3B10.TXT atot•� -t: are__.:.._ ....,,_.._______„_.._a____.,.._ .._.. rnaoaaeooat __t•aett- t- taoaroartaaoaaor RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 ' Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One )enner Street, Suite 200 ' Irvine, CA 92618 (949) 453 -0111 _a••t:nt:at : t•totoart- arrant____ DESCRIPTION OF STUDY aaaaataeaeoraataatnrtaaoae * Madison Club 10 -yr Golf SD Area 36 6/20j05 tatter' -'- t-tt'••- '- ^•• + -•. stn'- '- +- •.: -:' erne"'- ataatataaaraetaaaetart t-rarA FILE NAME: GOLF3610.DAT ' TIME /DATE OF STUDY: 13:24 06/20/2005 -------- --------- ---- - - - ------------ - ----- ------------ ----------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- --------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100-YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -.YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH -LIP -- HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT ,_ *S 2. PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* aeaat• aetaaoataeoataraaet• aoaaaaoaaoaeaat- aeaetaeaeaaoaetaeaaaaaaaaoaraaaaraaar - -FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC = 0.937 *[( 500.00 * *3) /( 16.00)] * *.2 = 22.412 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.789 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5676 t SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 2.94 ttn t -t t•t t-t- t•t t:a t- art -t•t- t•t- aaearoroz t- oat- t•t- t -t -ot t•or t-aoaeoata t•a t•aat -ata -- FLOW - PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 81 ------------------------------------------- - ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 GOLF3B10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.789 ' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5676 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 18.89 TOTAL AREA(ACRES) = 21.50 TOTAL RUNOFF(CFS) = 21.83 TC(MIN.) = 22.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.50 TC(MIN.) = 22.41 PEAK FLOW RATE(CFS) = 21.83 ------------------ END OF RATIONAL METHOD ANALYSIS 0 h r7 11 Page 2 I IGOLF3C10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD? Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One )enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 z* *t.tt•t: *mot : *_; - .- __...._..t:t:::* DESCRIPTION OF STUDY ' 'mot'- `==-==-=== `===-=== ;•as•� * Madison Club 10 -yr Golf SD.Area 3C a * 6/20/05 * t: t•* t: t, �•* t: t: �- t: t.• t:* t::: �- t.-^- t: �• ��:: �:.•* �- t.• •�_�-= •���•t.•t:t•a��a�t:t. -a�- _.._ *___�_r'_____ °_ *____* FILE NAME: GOLF3C10.DAT ' TIME /DATE OF STUDY: 13:25 06/20/2005 ------ --------- ---- - - - -------------- - ----------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - - HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT=•-FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 1 _ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* a* �c�sot:t t��- �t: �_ t.•'- t.• ct: ��at: �t; t: At :n��t:���r�ea�atra�t:t:,ttt:�t :cap- ��t:- ��t,t:��t:����eet:�� - -FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 600.00 * *3) /( 2.00)] * -.2 = 14.522 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.302 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8015 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.17 * t: a* c•**** �•****_ t:** t-_ t.-'- t.. �..__.._ �-**** at: t:=-* t- t.- t•*** �* t.-** �-- t:t:t:* *e• *:.• *� **�•* *** **** **a - -FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 81 ------------------------------- --------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ' Page 1 1 L F 1 1 r _ GOLF3C10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.302 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8015 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.01 TOTAL AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 12.18 TC(MIN.) = 14.52 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 6.60 TC(MIN.) = 14.52 PEAK FLOW RATE(CFS) = 12.18 ------------- - ----- END OF RATIONAL METHOD ANALYSIS a Page 2 IGOLF4A10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON 1 RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 < - *•.: * -a r: e: r: - ;• o DESCRIPTION OF STUDY *= = " * * -a r= ra -� .c•r:c * Madison Club 10 -yr ' * Golf SD Area 4A_......^ 6/20/05 FILE NAME: GOLF4A10.DAT TIM= /DATE OF STUDY: 13:28 06/20/2005 ----------------------=---------------------------- ------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - -- HALF- CROWN TO STREET- CROSSFALL CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE / WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT*FT /S) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 1 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 - - »»> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 995.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469'[( 800.00 * *3) /( 8.00)] * *.2 = 17.088 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6599 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 4.70 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 81 - -- --------- - - - - -- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 1 6OLF4A10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6599 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 14.37 TOTAL AREA(ACRES) = 13.80 TOTAL RUNOFF(CFS) = 19.07 TC(MIN.) = 17.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.80 TC(MIN.) = 17.09 PEAK FLOW RATE(CFS) = 19.07 ------------- - - - - -- _____________ ' END OF RATIONAL METHOD ANALYSIS D 1 f'. 1 t 11 1 Page 2 IGOLF4C.TXT __ etc• �-,- a�-; a-: a:- ��:.- aa��t�c• ��_ r: �___.. c___________.._ aea� •- et::::��t;aca�aeac��_��,�� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) ' Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 3enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 t:ao•.: - e ::c- ar.ra_r; {: +.: o,at DESCRIPTION OF STUDY _ __c -r ::t a, •a r gat ,oaa • Madison Club 100 -yr Golf SD Area 4C • 6/20/05 FILE NAME: GOLF4C.DAT 1 TIME /DATE OF STUDY: 13:01 06/20/2005 -------- --------- ---- - - ------------------------ - -------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------ ------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL= HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 i GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ^ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - �:aaeacr:�aa�s:::� �a�•�ea� ��•;:�t��� tea, �a�raa�•,ttat � �aa�a -ate �e� met- a�c�aa�at�.�; �ac� - -FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 21 1 - - »» >RATIONAL- METHOD- INITIAL - SUBAREA - ANALYSIS << < < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT Is: UNDEVELOPED WITH GOOD COVER TC = K=[(LENGTH='3) /(ELEVATION CHANGE)]' =.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 26.00 TC = 0.937 =[( 600.00= =•3)/( 26.00)] * =.2 = 22.689 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6557 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 28.20 TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = 28.20 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 15.30 TC(MIN.) = 22.69 PEAK FLOW RATE(CFS) = 28.20 Page 1 1 L� f', [I 1 1 1 I 71 L GOLF4C10.TXT * Y;'-*** O!.-* L• Y:*::***'.::`*' s'.: Y: Y:* C- s�'.: �t: 4' e4�4trt •Y,•Y:bC-{;ir':�C��4bYrA��Sr �itC�AK-�G•i4_t_..__.. RATIONAL METHOD METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 3enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 *Y: *Y:Y; * **'.: Y: Y:trL•'.: Yc t -*Y: c - * *Y: *Y.• *.t DESCRIPTION OF STUDY =- Y:==-= •a=- = *a =` Madison Club 10 -yr * Golf SO Area 4C " 6/20/05 FILE NAME: GOLF4C10.DAT TIME /DATE OF STUDY: 13:30 06/20/2005 --------------------------- ----------------------- ----------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------- -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR N0. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Y: * *Y: * * *ft Yr** L• Y:• k*'.: Yr*', r'-'• Y:*' k**** * *** * * * * *** * *Y: * * * *e• **K• * * * *Y: *•k* ** ±:: L• *'s *** * *Y:* * * ** -- FLOW - PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 21 --------------------------------- ----------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMT IS: TC = K *[( LENGTH EN3) /(ELEVATIONOCHANGE)] *G02D COVER INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 26.00 TC = 0.937`[( 600.00 ** 3)/( 26.00)] * *.2 = 22.689 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.776 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5661 SOIL CLASSIFICATION I5 "B" SUBAREA RUNOFF(CFS) = 15.39 TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = 15.39 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.30 TC(MIN.) = 22.69 PEAK FLOW RATE(CFS) = 15.39 Page 1 IGOLF5A10.TXT * fir :� -fifi *fifi *L- �- **fififi*fifir:fi•.: ;. -t: *fi 6� .. fi.;* fifififi *fififififififi *fififi__ °- --____..____ __tfi _i. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One )enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY fi fifi fifi*fififi, -fi* k *fififififi*fi* * Madison Club 10 -yr Golf SO Area SA * 6/20/05 fi '.:fifi*fi'..•G-t: �•'.: C4?[•'. rfi4 ,:t-':CCb':i•'.cfi�•�•;:fi {:4'.tfi i�fi �-i•fi dCAfi'ri;4t4fi�fiCfi L-AbfiiCfi -.}'e C•fififi{rfi 4fi FILE NAME: GOLFSAIO.DAT TIME /DATE OF STUDY: 13:35 06/20/2005 ---------------------------------------- ----------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *-(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* fifi4t-i rOL•_?: fi4!: fiitkfifi{; fi4� •fifiG•fii:O':+strfi'.:fifififitfibfi4Ofififi trfifiir4fifi ?fififififififi4Yr ir4 tr!:fififitrOfi tr#Afi -- FLOW - PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 ' - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS < < < << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.937 *[( 300.00 * *3) /( 2.00)] * *.2 = 25.003 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.679 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5542 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 2.98 ' END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 3.20 TC(MIN.) = 25.00 PEAK FLOW RATE(CFS) = 2.98 ------------ - - - - -- ' Page 1 1 GOLF6A1O.TXT ttttttfifi tfifittfifitttttfi tfitttfifittttttttttfitt ttfitttttttttfittfittttfifittfittfi ttfi ttfit RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * *fitfifitfitfifi **fifitfi *fits ** DESCRIPTION OF STUDY * * ** * * * * * * * * * * * * * * * *t *t * ** ' * Madison Club 10 -yr * Golf SO Area 6A * 6/20/05 ttfittfittfifitf .fifitttttttttfittfittttttfitttfi fit t *tttfi tttttttfitfittfi ttfittfi tttttfi ttfi 11 r__j I FILE NAME: GOLF6A10.DAT - -TIME /DATE OF STUDY: 13:44 06/20/2005 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *ttfittttttfitfifittfitttfittfi tfi ttttttfittfi tttttttttttttttttttttfitfi ttfi *tfittfittfi tfifit - -FLOW- PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 21 -------------------------------------- ------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.323 *[( 900.00 * *3) /( 6.00)] * *.2 = 13.357 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.416 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8456 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 14.30 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 14.30 - ..::'.:ttfi tfifi t':fifit':ttfittfi ttfittfitt: ett* tt* tt�• t.• tttt* ttt4fitttttttttttfrttt '.•:rtttt'.•'st - -FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------- --------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< Page 1 6OLFIA10.TXT ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.36 RAINFALL INTENSITY(INCH /HR) = 2.42 TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.30 FLOW PROCESS FROM NODE 41.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- ' »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< _ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LEN(;TH * *3) /(ELEVATION CHAN(;E)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 800.00 * *3) /( 8.00)] * *.2 = 17.088 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6599 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 9.67 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 9.67 - -FLOW -- O-•-SS FROM NODE PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.09 RAINFALL INTENSITY(INCH /HR) = 2.09 ' TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.67 ** CONFLUENCE DATA *- STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.30 13.36 2.416 7.00 2 9.67 17.09 2.094 7.00 ..*** i :a ** * * * * * * *s.• ** * * * * *** * * * * * * ** WARNING**** * ** * * * * * * * * * * * * * * ** *�•* * * * * * * ** ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 21.86 13.36 2.416 2 22.07 17.09 2.094 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.86 TC(MIN.) = 13.36 TOTAL AREA(ACRES) = 14.00 _LONGEST FLOWPATH FROM NODE 39.00 TO NODE 40.00 = 900.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.00 TC(MIN.) = 13.36 -- PEAK - FLOW - RATE( CFS)=== = = = = == 2186__________ _______________________________ END OF RATIONAL METHOD ANALYSIS a 1 Page, 2 GOLF6610.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT - (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY ' * Madison Club 10 -yr Golf SO Area 6B 6/20/05 r Ij 1 i FILE NAME: GOLF6610.DAT - -TIME /DATE OF STUDY: 13:49 06/20/2005 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -.YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES °USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 ---------------------------------------------------------------- - - »»> RATIONAL- METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 1000.00 * *3) /( 8.00)] * *.2 = 19.536 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.938 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6473 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.78 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 8.78 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 81 ------------------------.--------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< . Page 1 GOLF6B10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.938 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6473 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 15.05 TOTAL AREA(ACRES) = 19.00 TOTAL RUNOFF(CFS) = 23.83 ' TC(MIN.) = 19.54 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 19.00 TC(MIN.) = 19.54 PEAK FLOW RATE(CFS) = 23.83 ------------------------------------------------ _______ --------------------------------------- END OF RATTn NAI MFTWr)f) AMAI VCTC L� L GOLF6C10.TXT ****** �fi***: e* fi' e***** *fifid•*** * *ir* * *** * * ** ** *fi **** *fi *4*** * ** **** ***fi **fi * * **'sfi ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 fi *fififi * * **fififi *fifi *fififififififi *fifi DESCRIPTION OF STUDY I * Madison Club 10 -yr * Golf SO Area 6C * 6/20/05 ***** fifififififi* fifififififi* fifififififi* fifififififififififififififififififi * * **** * **fi*fi **fififififi ** * * ** * * * **- 1 t 1 1 1 FILE NAME: GOLF6C10.DAT - -TIME /DATE OF STUDY: 13:55 06/20/2005 ----------------------------------------------- ------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE NO. (FT)- (FT) SIDE / FACTOR SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT ,FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 21 --------------------------------------- ------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMNT IS SINGLE FAMILY(1-A TC = K *[( LENGTHE *3) /(ELEVATION CHANGE)] *RE2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 986.00 DOWNSTREAM ELEVATION(FEET) = 982.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 550.00 * *3) /( 4.00)] * *.2 = 15.677 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.202 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6679 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 5.88 fifififi* fififififififi* fififififififififi *fififi* * *fi *fi **fifififi!c * *fi ** * ***fifififi �•fifififififififi *fifififi G-fifi **fififi ** -- FLOW - PROCESS FROM NODE 47.00 TO NODE 46.00 IS CODE = 81 ------------------------- ------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 r L r� L FI 7-1i Page 2 GOLF6C10.TXT ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.202 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6679 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 8.38 TOTAL AREA(ACRES) = 9.70 TOTAL RUNOFF(CFS) = 14.26 TC(MIN.) = 15.68 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.70 TC(MIN.) = 15.68 PEAK FLOW RATE(CFS) = 14.26 --------------------------------------------- ______ END OF RATIONAL METHOD ANALYSIS r L r� L FI 7-1i Page 2 1 GOLF6D10.T)(T RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one ]enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ' * Madison club 10 -yr * Golf SO Area 6D 6/20/05 17 1 1 I 1 FILE NAME: GOLF6D10.DAT - -TIME /DATE OF STUDY: 13:58 06/20/2005 --------------------------------------------- -------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STOR14 EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW- PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 21 ----------------------------------- ---------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 957.00 ELEVATION DIFFERENCE(FEET) = 43.00 TC = 0.937*[( 1200.00 * *3) /( 43.00)] * *.2 = 31.099 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.479 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5269 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 9.35 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFF(CFS) = 9.35 xA�xxxxAx� - -FLOW- PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 81 ------------------------- ---------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page 1 1 1 I 1 Page 2 GOLF6D10.TXT 10 YEAR RAINFALL INTENSITY(INCH UNDEVELOPED WATERSHED /HOUR) = 1.479 RUNOFF COEFFICIENT = .5269 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 48.00 SUBAREA RUNOFF(CFS) = 37.41 TOTAL AREA(ACRES) = 60.00 TOTAL RUNOFF(CFS) = 46.76 TC(MIN.) = 31.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 60.00 TC(MIN.) = 31.10 PEAK FLOW RATE(CFS) = 46.76 END OF RATIONAL METHOD ANALYSIS 1 I 1 Page 2 H_ .1 1 GOLF6E10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison Club 10 -yr _ * Golf SD Area 6E 6/20/05 * FILE NAME: GOLF6E10.DAT - -TIME /DATE OF STUDY: 14:03 06/20/2005 ---------------------------------- ------------------------------------ - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------- ------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 -YEAR = 0.95 STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN To STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT=- -FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -- FLOW - PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------- ----------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.469 *[( 300.00 * *3) /( 2.00)] * *.2 = 12.517 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.509 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6879 SOIL 'CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 4.83 -- FLOW - PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81 AA._ ---------------------------- -------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 GOLFIE10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.509 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6879 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 16.91 TOTAL AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) = 21.75 TC(MIN.) = 12.52 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.60 TC(MIN.) = 12.52 PEAK FLOW RATE(CFS) = 21.75 END OF RATIONAL METHOD ANALYSIS 1 f Page 2 i 1 L� 11 GOLF7A10.TXT _r:* �- *x- �a� -c•� -� ::ec :: � c� -mot: a�ar�a�r�•aaca�acs:r: �•� � � �- ea =ac -� �aa��� ��c•, �t � �oa�a� t�atca RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison Club 10 -yr Golf SD Area 7A 6/20/05 �•* *� =t: � �•�:r• � �-**.:* a**** * *::��- ��- * *t:* * *�•** * * * * * * ** *c -tee•, �a�t�:�ctaar:r�s.sr��e��.ea� FILE NAME: GOLF7A10.DAT TIME /DATE OF STUDY: 15:21 06/20/2005 --------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL ------------------------------------------------ ----------------------------- INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 -------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS *USER- FOR DOWNSTREAM ANALYSES DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL= HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE FACTOR / SIDE/ WAY (FT) (FT). (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ���: tt�• �:: ttttttta: ttttt�• tt* ttttttt�: tttttttttttttt�• �: :����c�aa�s:��������r:as��•�r:� - -FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 21 --------------------------------------- ----------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1005.00 DOWNSTREAM ELEVATION(FEET) = 1000.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.469 *[( 700.00 * *3) /( 4.50)] * *.2 = 17.696 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.052 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6567 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.49 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 8.49 .. �•*********** ttttttttttttttttttttt�•* ttttttttttttt *�•tttt *�• *ttt *tttttttt *�• **** - -FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 81 ----------------------------------- -------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< Page 1 GOLF7AlO.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.052 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6567 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 16.04 TOTAL AREA(ACRES) 18.20 TOTAL RUNOFF(CFS) = 24.53 TC(MIN.) = 17.70 END'OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.20 TC(MIN.) = 17.70 PEAK FLOW RATE(CFS) = 24.53 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1 GOLF7B10.TXT AAAfi AAAAAAAAAA AAAAfiAAAfi *AAAAA.,.- __„•,_••i.AAfi AAfi AAAAA AAA AA AAfiAAAAAAA AAAAAAAAfiAAA ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL .(c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 AAAAfiAAfi AAAAAAAAAAA'.:AAA'.: ** DESCRIPTION OF STUDY AfiAAAAAAAAAAfi AAAAAAAAAAAAA * Madison club 10 -yr A * Golf SO Area 7B A 6/20/05 A AAAAA_AAAAAAAAAfi irAAAAirfi AAAAAfifiAAAAA Afi AAfiAAAAAAAAAAAAAAAAAAfiAAAAAAAAAAAAAAA FILE NAME: GOLF7B10.DAT TIME /DATE OF STUDY: 15:29 06/20/2005 -------------------------------------- ------------------------------- --USER-SPECIFIED- SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------ ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /!TOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 ' SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - -- HALF- CROWN TO STREET- CROSSFALL CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* AAAAAAAAAAAAAAAAAAAAAAAAfi AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAfi AA AAAAAAAAAAAA **AAA - -FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 21 -_ » »> RATIONAL_ METHOD - INITIAL - SUBAREA - ANALYSIS < << << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMNT IS SINGLE FAMILY(1-ARE TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)]**.2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 998.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 600.00 **3) /( 4.00)] * *.2 = 16.517 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.136 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6631 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.92 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 8.92 AAAAAAAAAAAAAAAAAAAAAAAAAfiA AAAAAAAAAAAAAAAAAAAAAAAAAAfiAAAA '.:AAAAAAAAAA *AAAAA - -FLOW PROCESS FROM NODE 59.00 TO NODE 58.00 IS CODE - 81 ----------------------------- --------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 1 I i riJ J GOLF7B10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.136 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6631 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 8.78 TOTAL AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = 17.70 TC(MIN.) = 16.52 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 12.50 TC(MIN.) = 16.52 PEAK FLOW RATE(CFS). = 17.70 ----- - - - - -- END OF RATIONAL METHOD ANALYSIS 0 Page 2 GOLF7C10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1S66 Analysis prepared by: RCE Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 rrrrrrrrrrrrrrrrrr *rrr *rrr DESCRIPTION OF STUDY rrrrr *rr * * * * *.,; *r *rrr *rrrrr * Madison Club 10 -yr r ^ Golf SO Area 7C r 6/20/05 r r rrr; rr:.- rrrrrrrrrrr� •rrrrt:rrrrrrr::�•rt: �- t: r�- rrrrrrrrrrrrrrrrrrrrrrrrrr�- rrrrrrr FILE NAME: GOLF7C10.DAT TIME /DATE OF STUDY: 15:34 06/20/2005 ------- --------- ---- - - ---------------------- - ---------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------- -------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES •USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 1 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* rrrrrrrrrrrrrrrrrrrrrrr�• rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr - -FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 _ -»»> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS «« <------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1300.00 UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 968.00 ELEVATION DIFFERENCE(FEET) = 36.00 TC = 0.937 *[( 1300.00 * *3) /( 36.00)] * *.2 = 33.809 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.409 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5162 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.49 TOTAL AREA(ACRES) = 10.30 TOTAL RUNOFF(CFS) = 7,49 * -FLOW PROCESS -FROM NODE 64.00 --rrr- -- ----65.00 - - --O-E - ---r *- --rrrrr FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE - 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 1 GOLF7C10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.409 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5162 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 31.60 SUBAREA RUNOFF(CFS) = 22.99 TOTAL AREA(ACRES) 41.90 TOTAL RUNOFF(CFS) = 30.48 TC(MIN.) = 33.81 ' END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 41.90 TC(MIN.) 33.81 PEAK FLOW RATE(CFS) - 30.48 END OF RATIONAL METHOD ANALYSIS D r 11 i Page 2 GOLF7D10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 *_•* * * ** *r: ** *a•t• * * * * *t -* * -* DESCRIPTION OF STUDY * Madison Club 10 -yr * Golf SD Area 7D 6/20/05 FILE NAME: GOLF7D10.DAT TIME /DATE OF STUDY: 15:38 06/20/2005 ------------------------------------ ---------------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60 MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING -_- WIDTH CROSSFALL IN- /_OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth):.- -(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.=' --FLOW - PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ----------------- »»>RATIONAL_ METHOD - INITIAL - SUBAREA _ANALYSIS< << << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 983.00 DOWNSTREAM ELEVATION(FEET) = 980.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469 *[( 800.00 * *3) /( 3.00)] * *.2 = 20.791 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.869 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6414 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.55 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 7.55 -----------------------------*-- FLOW PROCESS FROM NODE 62.00 TO NODE 61.00 IS CODE = 81 ----------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' Page 1 1 GOLF7D10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.869 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6414 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 7.07 TOTAL AREA(ACRES) = 12.20 TOTAL RUNOFF(CFS) = 14.62 TC(MIN.) = 20.79 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.20 TC(MIN.) 20.79 PEAK FLOW RATE(CFS) = 14.62 END OF RATIONAL METHOD ANALYSIS 0 Page 2 GOLF8A10.T)T **************************** * * * * * * * * * *abanbdd * * *,xsaa * * * * ** *ocean * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: 1 RCE Consultants, Inc. One 7enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 *Madison *club * * *aaa * * * * * *° DESCRIPTION OF STUDY ************************** b Madison Club 10 -yr * Golf SD Area 8A * 6/20/05 as * * *aaaaaaaaaaaaaaa bacon** aaaaaaaaaaaaaaa *aaa *aaaaaaaaaaaaaaaaaaaaaa *and* FILE NAME: GOLF8A10.DAT TIME /DATE OF STUDY: 14:14 07/28/2005 ----------------------------------------------------------------- ' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 ' SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ' AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET ' as (Maximum Allowable street Flow Depth)*- (Top -of -curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* aaaaaaaa and *aaaaaa * * * * ** ace* aaaaaaaaa *aaaaaaaa4aaaaaaaaaaaaaaaaaaa *din *andaaa - -FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 ------------------------------------------------------------------ »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 986.00 ' DOWNSTREAM ELEVATION(FEET) = 966.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937 *[( 700.00 * *3) /( 20.00)] * *.2 = 26.229 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.633 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5483 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.58 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 3.58 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 81 -------7 -------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.633 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5483 1 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.70 SUBAREA RUNOFF(CFS) = 13.16 TOTAL AREA(ACRES) = 18.70 TOTAL RUNOFF(CFS) = 16.74 TC(MIN.) = 26.23 ' Page 1 1 1 IJ it GOLF8A10.TXT END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.70 TC(MIN.) = 26.23 PEAK FLOW RATE(CFS) = 16.74 END OF RATIONAL METHOD ANALYSIS Page 2 'L� 1 1 1 fl GOLF9A10.TXT ::* t* �- c• r* c• r: r.-*r: e:;: �• t•;: �-*;.• e-* �••.:**** �• c• c-* a****;- �•;•* c-** ��•** * *** *c•=- * ** * ** ** **�• **�- * ** *aa RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 4S3 -0111 * • *t: **- .:r. -.: ,: ac. =- ;.•: t DESCRIPTION OF STUDY = = * * = =eaae c as ae Madison Club 10 -yr Golf SO Area 9A A 6/20/05 FILE NAME: GOLF9A1O.DAT - -FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS ------------------------------- TIME /DATE OF STUDY: 16:41 06/20/2005 ____________________________ ------------------------------- - - »»> RATIONAL- METHOD INITIAL SUBAREA ANALYSIS « «<-- ________ _______________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------ - - - - ASSUMED INITIAL SUBAREA UNIFORM --------------------------------- USER SPECIFIED STORM EVENT(YEAR) _ 10.00 DEVELOPMT IS SINGLE SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 2LOTS) TC = K *[( LENGTHEN 3) /(ELEVATIONACHANGE)]CRE* c- SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10-YEAR = 0.95 STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 UPSTREAM ELEVATION(FEET) = 993.00 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 DOWNSTREAM ELEVATION(FEET) = 984.00 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ELEVATION DIFFERENCE(FEET) = 9.00 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 TC = 0.469 *[( 700.00 * ='3)/( 9.00)] * *.2 = 15.405 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.224 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = COMPUTED RAINFALL INTENSITY DATA: .6695 SOIL CLASSIFICATION IS "B" STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SUBAREA RUNOFF(CFS) = 6.10 SLOPE OF INTENSITY DURATION CURVE = 0.5806 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- CODE = 81 DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F10W -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT='FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO -THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS ------------------------------- CODE = 21 ------------------------------- - - »»> RATIONAL- METHOD INITIAL SUBAREA ANALYSIS « «<-- - - - - ASSUMED INITIAL SUBAREA UNIFORM - - - -- DEVELOPMT IS SINGLE 2LOTS) TC = K *[( LENGTHEN 3) /(ELEVATIONACHANGE)]CRE* c- INIT_AL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 993.00 DOWNSTREAM ELEVATION(FEET) = 984.00 ELEVATION DIFFERENCE(FEET) = 9.00 TC = 0.469 *[( 700.00 * ='3)/( 9.00)] * *.2 = 15.405 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.224 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6695 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.10 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 6.10 --FLOW -PROCESS FROM NODE 78.00 TO NODE 79.00 IS ---------------------------- CODE = 81 ---------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Page 1 ' GOLF9AlO.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.224 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6695 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 21.59 TOTAL AREA(ACRES) = 18.60 TOTAL RUNOFF(CFS) = 27.69 TC(MIN.) = 15.40 ----------------- ------------------------- - - - - -- ---- - - - - -- - ---------------------- ----------- -- --------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) 18.60 TC(MIN.) = 15.40 PEAK FLOW RATE(CFS) 27.69 AM ---------------------------------------------- ---------------------------------------------------------------------------- CAIN n'C ff nTr� n i •�T �r. ..... .. - -- --------------------------- GOLF9610.TXT ..___..__..__.. rrrt__..__ r• xr____ i.____ s.__________..__ rrc __rt•�- rr__rrr�- rrrrr_rrrrrrr_ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 ' Irvine, CA 92618 (949) 453 -0111 _::r- **rrrrr- rrr- *rrrrr* DESCRIPTION OF STUDY rrr- rrrrrrrr•rrrr- ***rrrrr Madison Club 10 -yr r Golf SO Area 9B r * 6/20/05 • r. a: rr:: r��• rrrrre.__ rrrt :�___rrrrr_rrr_.,rrrrrrrrrr____ r rrrrrrrrrrrrrrrrrrrrrr FILE NAME: GOLF9B10.DAT ' TIME /DATE OF STUDY: 16:42 06/20/2005 --------------------------------- - ------------------------------------ -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------- -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *-USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING ' _ -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH -LIP_- HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT ,FT /5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ..rrrrrrrrrrrrrrrrrrrrrrrr�• rrrrr* ra: rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr -- FLOW - PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 21 »»>R.ATIONAL_ METHOD _ INITIAL _ SUBAREA - ANALYSIS< < < << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMT IS: TC = K *[( LENGTH * *3) /(ELEVATIONOCHANGE)]**.2D COVER ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 988,00 DOWNSTREAM ELEVATION(FEET) = 947.00 ELEVATION DIFFERENCE(FEET) = 41.00 TC = 0.937 *[( 1000.00 * *3) /( 41.00)] * *.2 = 28.143 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.568 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5395 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 15.22 TOTAL AREA(ACRES) = 18.00 TOTAL RUNOFF(CFS) = 15.22 FLOW P- rrrrr =FROM N--i,-- -- -84.00 -O-- - -E - --- -85.0 I- CODE -- --- -- **rrrrr FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 81 ------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' Page 1 1 GOLF9B10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.568 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5395 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 15.56 TOTAL AREA(ACRES) = 36.40 TOTAL RUNOFF(CFS) = 30.78 TC(MIN.) = 28.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 36.40 TC(MIN.) = 28.14 PEAK FLOW RATE(CFS) = 30.78 END OF RATIONAL METHOD ANALYSIS 0 0 Page 2 IGOLF9C10.TXT _ ..t- fi'.rt:tc•a�fit:ac::::::;:rc- fififi; -afifi_ __^ __'___'___.._.._.. arscfific __�raa�- ==acet.rt•fiaaeafifie RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One 7enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY '.r *fi i:fifififififi *fifi :Sfi fiYrfi ;efifififi *fifi * Madison Club 10 -yr fi ° Golf SO Area 9C 6/20/05 is '.:fi fi'.: fififi* isfii. •e:i:4':'sO::fifi!:!:•,:fi:rfii:':fi ObC•fifiA!:fi'.:trfii:fi'.:L - fi Afi Ot• =X -A Yt �'..•Cfitrt4fik_4fi'.cOOfifiC4G•,• FILE NAME: GOLF9C10.DAT TIME /DATE OF STUDY: 16:43 06/20/2005 ---------------------------------------------- ----------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- --------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /POUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 ' SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' _ -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH -LIP HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. = fi'..•'..-fifi:.-fi fifififi *fifiY:fifififi �•fififififififi':fififififi �•+ sfifi{: O': fi4i: i :dfi',r44fififi4fififi�fifififififififi #fifi6trfifi C•fifi - -FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 21 - -» »> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<<< << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 980.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.469 *[( 900.00 * *3) /( 7.00)] * *.2 = 18.835 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.979 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6508 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 10.17 - FLOW PROCESS - -D- - -- 75.00 TO NODE - - -- -76.00 -- ---*_fi fi*-=dJS*-x--':- FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE - 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' Page 1 ' GOLF9C10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.979 ' SINGLE- FAMILY11 -ACRE LOT) RUNOFF COEFFICIENT = .6508 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 15.80 .TOTAL RUNOFF(CFS) = 20.35 TC(MIN.) = 18.84 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.80 TC(MIN.) = 18.84 PEAK FLOW RATE(CFS) = 20.35 ' END OF RATIONAL METHOD ANALYSIS 0 k li Page 2 Fi GOLF9D10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner street, suite 200 Irvine, CA 92618 (949) 453 -0111 *** * * * * * * * * * * ** * * * * * ** *'` ** DESCRIPTION OF STUDY ** ** ** * * * * * * * * * * * * * * ** **** * Madison club 10 -yr * Golf SO Area 9D * 7/27; 05 ******************************************* * * * * * *** * * ** * ** * * * * * * ** * * ** * *** FILE NAME: GOLF9D10.DAT TIME /DATE OF STUDY: 17:01 07/27/2005 ---------------------------------------------------------------------------- USER SPECIFIED - HYDROLOGY- AND - HYDRAULIC -MODEL INFORMATION: --- -------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.000 0 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ' 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 ' SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET ' as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1-A TC = K *[( LENGTH* *3) /(ELEVATION CHANGE)] *RE2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 974.80 DOWNSTREAM ELEVATION(FEET) = 971.00 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.469 *[( 300.00 * *3) /( 3.80)] * *.2 = 11.009 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.703 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6989 ' SOIL CLASSIFICATION Is "B" SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.08 -- - FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 81 ---- ------- - ---- ----- ---------- --- ----- ---------- ---- ---- ---------------- -- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.703 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6989 ' Page 1 ' SOIL CLASSIFICATION IS "B" GOLF9D10.TXT SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 12.28 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 14.36 TC(MIN.) = 11.01 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 7.60 TC(MIN.) = 11.01 PEAK FLOW RATE(CFS) 14.36 ------------------------ ' END OF RATIONAL METHOD ANALYSIS 0 1I L t 1 Page 2 GOLF9E10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One 7enner Street, suite 200 ' Irvine, CA 92618 (949) 453 -0111 ak t:s st:rt:t -t -a •x -x- - DESCRIPTION OF STUDY ca twat, at:t ac•r t:fe * Madison club 10 -yr ' { Golf SO Area 9E * 6/20/05 FILE NAME: GOLF9E10.DAT ' -- TIME /DATE -OF- STUDY: 16:45 06/20/2005 ---------------------------------------- ------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------- --------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 t 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING'TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES `USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' --- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET 2. as (thxiMUM Allowable Street Flow Depth) - (Top -of -Curb) p )•(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* --FLOW - PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21 ---------------------- ' - -» »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS «« <------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.00 TCEVA01303 *[( 1000OO DIFFERENCE(FEET) 3) /( 4.00)] * *.2 *.2 = 14.494 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.304 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8719 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.01 FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ' Page 1 GOLF9E10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.304 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8719 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS)•= 2.61 TC(MIN.) = 14.49 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.30 TC(MIN.) = 14.49 PEAK FLOW RATE(CFS) = 2.61 END OF RATIONAL METHOD ANALYSIS 0 Page 2 IGOLF9F10.TXT = * *- �•****i: *c- is **e- isai.- is c•* s•** i.• c- ��• ��.....-....***** is����i :i:�::_.._.._____i;___.:___ _r-__-__ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM ABASED AON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One ]enner street, suite 200 ' Irvine, CA 92618 (949) 453 -0111 * * * * == is is •c•a:i: -i:a - a DESCRIPTION OF STUDY * Madison Club 10 -yr ' * Golf SO Area 9F A * 6/20/05 •- •.'-'-'•'.: ti:ttK ttti: is '.: -'.: t is '..-tt'-'•t this i:Ab� �C•'.:i �:4�4i.-'.: '•; �dt-�i it G•�i-C�Obi:fi� �irb� � �i•t _.. ..t FILE NAME: GOLF9F10.DAT TIME /DATE OF STUDY: 16:46 06/20/2005 --------------------- ------------------------- - -USER SPECIFIED HYDROLOGY-AND-HYDRAULIC-MODEL-INFORMATION: ----------------- ---------------------------- ---------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES -USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL= HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' --- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH -LIP HIKE- FACTOR_ NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT *FT /5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* tttttttttttttr. at�- �a�i.• t� ,�eae�x����aa�•�i:aaai;�a�_,ti; �i :ari.r:i;eaai;�i;��rataa���atc - -FLOW- PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 21 » »> RATIONAL- METHOD - INITIAL - SUBAREA _ ANALYSIS «« <------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K= •[(LENGTH* *3) /(ELEVATION CHANGE)] * =.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 992.50 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.303 *[( 600.00 * *3) /( 2.50)] * *.2 = 11.719 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.607 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8742 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.14 tt FLOW is L•A• PROCESS A- - -- - - -67. O NOD -- •*----•*------- CODE- ---- ---- - - - - -- tttti.•tttttti:i:tttttt FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Page 1 I GOLF9F10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.607 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8742 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.87 TC(MIN.) = 11.72 END OF STUDY SUMMARY: ______________________ _______________________________ TOTAL AREA(ACRES) 1.70 TC(MIN.) = 11.72 PEAK FLOW RATE(CFS) = 3.87 ' END OF RATIONAL METHOD ANALYSIS a 1 n 11 Page 2 GOLF9G10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 100 -yr * Golf SO Area 9G * 7/27/05 ******************************************* * * * * * * * * ** *** * * * * * * * * * * * ** * ** ** FILE NAME: GOLF9G10.DAT TIME /DATE OF STUDY: 17:07 07/27/2005 ---------------------------------------------------- ------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC- MODEL - INFORMATION------------ - - - - -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 �1 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 ' SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT, FT /S) ( *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 21 ------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 974.50 ' DOWNSTREAM ELEVATION(FEET) = 972.50 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.469 *[( 250.00 * *3) /( 2.00)] * *.2 = 11.220 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.673 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6973 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.30 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 81 ---------------------------------------- ---------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.673 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6973 ' Page 1 t 1 I� _1 n .11 1 SOIL CLASSIFICATION IS "B " GOLF9G10.TXT . SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.41 TC(MIN.) = 11.22 END OF STUDY SUMMARY:==____________________ _______________________________ TOTAL AREA(ACRES) 2.90 TC(MIN.) = 11.22 PEAK FLOW RATE(CFS) 5.41 - - - - -- ---------------------------------------------------------- ----------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 2 a i 1 .1 t GOLF9H10.TXT trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr4trtrtr4trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr4trtrtrtrtrtrtrtr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 ************************** DESCRIPTION OF STUDY *********************trtrtrtrtr * Madison Club 100 -yr * Golf SD Area 9H * 7/27/05 trtrtrtrtrtrtr*tr trtrtrtrtrtrtrtrtrtrtrtrtrtr* tree trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr * * * * *trtr * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: GOLF9H10.DAT TIME /DATE OF STUDY: 17:09 07/27/2005 -------------------------------------------- ------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* trtrtrtrtrtrtrtrtrtrtrtrtr* tree trtrtrtrtrtrtrtrtrtrtr* tree** trtrtr trtrtrtrtrtrtrtrtrtr * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 21 ---------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 UPSTREAM ELEVATION(FEET) = 982.00 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION 6.00)] * *.2 = 9.809 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.890 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8162 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.36 ***************** trtrtr trtrtrtrtrtr** trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr *trtr * * * * * * * * * * * * * * * *trtrtrtr * * * * * * ** - -FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 81 --------------------------------- ----------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.890 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7085 Page 1 SOIL CLASSIFICATION IS "B" GOLF9H10.TXT SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 10.03 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 12.39 TC(MIN.) = 9.81 ----------- ----- ------------- sis���N�w�tols��sl -oo� � t IGOLFIA.TXT .'• rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON •RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 re:rrrrrrrrrrrr•rrrrrrrrr *r DESCRIPTION OF STUDY * *rrrrrrrrrrrrrrrrrrrrrrrr * Madison Club 100 -yr t * Golf SO Area 1A r * 6/20/05 ***rrrr.. rrrr. ra: rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrarrrrtrrrrrrrarrrr�- r•: -rrrA FILE NAME: GOLFIA.DAT TIME /DATE OF STUDY: 10:58 06/20/2005 ------------------------------------- -------------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------ -------- ------ ------------- ----------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Max *mum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) (velocity) Constraint = 6.0 (FT *FT /5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* rrrrrrrrr rrrr* rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr *rrrrrrrrrrrrr -FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ------ ----------- ------------ - - - - -- __ - - » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -===-=========- ASSUMED INITIAL SUBAREA UNIFORM -- DEVELOPMENT IS SINGLE FAMILY(1 -ACRE --------- LOTS) -- TC = K *[(LENGTH=• *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 440.00 UPSTREAM ELEVATION(FEET) = 1009.00 DOWNSTREAM ELEVATION(FEET) = 1006.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469 *[( 440.00 * =•3)/( 3.00)] * *.2 = 14.524 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7391 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1,88 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.88 rrrrrrrrrrrrrrrrrrrrrrAA FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Page 1 r �. GOLFIA.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7391 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.91 TOTAL AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = 28.79 TC(MIN.) = 14.52 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 10.70 TC(MIN.) 14.52 PEAK FLOW RATE(CFS) = 28.79 END OF RATIONAL METHOD ANALYSIS 0 1 r 1 1 1 Page 2 IGOLFIB.TXT sera, rrarsrrrs:: rra;- c- a�= rarrarre�- rarsa�: �- a�- �• arrrsrat ;���e�- �•��at�e::��,e�aa�trtr�a RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One )enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 raraararaarraaaa�- a�•rs� -ara* DESCRIPTION OF STUDY areaaereereraarerraraereer Madison club 100 -yr * Golf SO Area 1B * 6/20/05 rarar ..�raasarrarr�.rsaasarrraas�- srr: aarrrasararaaara�- eraaraarer.aarereasaae� FILE NAME: GOLFIB.DAT TIME /DATE OF STUDY: 11:08 06/20/2005 --------------------------- ------------------------------ ------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------ ---------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH)'= 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &NCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* H4'-F- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH -LIP -- HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY ' (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* searear�• aereaaaraa�• araasaraarararsaraerarererarrarareraareraasaseeereraaaar -- FLOW - PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMT IS SINGLE TC = K *[( LENGTHEN 3) /(ELEVATIONACHANGE)] *RE2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469*[( 260.00 * *3) /( 4.00)] * *.2 = 10.001 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.520 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7645 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2,42 M __ FLOW -PROCESS--•-- -- NODE-- ra--5.00 TO N--- - -- rarar�• rays• �• arar�- �•aa�- a�•�- rrra::aarat:ara�•r FLOW PROCESS FROM NODE 5.00 TO NODE -- -6_00 IS CODE 81 ----- ---- ---------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page 1 GOLFIB.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.520 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7645 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 74.9$ TOTAL AREA(ACRES) = 22.40 TOTAL RUNOFF(CFS) = 77.40 TC(MIN.) = 10.00 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 22.40 TC(MIN.) = 10.00 PEAK FLOW RATE(CFS) 77.40 ' END OF RATIONAL METHOD ANALYSIS 1 1 Page 2 A s GOLFIC.TXT .. _ _ _ .. _ _ fififi*fififi!.•fifi*fifi *fi +: '.: ':fififi:.-fifi'.:'.: :: fi*'s'.:fifi *fi fififi*i•fi'.; fififi'.•fifi *fifififi *fififififi*fi'.:fi *fi *fififi RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 fififi': *ir t:fi * *fi *fifi -fi fififi*fi r.fififi* DESCRIPTION OF STUDY fififi *fifi * *fi* *fi *fififififi* *fi * *fififi * Madison Club 100 -yr * Golf SO Area 1C 6/20/05 r.�:* *fir: t: fir. aca -r: e:::�- �•fi ::fi::::e:fifi;- �- fic -fifi�- fir: s: rr: fiaafifica�- fifiaeafificfifiefiecfiae�eaefifi ,r�•fi�fia" FILE NAME: GOLFIC.DAT TIME /DATE OF STUDY: 11:03 06/20/2005 --------------------------------------- ----------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------- ------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600. SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ''USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT ,FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. *fi **fi *S:fifi*fififi ts****' s** i:*** i:*******'..•* fi'. e'. e*** ir* t`*':*** * ***'.:tr *�`*t.-**{: * * **ir ** *1t L• *C *k FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 Is CODE = 21 -------------------------- -------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 977.00 ELEVATION DIFFERENCE(FEET) = 43.00 TC = 0.937 *[( 1000.00 * *3) /( 43.00)] * *.2 = 27.876 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.495 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6339 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 15.66 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 15.66 ..******* * * * *�- �• * *** *�• *** *�- t- �- *fi **fi* *fig• ** * *�- fifi ***fifi ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 81 ------------------------ --------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< Page 1 � - -1 � 1, I i t � 11 1 IH GOLFIC.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.495 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6339 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 29.26 TOTAL AREA(ACRES) = 28.40 TOTAL RUNOFF(CFS) = 44.92 TC(MIN.) = 27.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.40 TC(MIN.) = 27.88 PEAK FLOW RATE(CFS) = 44.92 ------------------------------------------------------- ---------------------------- END OF RATIONAL METHOD ANALYSIS Page 2 IGOLF2A.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison Club 100 -yr Golf SO Area 2A s * 6/20/05 FILE NAME: GOLF2A.DAT TIME /DATE OF STUDY: 11:14 06/20/2005 --------------------------------- ---------------------------------- -- USER - SPECIFIED HYDROLOGY AND - HYDRAULIC - MODEL - INFORMATION: ------------------------ -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 1 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)°(velocity) Constraint = 6.0 (FT *FT /S) *S 2. PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' - -FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 - - »»> RATIONAL - METHOD _ INITIAL - SUBAREA - ANALYSIS < << << --------------- -- - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 950.00 UPSTREAM ELEVATION(FEET) = 1008.00 DOWNSTREAM ELEVATION(FEET) = 1004.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.359*[( 950.00 * *3) /( 4.00)]= *.2 = 16.656 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.363 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8252 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 14.43 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 14.43 -- FLOW - PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 81 ----------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 i rl GOLF2A.TXT ____ _____ ________= _________________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.363 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8252 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 26.64 TOTAL AREA(ACRES) = 14.80 TOTAL RUNOFF(CFS) = 41.07 TC(MIN.) = 16.66 END OF STUDY SUMMARY: - - TOTAL AREA(ACRES) 14.80 TC(MIN.) = 16.66 PEAK FLOW RATE(CFS) - 41.07 END OF RATIONAL METHOD ANALYSIS 0 Page 2 IGOLF2B.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced En�ineerin Software (aes) (Rational Tabling version 6.OD? Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 **c -��;: *a**�•�- c- r:�t�a�- ,.•::c -��t: DESCRIPTION OF STUDY==-== •= aa��- r�- �aac�- ����aar Madison Club 100 -yr Golf SO Area 2B 6/20,05 ' �: a:* a: �-* c- �t: o-t: r:* ae:**::* a: t: �-';----• t- c- ��-* e: �-::_.,:****** �•**** r :******a�- ****t•a::********t:*y FILE NAME: GOLF2B.DAT TIME /DATE OF STUDY: 11:20 06/20/2005 -------------------------- ---------------------------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------- ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ='USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH -LIP -- HIKE- FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F1oW -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth)*(Vel6city) constraint = 6.0 (FT*FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 > >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 1020.00 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 30.00 TC = 0.937*[( 600.00* ='3)/( 30.00)] =-*.2 = 22.049 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6586 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.33 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 4.33 FLOW'PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 81 - -- - -- -------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 1� fi GOLF2B.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6586 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 24.85 TOTAL AREA(ACRES) = 15.50 TOTAL RUNOFF(CFS) = 29.18 TC(MIN.) = 22.05 1 - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.50 TC(MIN.) = 22.05 PEAK FLOW RATE(CFS) = 29,18 END OF RATIONAL METHOD ANALYSIS 0 1 1 1 1 ILJ Page 2 IGOLF2C.TXT .._ _.. .. .. _.. *Y: i.- *4;c L- * *_ ___Y:Y; * * *Y: *Y: ** *'.e i-*'.••L•* *f: i`Y: ** ****tr *_.._ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ONAA RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY a *= * *ct•a c• c• ,Y:� * Madison Club 100 -yr * Golf SO Area 2C 6/20/05 FILE NAME: GOLF2C.DAT TIME /DATE OF STUDY: 11:22 06/20/2005 ------ --------- - - - - - - - -- ------------------------- - ----- ---------- ------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------- -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 1 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES -USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL= - -- HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * Y: ��- a* �- Y:********** a********** Y; Y;******************* Y: t •��a���•a��a_���t•ct;a'<�•��Y:e - -FLOW- PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 -_ » »> RATIONAL_ METHOD _INITIAL _SUBAREA _ANALYSIS<<< << ---------------- -- --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K=[(LENGTH' *3) /(ELEVATION CHANGE)] * =.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1002.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 750.00 * =•3)/( 4.00)] * *.2 = 18.883 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.127 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7193 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 19.34 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 19.34 -- FLOW - PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 81 ----------------------- -------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 1 1 A 11 e r GOLF2C _TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.127 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7193 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 31.94 TOTAL AREA(ACRES) = 22.80 TOTAL RUNOFF(CFS) _ $1.28 TC(MIN.) = 18.88 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 22.80 TC(MIN.) = 18.88 PEAK FLOW RATE(CFS) - $1.28 END OF RATIONAL METHOD ANALYSIS 0 Page 2 IGOLF3A.TXT car. t: acaat.- t: �- t :aa:.- cac�:caat:cat:c�•�.._e_.. _ _.._ _ cac'• acccacacccaca ____�- cacaccaat.- aaca� -a RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Enyineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 3enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 caaccacaa •t :aaaa -c a;: -t: - ::...._ DESCRIPTION OF STUDY = aaaaaaacaacaaaaacacaaac * Madison Club 100 -yr a Golf SD Area 3A ^ 6/20/05 c..•- •- A�•• -• -� acr•.•. cca•-- �•:.•: at.• �-•.:.•....- �... A.- A.. �. xaaaaaaacaacaaaaaaacaaaaaaaaaacaaactecA FILE NAME: GOLF3A.DAT TIME /DATE OF STUDY: 12:36 06/20/2005 --------------------- - - -------------- ----------------------------- -- USER - SPECIFIED - HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- --------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING _ -_ WIDTH CROSSFALL IN- /_OUT- /PARK- HEIGHT WIDTH -LIP_- HIKE_ FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F10W -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT*FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* caa ** acct: ca* caact.•cca:.•at.- ca::aaca *cac -c caaccaaaaccacaaa *aacaaaacaaaaaaacacaaa -- FLOW - PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 21 _ -»»> RATIONAL - METHOD INITIAL - SUBAREA - ANALYSIS < < < << --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 1 INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 998.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 550.00 * *3) /( 2.00)1 **.2 = 13.783 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.753 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8313 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 9,98 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 9.98 ' FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --- - - - - -- Page 1 1 1� F- t 1 GOLF3A.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.753 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8313 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 14.35 TC(MIN.) = 13.7$ END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 4.60 TC(MIN.) = 13.78 PEAK FLOW RATE(CFS) = 14.35 ---------------- -------------------- END OF RATIONAL METHOD ANALYSIS 0 Page 2 [1 IGOLF36.TXT .._,...___..*******l i--_ t..____.._..__***___ ' _______ ' _ .. ___;- *t_ A __ ' _ * ** * * *_ * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 t•iiitacci:e r - =- i:i:s t• r - DESCRIPTION OF STUDY * Madison Club 100 -yr Golf SO Area 3B 6/20,'05 * *ie* *:;X-i::: *R *i: :�'.: ::'.: L•'.: is •;: *'s*L•'.; ;� �• *is'.: *'.:'s•k* *•k*i** ** **'.:* is t-* * ** * *t * *G• **i: ** * * **'.r *i- *'.:A FILE NAME: GOLF3B.DAT TIME /DATE OF STUDY: 12:49 06/20/2005 --------- ---------- ---- ---------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------ ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 1 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH. CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as 2. (Depth) Allowable Depth)*- T T /Sjp -of -Curb) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ^ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* r.***** a•** t•* r.** t-******** r.******* �•*** t•********** c�aai .•�ta�cafia�at��a�:��ti:��i;� - -FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 ' »» > RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER [ A INITIAL SUBAREAFLOW(LENGTH(OFEET)ANGE) 500.00 ' UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC = 0.937 *[( 500.00= °•3) /( 16.00)] * *.2 = 22.412 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.831 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6569 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.39 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 81 ------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < ' Page 1 IGOLF3B.TXT L�� t t LJ Page 2 --------- - - - =-= --------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.831 UNDER /ELOPED WATERSHED SOIL CLASSIFICATION IS RUNOFF COEFFICIENT = .6569 "B" SUBAREA-AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 34.60 TOTAL AREA(ACRES) = 21.50 TOTAL RUNOFF(CFS) = 39.99 TC(MIN.) = 22.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 21.50 TC(MIN.) = 22.41 PEAK FLOW RATE(CFS) = 39.99 ______________________________ END OF RATIONAL METHOD ------------------ -------------- ANALYSIS L�� t t LJ Page 2 I� IGOLF3C.TXT _ _ .. _ _ _ _ _ _ _ .... _ *t:*_- � -s -t: �>:** c-* d:* �- � •. *c• ***c- c• *t- **s• *c- **� -*� -e: _ ��,:.•, � ��� _ moo, �a� RATIONAL METHOD METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 _a *t: *:: t: = - * *t: ;* • -:: - * *e• **t` DESCRIPTION OF STUDY * Madison Club 100 -yr * Golf SO Area 3C ^ * 6/20/05 ** t•** �-::** t:* �- c•*:,. �.,., .....-.. c•****** t: �: �: �a�r: ar: a: ��e= Ac•::_ �::��r�tcs•�s:a���t,•�e;z___-__ FILE NAME: GOLF3C.DAT ' TIME /DATE OF STUDY: 12:40 06/20/2005 ---------------------- - - --------- ----- - ---------------------------- - _USER_SPECIFIED - HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------ --------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - -- HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth)* (velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 1 ^^ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -_FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»> RATIONAL - METHOD _ INITIAL - SUBAREA - ANALYSIS< << << --------------- - -- --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE))= =-.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359-[( 600.00• *3) /( 2.00)1 * =-.2 = 14.522 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8296 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.46 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.46 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 81 ------------------------- ------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ' Page 1 GOLF3C.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8296 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 11.48 TOTAL AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 19.94 TC(MIN.) = 14.52 ' END OF STUDY SUMMARY: - - TOTAL AREA(ACRES) 6.60 TC(MIN.) = 14.52 PEAK FLOW RATE(CFS) = 19.94 ------- - - - - -- ' END OF RATIONAL METHOD ANALYSIS 0 t 1 Page 2 1 GOLF4A.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, suite 200 ' Irvine, CA 92618 (949) 453 -0111 fi;c t: t: -.: •tae; e: �•fi -a �•r:fi -cfiat: �•�•fi DESCRIPTION OF STUDY • fi *cfi =fi *afitfic� -t•fi fifi afififififitfifi Madison Club 100 -yr * Golf SD Area 4A • 6 /20 6/20/05 fi FILE NAME: GOLF4A.DAT TIME /DATE OF STUDY: 12:55 06/20/2005 --------- ---------- - - - - --- ----- ---- ----- ------------ - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------- ------------------------ -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 ' SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH _LIP HIKE- FACTOR_ NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ^ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* fififififi C-fi�•fi fifififi*fi *fifi'.•fi'..•fifiC•fi fififififi **fifififi'..•'r:Sfi'..- fififi*fifififi �•fifi *fi *fi*fi'.• *fi *fi *fifi *fifi G• *fifi L•* - -FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 Is CODE = 21 > >>> RATIONAL_ METHOD - INITIAL - SUBAREA_ ANALYSIS < < < << --- --- -- ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 995.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 800.00 * *3) /( 8.00)]".2 = 17.088 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.313 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7270 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8.19 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 8.19 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00,ISAC_*_* -* 81AA _* _* _* _* _* _* _7 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ' Page 1 I GOLF4A.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.313 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7270 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 25.05 TOTAL AREA(ACRES) = 13.80 TOTAL RUNOFF(CFS) = 33.24 TC(MIN.) = 17.09 ' END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 13.80 TC(MIN.) = 17.09 PEAK FLOW RATE(CFS) - 33.24 ' END OF RATIONAL METHOD ANALYSIS 0 1 i it 1 Page 2 GOLF4B.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) ' Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY - - ••_______ * *** • ** • * ** . Madison Club 100 -yr ' * Golf SD Area 46^ 6/20/05 FILE NAME: GOLF46.DAT ' TIME /DATE OF STUDY: 12:57 06/20/2005 ------------------ -------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------- ---------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 ' SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE.CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL ' - -- HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0-018/0-020 0.67 2.00 0.0313 0.167 0.0150 ' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F10W -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - -FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ' - - >>>>> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 9.00 TC = 0.469-•[( 550.00 * *3) /( 9.00)] * --.2 13.330 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.826 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7452 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 17.11 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF (CFS) 17.11 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 6.00 TC(MIN.) = 13.33 PEAK FLOW RATE(CFS) = 17.11 ' Page 1 1 IGOLF4B10.TXT !: *b{:bbi: '.: �^ L-{: b{:'.:!:*'.: b'.:'.: b'.:'.:'.• b�- bbbi .•!c�A!:L-!c41:!c!:{r ^',:! --b�t i-4G-�G•!- •'..-{:�!: '.: C'..-���'.rAi�iFtA t-{: t`..4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. one 7enner Street, suite 200 ' Irvine, CA 92618 (949) 453 -0111 **b;!:{: {: -• {: { {:b {: {:{:bib{ DESCRIPTION OF STUDY {:b {:{b* b{:* bbb{{..•,x * Madison Club 10 -yr ' Golf SD Area 46 - - 6/20/05 A �{: '.: {:b *bAbbbbb w•{.-{: �•'.:�•{: {: i.AAC {:b {- �.i.....�� -{_ {rib!: is �u!:A{: ^4'.c {: i•{: L•!: C {:�'cA b!: {: {: �-A A!:�C 1 FILE NAME: GOLF48IO.DAT TIME /DATE OF STUDY: 13:29 06/20/2005 ----------------------- ' ---------------------------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 = 0.95 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 ' RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF- CROWN TO STREET- CROSSFALL: MODEL* CURB GUTTER- GEOMETRIES: WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP MANNING ' HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) FACTOR (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *-FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .... bbb! rb!:{ rbbbb! rbbbbbbbbbb** bt- b'. :bbbbbbb}F{:!:bbbbbb'.:{:b{:b!: L-b !:bb *bb{rbbbbt- bbbbbbb{:bb -- FLOW - PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 _ -» »> RATIONAL- METHOD INITIAL SUBAREA ANALYSIS <<< << - - - --------------- ASSUMED INITIAL SUBAREA UNIFORM - - - - -- DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[( LENGTH *b3) /(ELEVATION.CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 9.00 TC = 0.469 *[( 550.00 * *3) /( 9.00)1* =•.2 13.330 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.419 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6824 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 9.90 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 9,90 END OF STUDY SUMMARY: TOTAL AREA ACRES) = 6.00 TC(MIN.) 13.33 PEAK FLOW RATE(CFS) = 9.90 ' ----------------- -------- Page 1 1 IGOLFSA.TXT z:.• zzzzzzzzzz* zzzzz�- zzzz:: z*=- zzzzzzzzzzz� •zzzz:.•zzzzzzzzzzzzz::zzz:.•zz zz*zzzzzzzzz RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) Release Date: Tabling Date :01 /01 / s� 2004Licensse)ID 1566 Analysis prepared by: RCE Consultants, Inc. one lenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 *zz *= tz * *z*zz *zzz * * * * *zz ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * ** * ** * Madison club 100 -yr ^ Golf SO Area 5A 6/20/05 **-.- zzz,•: zzzzzzzz* z:::.-::* t- z* zzzzzzzzzz* zzzzz* zz�- �- zzzzz *zzzzz *- *z *z *zz *z *zz * * *zA FILE NAME: GOLF5A.DAT ' TIME /DATE OF STUDY: 13:34 06/20/2005 ------------------------------ ---------------------------------------- - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------- -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES •USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' - -- WIDTH CROSSFALL IN- / -OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth) (velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* zzzzzzzzzzzzzzz�• zzzzzz* zzzzzzzzz* zzzzzzzzzzzzzzzzzz *z *zzz ** * * *zzz *z *zz * * * *** - -FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 ---------------------- - - >>>>> RATIONAL- METHOD- INITIAL - SUBAREA- ANALYSIS< << << ----------_---- - - - -- ASSUMED INITIAL SUBAREA UNIFORM. TC = K *[( LENGTH E *3) /(ELEVATIONOCHANGE)] **.2D COVER ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.937 *[( 300.00 **3) /( 2.00)] * *.2 = 25.003 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.657 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6455 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 5.49 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 5.49 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 3.20 TC(MIN.) = 25.00 PEAK FLOW RATE(CFS) = 5.49 --------- - - - --- Page 1 1 GOLF6A.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one ]enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 -_ **• * *• * *** * * *a * ** *** ** DESCRIPTION OF STUDY I * Madison Club 100 -yr * Golf SD Area 6A * 6/20/05 1 1 rj I FILE NAME: GOLF6A.DAT -- TIME /DATE -OF STUDY: 13:42 06/20/2005 ------------------------------------------- --------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------- ------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / FACTOR SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT-,FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW- PROCESS FROM NODE 39.00 TO NODE 40.00 Is CODE = 21 ----------------------------------- -------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.323 *[( 900.00 * *3) /( 6.00)] * *.2 = 13.357 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.822 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8613 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 23.04 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 23.04 -- FLOW - PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------- --------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< Page 1 1 77 1I GOLF6A.TXT TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.36 RAINFALL INTENSITY(INCH /HR) = 3.82 TOTAL STREAM AREA(ACRES) = 7.00 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.04 FLOW PROCESS FROM NODE 41.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA - ANALYSIS ««<------------------------ ----------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ' UPSTREAM ELEVATION(FEET)'= 996.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 800.00 * *3) /( 8.00)] * *.2 = 17.088 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.313 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7270 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 16.86 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 16.86 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 - - - - - -- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.09 RAINFALL INTENSITY(INCH /HR) = 3.31 ' TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.86 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.04 13.36 3.822 7.00 2 16.86 17.09 3.313 7.00 **** r. . * *�• * * ** * * * * * * * * * * * * *�• * * * * * ** WARNING**** * * * * * * * * * * * * * * * * * *r. ** * ** * * * *** ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 36.22 13.36 3.822 2 36.84 17.09 3.313 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.22 TC(MIN.) 13.36 TOTAL AREA(ACRES) = 14.00 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 40.00 = 900.00 FEET. --- END OF STUDY SUMMARY: -- TOTAL AREA(ACRES) = 14.00 TC(MIN.) 13.36 -- PEAK - FLOW -RATE( CFS)========= 36_ 22__________ _______________________________ _ END OF RATIONAL METHOD ANALYSIS ' 0 L Page 2 LJ GOLF6s.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT. (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.Ob3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner street, suite 200 Irvine, CA 92618 (949) 453 -0111 fifififi': ':fifi �•fi fifififififi *fifi **fifi* ** DESCRIPTION OF STUDY *fififii:fi * *!.• *fifi *fi'.:fi **fi * *fifififi* I * Madison Club 100 -yr fi Golf SD Area 6B * 6/20; 05 fi + r:: fififififit: fiafiafi�• fififiafififififi:: afifitfifififir :fiafiafifiafififi�fifififififififiefiafir:r fifiefi�,tfififitfifirfitfi 1 1 1 FILE NAME: GOLF6B.DAT - -TIME /DATE OF STUDY: 13:48 06/20/2005 --------------------------------------------------- ----------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *** fifi** fifi* fififi* fifi:: fififififi* t: fii: fifififi�•****** �•******** *fifi * *fi *fifi *fi ** *fi *fififi *fi * *fi **fi *� -o- FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 - - - --------------------------------------- ------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE TC = K *[( LENGTH** 3) /(ELEVATIONACHANGE)]CRE2LOT5) INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 1000.00 * *3) /( 8.00)] * *.2 = 19.536 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.066 SINGL=- FAMILY(! -ACRE LOT) RUNOFF COEFFICIENT = .7166 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 15.38 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 15.38 - -FLOW- PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 81 ----------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page-1 U GOLF6B.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.066 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7166 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 26.37 TOTAL AREA(ACRES) _ 19.00 TOTAL RUNOFF(CFS) = 41.75 - -TC( MIN =) = = == 1954__________________________ _______________________________ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 19.00 TC(MIN.) = 19.54 PEAK FLOW RATE(CFS) = 41.75 --------- - - - - -- _________________ END OF RATIONAL METHOD ANALYSIS 1 t Page 2 II L, GOLF6C.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 T1 Analysis prepared by: RCE Consultants, Inc. One ]enner street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY ` Madison Club 100 -yr Golf sd Area 6C 6/20,05 FILE NAME: GOLF6C.DAT -- TIME /DATE OF STUDY: 13:54 06/20/2005 ------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPEC =FIED MINIMUM PIPE SIZE(INCH) = 18.00 SPEC =FIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 ' 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER.- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- = = = =_========= ___ ------------- _ ====== = = = == = = = = == = = = == = = = = = == 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) I 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 21 ------ -------- ----- ----- ---------- ---- ---- - --------- ---- ---- ---------------- - ->>>>> RATIONAL- METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 986.00 DOWNSTREAM ELEVATION(FEET) = 982.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 550.00 * *3) /( 4.00)] * *.2 = 15.677 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.483 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7335 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 10.22 - TOTAL AREA(ACRES) = 4.00 A TOTAL RUNOFF(CFS) = 10.22 FLOW PROCESS FROM NODE 47.00 TO NODE 46.00 IS CODE = 81 ------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 11 0 Ll J, D I 1 i 0 Page 2 GOLF6C.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.483 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7335 L SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 14.56 TOTAL AREA(ACRES) = 9.70 TOTAL RUNOFF(CFS) = 24.78 TC(MIN.) = 15.68 END OF STUDY SUMMARY: TOTAL AREA (ACRES) = 9.70 TC(MIN.) = 15.68 PEAK FLOW RATE(CFS) = 24.78 END OF RATIONAL METHOD ANALYSIS 11 0 Ll J, D I 1 i 0 Page 2 1 GOLF6D.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineem. software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 100 -yr Golf SD Area 6D * 6/20; 05 FILE NAME: GOLF6D.DAT -- TIME /DATE OF STUDY: 13:57 06/20/2005 ------------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 - `.'EAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD r NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER.- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 21 ----------------------------------------------- ----------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 957.00 ELEVATION DIFFERENCE(FEET) = 43.00 TC = 0.937 *[( 1200.00 * *3) /( 43.00)] * *.2 = 31.099 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.342 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6218 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 17.47 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFF(CFS) = A17.47 FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 81 ------------------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page 1 rsl I t GOLF6D.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.342 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6218 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 48.00 SUBAREA RUNOFF(CFS) = 69.90 TOTAL AREA(ACRES) = 60.00 TOTAL RUNOFF(CFS) = 87.37 TC(MIN.) = 31.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 60.00 TC(MIN.) = 31.10 PEAK FLOW RATE(CFS) = 87.37 GOLF6E.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * ** * Madison Club 100 -yr * Golf SD Area 6E 6/20/05 FILE NAME: GOLF6E.DAT - -TIME /DATE OF STUDY: 14:01 06/20/2005 ----------------------------------------------------- ---------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------- - - - - -- - _------ - - - - -- ---------------------------- USER SPECIFIED STORM EVENT YEAR = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 --------------------------------------------- - - » »> RATIONAL- METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 1000.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.469 *[( 300.00 * =-3)/( 2.00)] * *.2 = 12.517 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3,968 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7496 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 8,33 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.33 -- FLOW - PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81 --------------------------- ---------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Page 1 1 I� I� a il' 1 -01 1 J � 'I 1 �1 GOLF6E.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.968 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7496 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 29.15 TOTAL AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) = 37.48 TC(MIN.) = 12.52 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.60 TC(MIN.) = 12.52 PEAK FLOW RATE(CFS) = 37.48 END OF RATIONAL METHOD ANALYSIS 0 Page 2 0 IGOLF7A.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 �14 (949) 453 -0111 * ** * * * * **• * *:• * * * ** * * -- DESCRIPTION OF STUDY * Madison Club 100 -yr Golf SO Area 7A * 6/20/05 FILE NAME: GOLF7A.DAT TIME /DATE OF STUDY: 15:20 06/20/2005 ------------------------------------------------ ------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth)* (velocity) Constraint = 6.0 (FT *FT /5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1005.00 DOWNSTREAM ELEVATION(FEET) = 1000.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.469 *[( 700.00 * *3) /( 4.50)] * *.2 = 17.696 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.247 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7244 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 14.82 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 14.82 -- FLOW - PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 81 --------------------------------------- ---------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Page 1 1 C'7 J GOLF7A.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.247 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7244 SOIL CLASSIFICATION IS "B" P SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 27.99 TOTAL AREA(ACRES) = 18.20 TOTAL RUNOFF(CFS) = 42.81 TC(MIN.) = 17.70 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 18.20 TC(MIN.) = 17.70 PEAK FLOW RATE(CFS) = 42.81 . END OF RATIONAL METHOD ANALYSIS 1 1 1 r Page 2 GOLF7B.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON �! RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 ^**Y: ***•r. •* ***t- a ** * ** * DESCRIPTION OF STUDY * Madison Club 100 -yr Golf SO Area 7B 6/20/05 ri' sY:* �• Y: wt-** Y:* Y.•**•* Y. •it'.: *Y::`*Y:t-i-t- *Y:'.:t-*is Yc**Y:** YrL• C• * *6 ** * * * * * *i•**C*ir *'.: * *i•i: *Yr* ** **l'•* FILE NAME: GOLF7B.DAT TIME /DATE OF STUDY: 15:27 06/20/2005 ------------------------------- ------------------------------------------ -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - -- HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY _(FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0-018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1:00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) (velocity) Constraint = 6.0 (FT ,FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *L -*SF Yr* *ir Yr*b *{r * *Y: ****Yr *L• *St* *** * *Y: * *Y: **Y: ***** Yr**', e** * **** ***•Yr *** *ir* *'k ** *YZ**** ** - -FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< _____________ _______________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 998.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 600.00 * *3) /( 4.00)] * *.2 = 16.517 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.379 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7296 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 15.53 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 15.53 -- FLOW - PROCESS FROM NODE 59.00 TO NODE 58.00 IS CODE = 81 ---------------------------- ---------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 I r - - - - -- GOLF7B.TXT t p— 1 1 1 Page 2 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.379 ----------------- E LOT) RUNOFF COEFFICIENT = .7296 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 15.29 TOTAL AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = 30.82 TC(MIN.) = 16.52 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.50 TC(MIN.) = 16.52 PEAK FLOW RATE(CFS) = 30.82 ■ END OF RATIONAL METHOD ANALYSIS t p— 1 1 1 Page 2 iGOLF7C.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 aarax•r tea• -cx t:,• - -r. DESCRIPTION OF STUDY * *a * *a * * *= * *o * = = = =xe * Madison Club 100 -yr * Golf SD Area 7C * 6/20/05 c• ** *r:;:t:*t:::x- * *::::ac• * *+- �•* �•* t; ���•** c• ���e�a�e��� ;�ectt��a�a��:.•����� FILE NAME: GOLF7C.DAT TIME /DATE OF STUDY: 15:32 06/20/2005 -------------------------------- ----------------- --------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) 4.520 1 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY BATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES =USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT)_ (_FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW- PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----- - - - - -- - - -- ________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER [ * INITIAL SUBAREA FLOW(LENGTH(O ANGE FEET)1300.00 UPSTREAM ELEVATION(FEET) = 1004.00 DOWNSTREAM ELEVATION(FEET) = 968.00 ELEVATION DIFFERENCE(FEET) = 36.00 TC = 0.937 *[( 1300.00 * *3) /( 36.00)] * *.2 = 33.809 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.231 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6124 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 14.07 TOTAL AREA(ACRES) = 10.30 TOTAL RUNOFF(CFS) = 14.07 - -FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 81 --------------------- ------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 1 1 1 1 GOLF7C.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.231 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6124 SOIL CLASSIFICATION IS B" SUBAREA AREA(ACRES) = 31.60 SUBAREA RUNOFF(CFS) = 43.18 TOTAL AREA(ACRES) = 41.90 TOTAL RUNOFF(CFS) = 57.25 TC(MIN.) = 33.81 END OF STUDY SUMMARY: — TOTAL AREA(ACRES) 41.90 TC(MIN.) = 33.81 PEAK FLOW RATE(CFS) = 57.25 END OF RATIONAL METHOD ANALYSIS G Page 2 r GOLF7D.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ONA RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison Club 100 -yr ^ Golf SO Area 7D 6/20/05 FILE NAME: GOLF7D.DAT TIME /DATE OF STUDY: 15:37 06/20/2005 -------- --------- ---- - - ----------------------- - --------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = '1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* - -- HALF- CROWN TO STREET- CROSSFALL -CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)= (Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH'= *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 983.00 DOWNSTREAM ELEVATION(FEET) = 980.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469 *[( 800.00 * *3) /( 3.00)] * *.2 = 20.791 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.957 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7117 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 13.26 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 13.26 A - -FLOW PROCESS FROM NODE 62.00 TO NODE 61.00 IS CODE 81 -------------------------------------- ---------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 C s 1 I� J [I It 1 GOLF7D.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.957 SINGLE- FAMILY11 -ACRE LOT) RUNOFF COEFFICIENT = .7117 SOIL CLASSIFICATION IS "B° SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 12.42 TOTAL AREA(ACRES) = 12.20 TOTAL RUNOFF(CFS) = 25.68 TC(MIN.) = 20.79 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.20 TC(MIN.) = 20.79 PEAK FLOW RATE(CFS) = 25.68 END OF RATIONAL METHOD ANALYSIS a Page 2 1 GOLF8A.TXT AirtrA** tr** trtrA*** trAAA** trAA* trtrA* AAtr**** AAtrAtrtrAAtrAAAAA *AAAtr4AAAAAAtrA*A4AAA RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON AAAA*A RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 AAA***. A tr AA******* tr A** A A DESCRIPTION OF STUDY r * Madison Club 100 -yr tr A * Golf SD Area 8A * 7/28/05 FILE NAME: GOLFSA.DAT TIME /DATE OF STUDY: 14:13 07/28/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 ------------------------------------------------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 986.00 DOWNSTREAM ELEVATION(FEET) = 966.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937 *[( 700.00 * *3) /( 20.00)] * *.2 = 26.229 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.585 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6404 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.62 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 6.62 ********************************************* ******************************* FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 81 -------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ____ -------------------- ______________________ _______________________________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.585 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.70 SUBAREA RUNOFF(CFS) = 24.33 TOTAL AREA(ACRES) = 18.70 TOTAL RUNOFF(CFS) = 30.95 TC(MIN.) = 26.23 Page 1 I GOLF8A.TXT END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.70 TC(MIN.) = 26.23 PEAK FLOW RATE(CFS) = 30.95 _________________________________ _______________________________ END OF RATIONAL METHOD ANALYSIS 0 tl i I 1 1 J u 1 r 1 1 Page 2 1 IGOLF9A.TXT .. _ _ _ _ fififififififi C•fi ; -': +; {: :: L-fi'.r ^fi tr': _ _ _.. _ ..fii. _..fi[ -:: is G•A4btrfi b:: i:Cfifi �•_ �i: 4fifiOfi G•fi fifitfi trt 4fi Ofi 4::fi RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Enyineerin Software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner street, Suite 200 1 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY *- ••.,•fi fi::'.:fii.- fifi'.rfi fififi;;fififififififififi Madison Club 100 -yr - Golf SD Area 9A 6/20/05 -: fififififific�• fifififiafifi:;:: �• �- fi:: fififi:: fi�- fifiefifififi�• r :fifififia- cfi- rfi�fifir:r:fixfi- � -fififia� fififiafififific-,. FILE NAME: GOLF9A.DAT TIME /DATE OF STUDY: 16:22 06/20/2005 - ------------------------------------- ------------------ ---------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------- ---------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)fi(velocity) Constraint = 6.0 (FT*FT /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.= - -FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 21 - -»»> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) [ * INITIAL SUBAREA FLOW(LENGTH(OFEET)ANGE)700.00 UPSTREAM ELEVATION(FEET) = 993.00 DOWNSTREAM ELEVATION(FEET) = 984.00 ELEVATION DIFFERENCE(FEET) = 9.00 TC = 0.469fi[( 700.00fi =3)/( 9.00)1fifi.2 = 15.405 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.519 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7348 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 10.60 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 10.60 FLOW PR PROCESS i. FROM NODE � -- -78.00 TO NODE CODE- =A-- -fifidi`Afi fikfifi FLOW PROCESS FROM NODE 78.00 TO NODE 79.00 IS CODE = 81 ---- - - - - -- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 r GOLF9A.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.519 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7348 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 37.49 Y TOTAL AREA(ACRES) = 18.60 TOTAL RUNOFF(CFS) = 48.09 TC(MIN.) = 15.40 1 END OF STUDY SUMMARY: TOTAL AREA ACRES) 18.60 TC(MIN.) = 15.40 PEAK FLOW RATE(CFS) = 48.09 ■ END OF RATIONAL METHOD ANALYSIS L i 'I 1 1 1 i Page 2 1 GOLF96.TXT xt.�;:•:c.r ;- •:cat.�•c• mat: a; �r�• tAt: t: �a�,.__ r.__.. r.: �; at: at�t: �a�• �t�att :�•;a�•ctec;�c..t____te�r_ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON A RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 cap- •t,- t,- t:cac�•accaat.•aaccaac *c DESCRIPTION OF STUDY acaaacaccacccccacccaaccccc * Madison Club 100 -yr * Golf SO Area 96 x * 6/20%05 a acaaacaat: caccacccat.• caacaaaacaaacact,- acaaacacaeacoaaaataact ,•aacaacaaaaaaacc FILE NAME: GOLF9B.DAT TIME /DATE OF STUDY: 16:24 06/20/2005 ------------------------------------------------- ------------------ -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------- ------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 1 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 ' SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* -_- HALF- CROWN TO STREET- CROSSFALL CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ** accacccaccaccaacaccac* acccaacccc�• acaa* accacccccaccac * *cacaaccaacaacaac *ccc - _FLOW -PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 21 >>>>> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS <<< << --------------- -- - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH=• *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 988.00 DOWNSTREAM ELEVATION(FEET) = 947.00 ELEVATION DIFFERENCE(FEET) = 41.00 TC = 0.937 *[( 1000.00 * *3) /( 41.00)] * *.2 = 28.143 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.481 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6328 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 28,26 TOTAL AREA(ACRES) = 18.00 TOTAL RUNOFF(CFS) = 28.26 .... �-=- cacccaccaccacacaaccacaaa�-* accaacaccacca�• accacaccac� •acaaca�•aaccccaccaca:• -- FLOW = - PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE 81 --------------------------- ---------------------------------- » »>.ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 1 GOLF9B.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.481 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6328 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 28.89 TOTAL AREA(ACRES) = 36.40 TOTAL RUNOFF(CFS) = 57.16 TC(MIN.) = 28.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 36.40 TC(MIN.) = 28.14 PEAK FLOW RATE(CFS) = 57.16 ' END OF RATIONAL METHOD ANALYSIS a a IGOLF9C.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD� Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. one 7enner Street, suite 200 1 Irvine, CA 92618 (949) 453 -0111 r: •r aaas r: -: t: x• -tom r DESCRIPTION OF STUDY * Madison Club 100 -yr Golf SD Area 9C .. 6/20/05 FILE NAME: GOLF9C.DAT TIME /DATE OF STUDY: 16:29 06/20/2005 ------------------------------------------- ------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES •USER.- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING - -- WIDTH CROSSFALL IN- /- OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -Of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -- FLOW - PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 21 - -»»> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<<<<< --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMT IS SINGLE TC = K *[(LENGTHEN3) /(ELEVATION CHANGE)]CRE2LOTS) INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 980.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.469 *[( 900.00 * *3) /( 7.00)) * *.2 = 18.835 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.132 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7195 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 17.80 TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 17.80 - -FLOW- PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 81 --------------------------------- ---------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< Page 1 1 - GOLF9C.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.132 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7195 SOIL CLASSIFICATION IS °B" SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 17.80 TOTAL AREA(ACRES) = 15.80 TOTAL RUNOFF(CFS) = 35.60 TC(MIN.) = 18.84 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.80 TC(MIN.) = 18.84 PEAK FLOW RATE(CFS) = 35.60 END OF RATIONAL METHOD ANALYSIS 0 Page 2 F GOLF9D.TXT AAAtrAA * *Atr *trA *A * * *A * * *AA ** AAA* Atr* AtrAAtrAtr****** * *AAAAAtrtrAAtrAAAAirAAAAAAAtrtrAAtrA RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling Version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * *Atr *Atr ** * Madison Club 100 -yr * Golf SO Area 9D * 7/28/05 AtrtrAAtrAAtrAAAAtr** A** AAtrA* trAAtrAAAtrAA *trtrA * * *A *A * * *tr * **trtrA* *AAA *AAAtrAAtrAAAtrtrAA FILE NAME: GOLF9D.DAT TIME /DATE OF STUDY: 16:00 07/27/2005 ---------------------------------------------------------------------------- USER SPECIFIED - HYDROLOGY - AND - HYDRAULIC MODEL INFORMATION:. - - - --- -------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* AAAAAAAAAAtrAAtrAAAAAAAAAAtrAAAAAAAAAtrAAAAAAtrAAAtrAAAAAAAAAtrAAtrAAAAAAtrAAAAAAAAtrA - -FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 --------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 974.80 DOWNSTREAM ELEVATION(FEET) = 971.00 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.469 *[( 300.00 * *3) /( 3.80)] * *.2 = 11.009 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.275 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7583 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.57 AAAtrAAA*'AAAAirtrAA*ir AtrtrAitrAAtr* AtrA** tr***** trA** trA** * *AA * *AAAit * **' * * *trAtrtrAtrAAtrAAtrtr ' FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 81 ---- ----- ---------- ---- ---- ---------- ---- ---- ---------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.275 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7583 i Page 1 I GOLF9D.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 21.07 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 24.64 TC(MIN.) = 11.01 END OF STUDY SUMMARY: _ TOTAL AREA(ACRES) 7.60 TC(MIN.) = 11.01 PEAK FLOW RATE(CFS) 24.64 ' END OF RATIONAL METHOD ANALYSIS 0 fJ fl 1 e 1 � 1� GOLF9E.TXT ...._....___.._____-___ etc•; �• ���::.- t�:::.- t: �: �co-�t• t�•;•- t�; ec:.• ��aa ;- �::a�;•- ae���a��;��e.c.c•t RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY c•tacsa• r� = sr.aa a * Madison Club 100 -yr ' Golf SD Area 9E _ ^ 6/20/05 :: is 41-': �^ �i.- �A'.- �.•:{: y!: t'.:,G• t- b':'. ci:'.:',: Ri• �4t± t- �u'.:': L- �'.: 44Ct-'..•':'..• 4C- �Rt4��•��b'.•�Atr�Ai:eO�L-�k�t -• FILE NAME: GOLF9E.DAT ' TIME /DATE OF STUDY: 16:33 06/20/2005 --------- - --------- ---- ---------- - - ----------------- -------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --- ---------------------------- ------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES '`USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL= ' - -- HALF- CROWN TO STREET= CROSSFALL -CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 1 1 L -1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth),.- (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT, -FT /5) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.= ���atr:- s: aa�rt��- aa�: a�• �xca����- �cr: ��- a����• A�. a�����aa��a����z _ar�ear�;�- :r�t��r.��� FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21 -------------------------------- ----------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K=[(LENGTH* *3) /(ELEVATION CHANGE)]' =.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.303*[( 1000.00 ==3)/( 4.00)] = =.2 = 14.494 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.645 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3,21 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.21 .._ t• �a;_ �:.• �• �- �- ca�at�c• t- �• t•:- t,;: t; ��t• �a�: t• tA�• ��• t- ���aa��a��ac •���•�x- �a::������x- �tr�;�t•�:� - -FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 81 ----------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 GOLF9E.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.645 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.17 TC(MIN.) = 14.49 ------------------------------ END OF STUDY SUMMARY: ---------------------------- TOTAL AREA(ACRES) = 1.30 TC(MIN.) 14.49 PEAK FLOW RATE(CFS) = 4.17 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1 1 1 1 1 i 1 1 GOLF9F.TXT - * ** *s- �: * ****c• :: * * *r: � � _•��;x•� -t: �• *�• * **r.t- ** *t••.: *** * **�•�r: � � _cc�ac��t, ��e�•ac•t�ra_A�e== RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 _, - .:r:;- ktar: -: •� - s :: - •c DESCRIPTION OF STUDY t *acac oca car, e * Madison club 100 -yr * Golf So Area 9F - 6/20/05 FILE NAME: GOLF9F.DAT TIME /DATE OF STUDY: 16:35 06/20/2005 ---------------------------------- ------------------------------------ - -USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------- -------------------------------- ---------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER,- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F10W -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* - -FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 21 --------------------------------- ----------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC [ INITIAL SUBAREA FLOW(LENGTH(OFEET)A =GE)600.00 UPSTREAM ELEVATION(FEET) = 992.50 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 2.SO TC = 0.303 *[( 600.00 * *3) /( 2.50)]- *.2 = 11.719 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.123 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES),= 0.50 TOTAL RUNOFF(CFS) = 1,82 - -FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 81 ---------------------------- ---------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Page 1 1 GOLF9F.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.123 ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.36 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 6.18 TC(MIN.) = 11.72 ' END OF STUDY SUMMARY: — TOTAL AREA(ACRES) 1.70 TC(MIN.) = 11.72 PEAK FLOW RATE(CFS) 6.18 END OF RATIONAL METHOD ANALYSIS 0 1 1 t li 1 1 Page 2 1 L 1 t 1 GOLF9G.TXT trtrAAirAAAAtr* trtrtrAtrtr* trA** AAtrtr**** trtrtr*** AA* Atr* trtrA * * * *trAAtrtrtrA4trtrAtrtrtrAAtrAAtrAA4AAAA RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineeringg Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 trAAtrtrAAtrtrAAAtrAAtrtrAAtrtrAAAtrA DESCRIPTION OF STUDY AAAtrtrAAtrtrAA4 *AtrAAtrtrAAtrAAtrA Madison club 100 -yr A Golf SO Area 9G A 7/17/05 A AAAtrtrAAAAAAAtrAAAAAAtrAtrtr* Atr*** trA* tr* AAtrtrAAtrAAtrA *AtrAAAAtrAAtrAA *tr *AtrAAtrAAAtrAAtrtr FILE NAME: GOLF9G.DAT TIME /DATE OF STUDY: 16:04 07/27/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE FACTOR / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET ' as (Maximum Allowable street Flow Depth)"- (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 1 n 1 J AAtrAtrAtrA4trAAAtrAtrAAAtrAALrtrAAtr* A* A***** trAAA*** A* *tr *AtrAAAA * *tr * *A * *tr *AAAAtrAAtrAAtrA FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 21 ----------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1-A TC = K *[( LENGTH* *3) /(ELEVATION CHANGE)] *RE2LOTS) INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 974.50 DOWNSTREAM ELEVATION(FEET) = 972.50 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.469 *[( 250.00 * *3) /( 2.00)] * *.2 = 11.220 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.228 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7570 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.24 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.24 AAtrirA it irirtrAAAtrAAtrAAtrAAtrAAir; rA**** tr******* A* tr* A** Atr *Atr *A *A * * *A**A'A' *AtrAAAAAtrAAtrA FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 81 -------------------------------- ---------------------------- - »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.228 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7570 Page 1 GOLF9G.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.04 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.28 TC(MIN.) = 11.22 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 11.22 PEAK FLOW RATE(CFS) = 9.28 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1 I f' 1 GOLF9H.TXT tr tr 4 tr tr trtrtrtrtr tr trtr tr tr tr tr tr trtrtr tr tr tr trtr tr tr tr tr tr tr 4 trtr tr b tr trtrtrtr tr tr trtr tr trtr tr tr trtr tr trtr tr trtrtr tr tr tr trtr tr trtr tr trtrtrtrtrtrtr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL' (c) copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.ODg Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Madison Club 100 -yr tr Golf SO Area 9H 7/27/05 ** trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr * * * * * *trtr * ** * *trtrtr *trtrtrtrtrtr *trtrtrtr FILE NAME: GOLF9H.DAT TIME /DATE OF STUDY: 16:11 07/27/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* � ** trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr * * * * *trtr *trtr *trtr * *trtr * *trtrtrtrtr * * * * *trtr - -FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 21 ----------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 UPSTREAM ELEVATION(FEET) = 982.00 ' DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.359 *[( 450.00 * *3) /( 6.00)] * *.2 = 9.809 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.571 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8413 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.85 * trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr trtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtr ** * * * * * * * * * *** *trtrtr * * *trtrtrtrtrtrtr *trtr FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 81 ---- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.571 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7657 Page 1 1 1 1 1 .7 I 1 11 GOLF9H.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 17.15 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 21.00 TC(MIN.) = 9.81 - -END -- STUDY SUMMARY TOTAL AREA(ACRES) 5.90 TC(MIN.) = 9.81 PEAK FLOW RATE(CFS) 21.00 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1YIdLYlO �dSM 0 FILE: linela.WSW W S P G W- CIVILDESIGN version 14.06 Program Package serial Niimher: 1735 WATE PAGE 1 Madison Club 100 yr R SURFACE PROFILE LISTING Date: 6 -21 -2005 Time:10: 7: 5 Line la ireeer:f:h err t: irf, nr:{: istrni: f,f:tri:bntreeee�9 /05eeeeeheeir treeeeeeeir r:e eeeireeeeeeire efreeerre it Station I Invert I Elev I Depth I Water I (FT) I Elev I Q I (CFS) I vel I Energy ire eeireeeeir I super ireeeir rre IcriticallFlow eeeerreeeireeefre is rr ire it is ireeeeeeeee TOplHeight /IBase eeeeeeee _ Ich j -1 -1 -I- I (FPS) Head Head I Grd.El_i_ Elev_l Depth I Width IDia. -FTlor wt I.D.I INO wth L /Elem slope -I- -I- ZL IPfS /Pip eeeeeeeer. 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.1043 -1- 2153.7441 990.4691 .1331 .1043 -1 2153.8761 990.4831 1 .091 .1043 -1- U FILE: line9a.wsw .4781 .4951 -I- .5131 -I- .5311 -I- .5501 -I- .5701 -I .5901 -1- -1- 990.7981 990.8571 -I- 990.9101 -I- 990.9581 -I- 991.0001 -1- 991.0391 -I 991.0731 -1- Program -I- -I- -I- -I- 0153 .01 3.001 6.18 .591 991.39 1 .01341 .01 1- 3.001 5.90 .541 991.40 1 -I- -I- -I- -I- 0118 .00 3.001 5.62 .491 991.40 1 -I- -I- -I- -I- 0103 .00 3.001 5.36 .451 991.40 1 -I- -1 00901 .00 -1 3.001 5.11 .411 991.41 1 -I- -I- -I- .0079 .00 -1 3.001 4.87 .371 991.41 1 -I- -I- -I- -I- 0070 .00 3.001 4.65 .341 991.41 1 -I- -I- -I- -I- .0061 .00 W 5 P G W- CIVILDESIGN Version Package Serial Number: 1735 -I- .46 .00 .48'1 .00 -I- .50 .00 -I- .51 .00 .531 .00 .551 .00 -I- .57 .00 1 -I- .59 14.06 1.98 1 .66 1. 85 1 .66 -I- 1.73 1 .66 -I- 1.62 1 .66 1.51 1 .66 1.41 1 .66 -I- 1.32 .66 -I- 1.23 -I- .29 1 1.40 ( 29 1 1.41 .29 1 1.42 .29 1 1.43 1 .29 1 1.45 1 .29 1 1.46 -I- .29 1 1.47 -I- .29 -I- -I- .012 1 1.500 1 .012 1 1.500 -I- -I- .012 1 1.500 -I- -I- .012 1 1.500 -1 .012 1 1.500 1 .012 1 1.500 -I- .012 1 1.500 1 -I- .012 -I- .00 1 .0001 1 .001 1 .0001 -I- .00 1 .0001 -I- .00 1 .0001 1 .001 1 .0001 _ 1 .001 1 .0001 -I- .00 .0001 -I- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 _ .00 .00 .00 .00 .00 1- PIPE 1 1 .0 (PIPE 1 1 .0 1- PIPE 1 1 .0 1- PIPE 1 1 .0 (PIPE 1 1 .0 (PIPE 1 1 .0 1- PIPE 1 1 .0 I- PIPE PAGE 4 Madison Line Club 100 9a yr WATER SURFACE PROFILE LISTING Date: 6-21 -2005 Time: 1:52:51 rtrtrt {r it irrt {; {rir,i I Station I -1 L /Elem Ich i r rt rt { r { r { r rt rt rt I {;,4irirrtrtirirrt 2153.9681 .0541 2154.0221 1 .018 2154.0401 it it {:rt {r it it irrtirrt Invert I Elev I -I Slope I 1 irrtirrtrtrtrt4 990.492 990.4921 .1043 -1- 990.4981 .1043 1- 990.5001 {rrtkrtrtir hi6r/i2rA /05irrtrtrtirh irrt irrt irrt{rrthir itrtrtrtrtrtir irrt it ir{:rtfifr it it it Yrfr it irrt{r it Depth 1 Water I Q vel Vel Energy I Supper (FT) I Elev I (CFS) I (FPS) Head -I- Grd.H .1 -I- -I- -I- -I- i frrtrtftrtir{:{: f r I {rirrtrtiririririr i irrtirirrtirrt 1 SrFrtfAefiier i {rir{:rtiitrrtir {r I S E .6121 991.1041 3.001 4.43 .301 991.41 1 -I- -1- -I- -1- ,00541 .00_1 .6341 991.1321 3.001 4.22 .281 991.41 1 -I- -I- -I- -I- -I- -I- 0047 .00 .6581 991.1581 3.001 4.02 .251 991.41 1 irrt irhir{r {rrtfrir {:{rfrirfr {rrtrtfr it irrt it it it it irRi: {r it it ,irtrti: it itrtrtir it itrtrt IcriticallFloW TopllHeight /laase wt Elev 1- 1- width - IDia. -FTlor I.D.+ ZL - 1 - {rDpth i FrtOUdei N i No{ mi Dprt i irrtiri�rtrtir i rtX -Fall zRir .00 1 .66 1 1.47 1 1.500 1 .0001 .00 .611 1.15 1 .29 1 .012 1 .001 .00 .00 1 .66 1 1.48 1 1.500 1 .0001 .00 -I -. .63 1.07 -1 .29 -1 .012 -1 .001 .00 .00 1 .66 1 1.49 1 1.500 1 .0001 .00 {r it fr f. irrtir {r INO wth IPrs /Pip 1******* 1 1 .0 (PIPE 1 1 .0 1 PIPE 1 1 .0 Page 3 ! i mm M. � M MM= Mw M i r M M M M 0 FILE: linel0a.WSW W S P G W- 1inel0a CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 7 -25 -2005 Time: 3:18:18 Phase 1, Line 10a 5/10/05 trafrtrafrnfraotratrfrtrafrafrfrfretratrefrfrtrfrfreaefrn, taeairfrirfriroarrair* trtro, tet: tronefretrnnfrtrtrntranentr, ttrtrirfroanatrtrtrtrtrtrtraotrtrtrtrnntrtrtrtrfrtrtrtrnfrtrfrfrefrtrrrnfrirfrtr trnatrntrfrtr Station I Invert I Elev I Depth I (FT) I water I Elev I Q (CFS) I Vel I vel I Energyy 1 Super IcriticallFlOW ToplHeight /IBase wtI INO wth I (FPS) Head I Grd.EI.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem frfrfrAAirfrfrA Ich Slope I frfrfrfrAfr it irfr I I AAfrAAirAA I I AfrAfrAAirAAi I- frfrirfrfrirA frfr I I frAfrAfrfrA I SF Avel 1 AAtrfr it it it 1 HF it Afr it it irAfr fr ISE DpthIFroude I frfr irfrfrfrA it N1Norm Dp 1 it it it it it it it 1 it irAir fr irfr it I "N" Air I AirAitfr I X -Fal1I I it it it irfr AA I ZR it irfr Afr IType Ch I it it it trfr it it 1000.0001 968.5401 -1 14.1601 -1- 982.700 -I- 66.421 -I- 6.90 .741 983.44 1 .00 1 2.55 1 .00 1 3.500 1 .0001 .00 1 1 .0 47.7501 .0304 1 I I 1 -I- I -I- .00371 -I- .18 -I- 14.161 -I- .00 -I- 1.43 -I- .012 -I- .001 .00 I- 1047.750 -I- 969.990 -I- 12.887 -I- 982.877 -I- 66.42 -I- 6.90 .74 983.62 1 .00 1 2.55 .00 1 3.500 1 .000 .00 (PIPE 1 .0 )uNCT STR 0300 I I I I -I- I -I- .0023 -I- .01 -I- 12.89 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 1050.750 -I- 970.080 -I- 13.558 -I- 983.638 -I- 33.20 -I- 3.45 I .18 983.82 I .00 I I 1.78 .00 I 3.500 I I .000 .00 I 1 .0 39.620 .0068 -I- -I- .0009 -I- .04 -I- 13.56 -I- .00 -I- 1.47 -I- .012 -I- .00 .00 1- PIPE 1090.3701 -I- 970.3501 -I- 13.3251 -I- 983.6751 -I- 33.201 -I- 3.45 .181 983.86 1 .00 1 1.78 1 .00 1 3.500 1 .0001 .00 1 1 .0 125.610 .0373 -I- -I- .0009 -I- .12 -I- .00 -I- .00 -I- .94 -I- .012 -I- .00 .00 1- PIPE 1215.9801 -I- 975.0401 -I- 8.7671 -I- 983.8071 -I- 33.201 -I- 4.70 .341 984.15 1 .00 1 1.87 1 .00 1 3.000 1 .0001 .00 1 1 .0 280.860 .0099 -I- -I- .0021 -I- .59 -I- 8.77 -I- .00 -I- 1.43 -I- .012 -I- .00 .00 1- PIPE 1496.8401 977.8301 -1 6.5871 -I- 984.4171 -I- 33.201 4.70 .341 984.76 1 .00 1 1.87 1 .00 1 3.000 1 .0001 .00 1 1 .0 3.1601 .0099 -1- -I- -I- .0060 -I- 1.69 -I- 6.59 -I- .00 -I- 1.43 -I- .012 -I- .00 .00 1- PIPE 1500.0001 -I- 978.3801 -I- 6.5871 -I- 984.9671 -I- 33.201 -I- 4.70 -I- .341 985.31 1 .00 1 1.87 1 .00 1 3.000 1 .0001 .00 1 1 .0 0 -I- -I- -I- -I- -I- -I- -I- I- Page 1 M M M M M r m M IM M r M M= we M MI M M 0 FILE: linella.WSW W S P G W- linella CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 WATER SURFACE PROFILE LISTING Date: 7 -25 -2005 Time: 3:19:26 Line lla yr 3/14/05 frfr itfrfrfrfrfrfrbfrfrfrrtfr irfr it irfrfrfrfr irfri[fr irfrfrrtfritrt it it itrt irfrrtfrfrfrhrtfrfrirrtfrfrrtfrfr irrt is {rrt rtirfr iriri: irkrtfrfrrtfrfrfri <itfr frfrfrfrfrir it it irfrfr rtfr frir irfrrtfrfrirfrfrfrfr itrt irfrit '.r irfrfrfrfr irfrfr irfrrtrtir frfrit it irfr it it Station I Invert I Elev I Depth J (FT) I water I Elev I Q I (CFS) I vel vel I Energy I Super ICritiCallFloW ToplHeight /IBase wt1 INO wth -I- -I- -I- -I- I (FPS) Head I Grd.El.l Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem M1rtfr irrtfrfrhfr ICh Slope 1 rtfrfrfr rtfrfrrtfr I frfrfrfrrtfrfrk I 1 frirfrfrfrfrrtfrir -I- I fritfrfrhfrrtrtfr -I- I 1 rtfrfrfrfrfrfr -I- SF Avel 1 frfrrthfrfrrt 1 -I- HF it irrtrtitfr irfrir -I- SSE DpthlFroude 1 frrtfr it irhfr -I- NINorm itrtfrrtir itrtfr -I- Dp frrtrtir irfr it it -I- I "Nrr I frrtfrrtfr -I- X -Fa111 ZR -I IType Ch I 1 i rt'rt i i frfrit itrt itfr i frfr irrtfr I rtrtfr it irfr it 1000.0001 970.040 -1 13.6401 -I- 983.6801 -I- 39.221 -I- 5.55 .481 984.16 1 .00 1 2.04 .00 3.000 .000 .00 1 1 .0 44.8801 .0082 I I I 1 -I- -I- •00291 -I- .13 -I- 13.641 -I- .00 -I- 1.67 -I- .012 -�- .001 .00 I- 1044.880 -I- 970.410 -I- 13.402 -I- 983.812 -I- 39.22 -I- i 5.55 .48 984.29 I .00 2.04 I .00 I I 3.000 .000 .00 (PIPE 1 .0 134.170 .0142 -I- -I- .0029 -I- .40 -I- .00 -I- .00 -I- 1.42 -I- .012 -I- .00 .00 1- PIPE 1179.0501 972.3101 -1 11.9861 -I- 984.2961 -I- 39.221 -I- 5.55 .481 984.77 1 .00 1 2.04 I .00 1 3.000 1 .000) .00 1 1 .0 94.9801 I .0141 I I 1 1 -I- -I- .00291 -I- .28 -I- 11.991 -I- .00 -I- 1.42 -I- .012 -I- .00 .00 �- 1274.030 -I- 973.650 -I- 10.925 -I- 984.576 -I- 39.22 -I- 5.55 .48 985.05 I .00 2.04 I .00 I I 3.000 .000 .00 (PIPE 1 .0 7UNCT STR 0145 -I- -I- .0027 -I- .02 -I- 10.93 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 1279.5301 -I- 973.7301 -I- 10.9851 -I- 984.7151 -I- 36.221 -I- 5.12 -I- .411 985.12 1 .00 1 1.96 1 .00 1 3.000 1 .0001 .00 1 1 .0 )uNCT STR 0145 -I- .0034 -I- .00 -I- 10.99 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 1550.0001 -1- 977.5701 -1- 10.985) -1- 988.5551 -1- 36.221 -1- 5.12 .411 988.96 1 .00 1 1.96 1 .00 1 3.000 1 .0001 .00 1 1 .0 0 -1- -1- -I- -I- -1- -1- -1- -1- 1- Page 1 0 FILE: linel2a.WSW linel2a.OUT W S P G W- CIVILDESIGN Version 14.06 Program Package serial Number: 1735 WATER SURFACE P PAGE 1 Page 1 Madison Club Line 12a 100 yr RDFILE LISTING Date: 6 -16 -2005 Time:10:46:19 it ir'.r irfr irfrfr irfr it it irfrfr it {r it it irfr it it fr irfr irfr ir3 /11/{0r{5rfr,}frirfrir I Invert I Depth I water Station I Elev 1 (FT) -I- Elev -I- L /Elem ICh Slope I I it it it {r it irfr {: it I it it i:frir it irfrfr I frir it it it it frir 1 irfrfr it it it tr irfr 1000.000 951.5001 7.1001 958.6001 100.0001 .0050 -1 -I- -I- 1 1100.000 952.0001 6.9641 958.9641 74.7471 .0438 -1- -I- -I- 1174.7471 955.2751 3.9951 959.2711 -I- -I- -1- -I- HYDRAULIC JUMP irfrfrfrfrfrir it {rfr irfr fr it it it it it irfrir it it it {r{rfrfr irfrfr it it it irfr {r it trfrfri: I Q I vel vel I Energy I super (CFS) I (FPS) Head I Grd.El.l Elev I SF Avel HF ISE DpthlFroude 1 irfr frfrit it itfrfr Iit it it irfrfrfr 1 frfrfrir fr fr tr I frfrfr it fr irfr it it 1 is it {r it is it {r 43.601 6.17 .591 959.19 1 .00 -I- -I- 00361 .36 -1 7.101 43.601 6.17 .591 959.55 1 .00 -I- -I- -I- -I- -I- 1 .00361 .27 .00 43.60 6.17 .59 959.86 1 .00 -I- -I- -I- -I- -I- fr it it {r irl {r{r it it it irfr fr,:ir {r it it 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fr irfrfrfrirfrfrfrirfrfrfrfr I Invert Station I Elev II L /Elem ICh Slope I irfrfrirfr frfr irfr irfr frirfrirfrfr 1 frfrfrfrfrfrirfr I 1 3,/t11 /05 frir irfr it fr irfr frir it irfr frfr{r it it {r it it it it {rfrir it it ir,ifr;i'.rfr irfr ir{r {r it frtrfr fr it fr Yr Depth I water I Q 1 Vel Vel I Energy 1 Super (Critical 1 (CFS) -I -(FPS) Head I Grd.El 1 _ I !I E ev I -1 -1 SF Avel HF ISE DpthlFroude I irfr frfrfrfrfrirfr fr irfr irfrfrfrfrfr I frfrfrfr irfrfr 1 frfrfrfrfrirfr 1 frirfr it it irfr it it {r it fr {rfr ir'.r I'.r 1 I 1 I ie fr tr is irfr {ri:f:i:ir Depth NlNorm {r irfr it {rir;r fr fr it Flow ToplHeight ' width Dp -1 it {r it it it it it it tr it i; it tr {rfrtr {; /IBase IDia. -FT "N" I i. {r it it irfr {r I I I {r it {r {r {r {r tr it {r Wtl I.D.1 -I it iCfrFall i it {r tr it tr ZL irZRfr it it it it it tr {; {; NO Wth IPrs /Pip ITypef ch i Page 1 M r = == = M = == r M r 1421.394 966.083 1.325 967.408 43.60 14.48 3.26e12970.67 .05 2.15 2.98 3.000 .000 .00 1 .0 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-I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0121 .33 1.56 1.87 1.43 .012 .00 .00 PIPE 1548.5211 968.9671 1.6171 970.5841 43.601 11.23. 1.961 972.54 1 .00 1 2.15 1 2.99 1 3.000 1 .0001 .00 1 1 .0 17.6881 .0171 -1 -I- -I- -I- -I- -i- -I- -I- -1- .0107 .19 1.62 1.74 1.43 -1 ..012 -1 .001 .00 1PIPE 1566.2091 969.2711 1.6801 970.9511 43.601 10.70 1.781 972.73 1 .00 1 2.15 1 2.98 1 3.000 1 .0001 .00 1 1 .0 12.2771 .0171 1- .0094 .12 1.68 1.61 1.43 .012 .00 .00 PIPE 1578.4861 969.4811 1.7471 971.2281 43.601 10.21 1.621 972.85 1 .00 1 2.15 1 2.96 1 3.000 1 .0001 .00 1 1 .0 8.6541 .0171 -1 -I- -I- -I- -I- -I- -I- -I- -I- 0 FILE: linel2a.WSW .0083 .07 1.75 1.50 1.43 -1 .012 1 .001 .00 1PIPE W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 6 -16 -2005 Time:10:46:19 Line ,12aC hhir it it it irh {r irhhhi:h {r it it it it irh it irhhir {r irfr /h{ {/r {oi{ irhhhhh{r {rh {rhirh hhhfr it irhhhh{r irhhhh'r {. {rh {:i it 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1 .00 1 2.15 1 2.85 1 3.000 1 .0001 .00 1 1 .0 2.2131 .0171 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .0058 .01 1.97 1.18 1.43 .012 .00 .00 PIPE 1599.2871 969.8381 2.0581 971.8961 43.601 8.43 1.101 973.00 1 .00 1 2.15 1 2.78 1 3.000 1 .0001 .00 1 1 .0 Page 2 linel2a.OUT .713 .0171 - -I- -I- -I- -I- -I- -I- -I- I- 1 0052 .00 2.06 1.09 1.43 .012 .00 .00 PIPE 1600.000 I- 969.8501 2.1511 972.0011 43.601 8.04 1.001 -I- 973.00 1 .00 I 2.15 1 2.70 1 3.000 1 .0001 .00 1 1 .0 0 - -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 M = = = r = = = = M = = = = M [I FILE: linel3a.W$w linel3a.OUT W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1735 w PAGE 1 Madison Club 100 yr ATER SURFACE PROFILE LISTING Date: 6-16 -2005 Time: 3:30:28 Line 13a /fr /ioi irfrfr bir i:frt: it it it {rfri:frit it it it it is it it itfr it irfr i n irr irfrfrfrfrirfr it it itfritfrfrfrir it irfr itfr irfrfr {rir'.r it ir{r it tr i:'.r it is it it {ri; irfrirfrir i:irfr {r{ <tr{r it ir{r 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-I- -I- I- 1242.0131 958.2121 1.0941 959.3061 23.701 13.47 2.821 962.13 1 .00 1 1.73 1 1.99 1 2.000 1 1 15.8251 .0277 .0277 .44 1.09 2.53 1.09 .012 .0001 .00 .00 .00 1 .0 1- PIPE 1257.8371 958.6511 -1 1.0941 959.7451 23.701 13.47 2.821 962.56 1 .00 1 1.73 1 1.99 1 2.000 1 1 131.2331 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 .0 1- .0277 . 0276 3.62 1.09 2.53 1.09 .012 .00 .00 PIPE 1389.0701 1 962.2901 -1- 1.0971 963.3871 23.701 13.43 2.801 966.19 1 .05 1 1.73 1 1.99 1 2.000 1 1 81.515 .0277 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 .0 1- .0271 2.21 1.15 2.51 1.09 .012 .00 .00 PIPE 1470.5851 964.5481 -1 1.1071 965.6541 23.701 13.29 2.741 968.40 1 .05 1 1.73 1 1.99 1 2.000 1 1 81.4901 .0277 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 .0 1- 0252 2.05 1.16 2.47 1.09 .012 .00 .00 PIPE 1552.0751 966.8051 -I 1.1501 967.9551 23.701 12.67 2.491 970.45 1 .05 1 1.73 1 1.98 1 2.000 1 1 33.0901 .0277 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 .0 1- 0223 .74 1.20 2.30 1.09 .012 .00 .00 PIPE 1585.1661 1 967.7211 1.1971 968.9181 23.701 12.08 2.271 971.18 1 .04 1 1.73 1 1.96 1 2.000 1 1 19.600 .0277_1 -I- -I- -I- -I- -I- 0197 -I- .39 -I- 1.24 -I- 2.13 -I- 1.09 -I- .012 .0001 -I- .00 .00 .00 1 .0 1- PIPE 1604.7661 1 968.2641 1- 1.2461 969.5101 23.701 11.52 2.061 971.57 1 .04 1 1.73 1 1.94 1 2.000 1 1 13.188 .0277 FILE: linel3d.WSW -I- -I- -I- -I- -I- 0175 .23 -1 1.281 1.97 1- 1.09 1 - .012 -1 .0001 1 _ .00 1 .0 1 PIPE W S P G W- CIVILDESIGN Version 14.06 .00 .00 Program Package Serial Number: 1735 PAGE 2 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 6 -16 -2005 Time: 3:30:28 Line 13a irfrfr hir,.frfr,r irfr fr,4 frir it it {r irfr fr {r it it irfr it it {; {/9/05fr irfr it irfr it it it irfrfrirfrfrfrfrir fr it tr fr {r {r it it it trfr fr'.r it it irtrfr ir' r irfr ir{ r{ r it tr it it ir'.:fri:frfr;:;r:: I Station I Invert i Elev Depth )h I water I I Q I (CFS) Vel Vel I Energy I {r:: Super IcriticallFlow {rfr it {rfr it 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No D Nir i , X-Fal l i;r i 7R;r n yp Pi Ch 1 ,} I;t irNI ri: irDPir it fr;r it ;r i 1617.954 968.6291 1.2981 I- -I- 969.9271 -I- 23.701 -I- 10.98 1.871 971.80 1 .03 1 1.73 1 1.91 1 2.000 1 .0001 .00 1 1 .0 9.3921 -I- -I- 1 1- 1 -1 _ _ .0277 .0155 .15 1.331 1.82 1.09 .012 .001 .00 PIPE 1627.3461 968.8891 1 -1- 1.3541 970.2431 23.701 10.47 1.701 971.95 1 .03 1 1.73 1 1.87 1 2.000 1 1 6.827 .0277 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 1- .0 0138 .09 1.38 1.68 1.09 .012 .00 .00 PIPE 1634.1731 969.0781 -I 1.4141 -I- 970.4921 23.701 9.98 1.551 972.04 I .03 1 1.73 1 1.82 1 2.000 1 1 4.9431 0277 -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 -I- .00 1 .0 .0123 .06 1.44 1.54 1.09 .012 .00 .00 1- PIPE 1639.1161 969.2.151 1.4781 970.6941 23.701 9.52 1.411 972.10 1 .02 1 1.73 1 1.76 1 2.000 1 1 3.4241 .0277 .0001 .00 1 .0 .0110 .04 1.50 1.41 1.09 .012 .00 .00 1- PIPE 1642.5401 969.3101 -1 1.5491 970.8591 23.701 9.08 1.281 972.14 1 .00 1 1.73 1 1.67 1 2.000 1 1 47.3151 .0105 -I- -I- -I- -I- -I- -I- -I- -1- 1 .0001 1 .00 1 .0 0105 .49 1.55 1.28 1.55 .012 .001 .00 PIPE 1689.8551 969.8051 -1- 1.5491 971.3541 23.701 9.08 1.281 972.63 1 .00 1 1.73 1 1.67 1 2.000 1 1 87.1841 .0105 -I- -I- -I- -I- -I- -I- -I- -1- -1 1 .0001 .00 1 .0 .0104 .91 1.55 1.28 1.55 .012 .001 .00 ( PIPE 1777.0391 970.7171 1.5551 972.2711 23.701 9.05 1.271 973.54 1 .00 1 1.73 1 1.66 1 2.000 1 1 63.7131 .0105 -I- -I- 1 1 1 1- .0001 .00 1 .0 0099 .63 1.551 1.27 1.55 .012 _ .001 .00 (PIPE 1840.7521 971.3831 -1- 1.6341 973.0171 23.701 8.62 1.161 974.17 I .00 1 1.73 1 1.55 2.000 1 1 9.2481 .0105 -I- -I- -I- -I- -I- -1 -1 .1 1 -1 .0001 _ .00 1 .0 .0090 .08 1.631 1.14 1.55 .012 _ .001 .00 1PIPE 1850.0001 -I- 971.4801 -I- 1.7271 973.2071 23.701 8.22 1.051 974.26 1 .00 1 1.73 1 1.37 1 2.000 1 1 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- .0001 0 .00 1 I- .0 Page 2 M M M M M M M M M M M r M M M M M M M 0 FILE: linel4d.WSW Program line14a.OUT W S P G W- CIVILDESIGN version 14.06 Package Serial Number: 1735 PAGE Madison Club Line 14a 100 -yr WATER SURFACE PROFILE LISTING Date: 6 -14 -2005 Time: 1:32:37 xhir it it it it it it irAi it it i.Afr irA AAfr irfr AirAfr A6 /14 /05 ir it I Invert I Depth I water Station Elev (FT) Elev L /Elem Ich Slope ;r it irfrirfr irfrA 1 it irAir irAfr irA I frfritAfr irAfr _ i 1 Air it A irAfrfrir 1000.0001 961.000 9.4001 970.4001 150.0001 .0050'1 -I -I- 1 1150.000 961.7501 9.3861 971.1361 54.9531 .0810'1 1 1204.9531 966.203 5.1971 971.4001 HYDRAULIC JUMP -1 -I it irAfr it irA Ait itA irfrfrfr it ir'. rir: I Q I vel (CFS) (FPS) -I' I I AfrfrAfr it irfrA - I A_ AAir it it it 50.601 7.16 -I- -I- 50.601 7.16 50.601 7.16 4iri ri< irrt it it it it it it it it ir'.rfr vel I Head Grd.y _I sFAR ei HF frfr 1 it ir irfrtr {r irfriEr inrfreir: igr .801 971.20 -I- -I- 0049 .74 .801 971.93 0049 .27 .801 972.20 -I- -I- tri: it it ir':i:tr Eev I SE Dnnthi it iSt iurpp eAr ir .00 -I- 9.40 1 .00 9.39 1 .00 _1_ ;ri: it it i; 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Line 15a 5/5/05,^^^,°,^^°^,^^,^,,°°,^,,°°,,^,,,^°°^,,°^^,°°°°,,,,,^,^,,,,,,,^,,,^°,^^,,,°,, station zn»ert E'r" »epth (~/) water s/«« V vel vel cnergy svper critical plmw rop *eight/ ua^°^^^^^^^°^ wt w»sw�» _ - - - - - - (cps} - {p,$) - | - xead - crd.s/. c/ev Depth width uja -pr ' or ^'". z� -- ,r /,ip - L/clem ch slope - - - - - - SF xve xp ss opth rroude w worm up ^w'' ' x'rall cn Type Ch / / 2174.800 /- 978.440 -|- . �Bo/ -|- *79.774| -/- 36.zo| -|- ' 11 .88 -|- 2.19 ' 9ol g/ | Oo | . l y� ' i 2 98 � 3.000 '0»0|_ OO l 'O 131.390 | .0150 / -|- oz5o z � 9r z ' B Z � Or �� _|_ � z� �Vo | ' PIPE 2306.250 980.410 1.333 981.7*3 30.10 11.90 | 2.20 983.94 | | Oo 1.95 | 2.98 | | 000 | paoe a -On| .000 .00 1 � n _ -1 -I- linelSa.OUT 5.4561 .0406 1 -I- -I- -I- -I- 0142 -I- .08 -I- 1.33 -I- - 2.08 1.02 -I- -I- .012 -I- .00 .00 1- PIPE 2311.706 980.6311 1.3801 1 -I- 982.0111 -I- 36.101 -I- 11.37 -I- 2.011 984.02 1 .00 1 1.95 1 2.99 1 3.000 1 .0001 .00 1 1 .0 4.6621 .0406 -I- 0125 -I- .06 -1- 1.38 1.95 1 1.02 1 .012 1 .001 .00 (PIPE 2316.3671 980.8211 1 -1 1.4321 -I- 982.2521 -I- 36.101 -I- 10.84 1.831 984.08 1 .00 1 1.95 1 3.00 1 3.000 1 .0001 .00 1 1 .0 3.779 .0406 -I- -I- .0110 -I- .04 -I- 1.43 -I- 1.81 1.02 -I- -I- .012 -I- .00 .00 1- PIPE 2320.1461 980.9741 -1 1.4861 -I- 982.4601 -I- 36.101 -I- 10.34 1.661 984.12 1 .00 1 1.95 1 3.00 1 3.000 1 .0001 .00 1 1 .0 3.0461 .0406 -I- -I- 0097 -I- .03 -I- 1.49 -I- 1.69 1.02 -I- -I- .012 -I- .00 .00 1- PIPE 2323.1921 981.0981 1 -1 1.5431 982.6401 36.101 9.86 1.511 984.15 1 .00 1 1.95 1 3.00 1 3.000 1 1 2.417 .0406 -I- 1 -I- -I- -I- -I- 0085 -I- .02 -I- 1.54 -I- 1.57 1.02 -I- -I- .012 .0001 -I- .00 .00 .00 1 I- PIPE .0 2325.6101 981.196 -1 1.6021 982.7981 36.101 9.40 1.371 984.17 1 .00 1 1.95 1 2.99 1 3.000 1 1 1.8761 .0406 -I- -I- -I- -I- -I- 0075 -I- .01 -I- 1.60 -I- 1.46 1.02 -I- -I- .012 .0001 -I- .00 .00 .00 1 1- PIPE .0 2327.4851 981.2721 -1- 1.6651 -I- 982.9371 36.101 8.96 1.251 984.18 1 .00 1 1.95 1 2.98 1 3.000 1 1 1 1.3931 .0406 -I- -I- -I- -I- 0067 -I- .01 -I- 1.66 1.36 - 1- 1.02 -1 .012 -1 .0001 .001 .00 .00' PIPE .0 2328.8781 981.3291 -1 1.7311 983.0601 36.101 8.54 1.131 984.19 1 .00 1 1.95 1 2.96 1 3.000 1 1 .9561 .0406 0 FILE: linelSa.WSW -I- -I- -I- W S -I- P G -I- 0059 -I- .01 -1- 1.73 1.26 1 1.02 1 .012 1 .0001 .001 .00 .00 1 (PIPE .0 W- CIVILDESIGN version 14.06 Program Package Serial Number: 1735 PAGE 4 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 6 -14 -2005 Time:11:13:30 Phase 1, Line 15a 5l5/0* nnt: t: t: t:,• rrtt: t: tr;: t: t: t, t: t: ot: t: t: trt: nt:, tt: ftt: rtt, t: ntr�: tfrtrat :tt:t,t:f:t:at:atret:t•t:t:�t, nit: trt: trtttnt. tt,... t.,,:>: t:, �: l Station I invert l Elev I Depth l (FT) water I Elev Q I (CFS) vel vel I Energyy l Super ICriticallFlOW t,;. t, t�:, t: t. r:,. ftt:, �,•:,•< t: t: t: t: t :t:,•:,,t:t:t.t:r:t.er:t.t:t:t: ToplHeight /IBase wt l t: t,t:,+t.r:t:t: INO wth -i- -i- -I (FPS) -I- Head Grd.El.l Elev i Depth i width Dia. -FT1or I.D,1 ZL /Pip L /Elem ICh Slope I I I -I ISE 1- I - -1- -Prs I t:,•:,•:;:,•:;:t:t:e I rt:t:t:t:nt:t,r:1 t:t,t:ftt. ,•:t. 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Q I vel Vel I Energyy I Supper critical Flow ToplHeight /IBase Wtl INO wth (FT) I Elev (CFS) 1 (FPS) Head I Grd.El.l Elev I Depth I width -FTIor I.D.1 ZL Prs /Pip L/Elem +aaaraaaalaa ICh Slope a aoaalaaa -I- 1 I nnaalanra aaalea I n aaanla I aann SF Ave) laanaonalaaaaaan HF a ISE DpthlFroude a naa NlNorm r a ann I -IDia. Dp lanaaar alaaar�aal -I- I "N" I X -Fall, naeaaal ZR aaan IType Ch Type Ch 2001.3501 957.660 -1 6.382 964.042 -I -I- 4.20 2.38 .091 964.13 .00 .79 1 .00 1 1.500 1 .0001 .00 1 .0 71.2511 .0699 I I I -I- I -I- -I- 0013 -I- .10 -I- 6.38 -I- .00 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2072.601 962.639 -1- 1.500 964.139 -I- -I- 4.20 I 2.38 I .09 964.23 I .00 I .79 I .00 I 1.500 I I .000 .00 I 1 .0 1.0791 .0699 I I I -I- I -I- -I- 0013 -I- .00 -I- 1.50 -I- .00 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2073.680 962.714 1.422 964.137 4.20 I 2.42 I .09 964.23 I .00 I .79 I .67 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2073.680 I I 962.714 -1 I .400 963.114 -I- -I- I 4.20 I 11.11 I 1.92 965.03 I I .00 .79 I 1.33 I 1.500 I I .000 .00 I 1 .0 8.5691 I .0699 I I -I- I -I- -I- 0529 -I- .45 -I- .40 -I- 3.67 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2082.248 -I- 963.313 -I- .414 963.727 -I- -I- 4.20 I 10.60 I 1.74 965.47 I I .00 .79 I 1.34 I 1.500 I I .000 .00 I 1 .0 6.100 I .0699 I I -I- I -I- -I- .0463 -I- .28 -I- .41 -I- 3.43 -I- .38 -i- .012 -I- .00 .00 1- PIPE 2088.348 963.740 -1 .428 964.167 -I -I- I 4.20 10.10 I 1.58 I 965.75 I .00 I .79 1.35 I 1.500 I I .000 .00 I 1 .0 4.3951 I .0699 I I I -I- -I- -I- 0405 -I- .18 -I- .43 -I- 3.21 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2092.742 964.047 -1 .443 964.489 -I- -I- I 4.20 9.63 1.44 965.93 .00 .79 1.37 1.500 .000 .00 1 .0 3.3531 I .0699 I I I -I- -I- -I- 0354 -I- .12 -I- .44 -I- 3.01 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2096.095 964.281 -1 .458 964.739 -I -i- I 4.20 9.18 I 1.31 I 966.05 I .00 I .79 1.38 I 1.500 I I .000 .00 I 1 .0 2.6531 I .0699 f I I -I- -I- -I- 0310 -I- .08 -I- .46 -I- 2.81 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2098.748 964.466 -I- .474 964.941 -I- -I- I 4.20 8.76 I 1.19 I 966.13 I .00 I .79 I 1.39 I 1.500 I .000 .00 I 1 .0 2.1431 0 FILE: linel8a.WSW .0699 -I- -I- -I- .0272 -I- .06 -I- 47 -I- 2.63 -I- .38 -I- .012 -I- .00 .00 1- PIPE W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 Madison Club 100 WATER SURFACE PROFILE LISTING Date: 7 -28 -2005 Time: 1:31:35 Line 18a yr 3/16/05 ,t�,ta,taa *,ta�atr���a�t �a * *aa,t�trt,an�,t+.����,taaa t���t, n, t�, tenaaa��n�aa�naaaanane�at�, ta, ta, taat, aa�, taaataaa�at ,aaaaaaaa�n�aa,taa,tate,t,tnn ,tara��a� Station Invert Elev Depth I Water I (FT) Elev Q I (CFS) Vel vel I Energy I Su er riticallFlOW C I ToplHeight /IBase wt No wth -I- -I- Head I Grd.El.l El ev Depth I width -FT Ior I.D_1- ZL /Pip L /Elem Ch Slope I I I -I I -(FPS) -1 SF Avel -IDia. 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ZL Prs /Pip L /Elem aaaaaaaaalaaaaaaaaa Slope I -!- I -I- f -1- SF Ave -1- HF ISE -� i DpthlFroude -Depth NlNorm - Dp "N" I -I- I X -Fall) ZR Type Ch aaa**a a* I*a as * *aaal * *aaaaaaalaaaaaaalaaaaaaa aaaaaaaaalaaaaaaalaaaaaaaa aaaaaaaa aaaaaaa�aaaaaaa aaaea 2109.232 965.199 -1 .676 -1- 965.875 -1- 4.20 -1- 5.44 .46 966.33 .00 .79 1 1.49 1 1.500 .0001 .00 (aaaaaaa 1 .0 .2641 I .0699 I I I -1- -I- .0073 -1- .00 -1= .68 -1- 1.33 -1- .38 -1- .012 -1- .00 .00 1- PIPE 2109.496 965.217 -1 .701 -I- 965.918 -I- I 4.20 5.18 I .42 I 966.34 I .00 I .79 1.50 I f 1.500 I .000 .00 I 1 .0 .1821 I .0699 I I I -I- -I- -I- .0065 -I- .00 -I- .70 -I- 1.24 -I- .38 -I- .012 -I- .00 .00 I- PIPE 2109.678 965.230 .727 965.957 I 4.20 4.94 I .38 I 966.34 I .00 I .79 1.50 I I 1.500 I .000 .00 I 1 .0 Page 2 I M-01 so ion Sm, ift Page 3 _ -I- line18a.0uT .1071 I -I- -I- .0699 I I I -I- -I- -I- 0057 -I- .00 -I- .73 -I- 1.16 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2109.785 965.238 .755 965.993 -1 -I- -I- I I 4.20 4.71 .34 I 966.34 I .00 I .79 1.50 I I 1.500 I .000 .00 I 1 .0 .0351 I .0699 I I I -I- -I- -I- 0050 -I- .00 -I- .76 -I- 1.08 -I- .38 -I- .012 -I- .00 .00 1- PIPE 2109.820 -I- 965.240 .785 966.025 -I- -I- -I- I I 4.20 4.49 .31 -I- I 966.34 I .00 I .79 1.50 I I 1.500 I .000 .00 I 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 0 FILE: linel9a.WSW linel9a.OUT W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1735 PAGE 1 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 6 -21 -2005 Time: 2: 8:10 Line 19a itrt it rtit irfr it it {rir'.r rtfrfrrtirrt fr it itfrfrrt'.rfr irfr irfr/fr 0/05frrtir irrtrtrtit it it it irfr itfrrtrtrtirfrrtfrfr it it it is it irrtfr irfri: it it itrt irrtfr f.fri;it'.r it is irrtir'.ri:frxir it Station I Invert I I Elev I Depth I water (FT) Elev I Q (CFS) I vel (FPS) vel I Energyy I Supper ICriticallFIOW {:frrtfrfrrt'.:rtir it itrt it is iY it itfr it it it it 'r it TOP IHei ht /lease wtl g it is it it it it irrt it it it rt it INO wth _I- -1 _I _i- -i -I- Head I Grd.El.1 Elev I Depth I width JDia. -FTIor I.D_i- ZL /Pip L /Elem ICh Slope I -I- ISE -I- -1 iPrs itfr {r iri {r it it it I it rtir it it it it irrt I irfr rtrtirfr frit I rtrtfrhrti[irfrfr I it is rtit it itrtrtfr I 1 frrtirfr rtfrit SF *Ave I it it it i <ir irfr HF it it it is it irfi {r it DpthlFroude I irfiir it it it it NINOrm it it it it it it :}ir D "N" is it {r l i rt;;pertCh I it it it tpr I {r I it it it is it irfr I it it irFal it irrt iR: it 1000.0001 940.0001 16.1001 956.1001 35.601 5.04 .391 956.49 1 1 1.94 1 1 1 1 -1 -1 -I -I- -I- .00 .00 3.000 .0001 .00 1 50.0001 .0250 -I- -I- -I- -I- -I- -I- -I- .0 .0024 .12 16.10 .00 1.15 .012 .00 1- PIPE 1050.0001 941.2501 14.9711 956.2211 35.601 5.04 .391 956.62 1 1 1.94 1 1 1 .00 1 69.8481 .1560 -1 -I -I- -I- -I- -I- -I- .00 -I- -1 .00 3.000 -1 -1 .0001 .00 1 ' .0 1 .0024 .17 14.97 .00 .72 .012 .001 1PIPE 1119.848 -I- 952.149 4.2401 956.3901 35.601 5.04 .3 91 956.78 1 1 1.94 1 1 1 1 .00 1 -I- -I- -I- -I- -I- -I- .00 .00 3.000 .000 .00 1 HYDRAULIC JUMP -I- -I- -I- -I- -I- .0 I- 1119.8481 952.1491 .8371 952.9861 35.601 22.09 7.581 960.56 1 1 1.94 1 2.69 1 1 1 6.7911 .1560 -I- -1- -I- -I- .00 3.000 _ _ 1 1 .0001 .00 1 .0 07981 .54_1 .841 5.-1 03 .72 .012 .001 _ IPIPE 1126.6381 953.2091 .8601 954.0691 35.601 21.27 7.031 961.10 1 1 1.94 1 2.71 1 1. .00 1 7.1511 .1560 -1 -I- -I- -I- -I- -I- -I- .00 -I- -I- 3.000 -I- -I- 0001 .00 1 .0 1133.7891 954.3251 0709 .51 1 .86 1 4.77 1 .72 .012 -I- .00 .00 1- PIPE _1 .8901 955.2151 'I- -I- 35.601 20.28 6.391 961.60 .00 1.94 2.74 1 3.000 1 1 1 5.8471 .1560 -I- -I- -1 -1 -. -1 _ _ -1 .0001 .00 .0 1139.6361 955.2371 956.1581 06211 .36 1 .891 1 4.47 1 .72 .012 1 1 _ .001 .00 IPIPE -1- .9211 -1- -I- 35.601 -I- 19.34 -I- 5.811 961.97 .00 1.94 2.77 3.000 .0001 1 1 4.8731 .1560 -I- .00 .0 I 1144.50 I 955.998 05431 .26 1 .921 4.18 1 .72 1 .012 1 _ .001 .00 IPIPE - 1 I .9531 -I- 956.9511 -I- 35.601 18.44 5.28 962.23 .00 1.94 2.79 3.000 1 1 4.116 .1560 -I- -I- -I- -1- -I- I _ _ 1 .0001 .00 .0 .0476 .20 .951 3.91 .72 .012 .001 IPIPE 1148.6251 1 956.6401 -1 .9871 957.6271 35.601 17.58 4.801 962.43 1 1 1.94 1 2.82 1 1 .00 1 3.509 .1560 -1 -1 -I- -I- -I- -1 .00 1 -1 3.000 1- .0001 .00 1 .0 0 FILE: linel9a.wSW W S P G W- .0417 .15 .991 3.66 .72 .012 .001 IPIPE CIVILDESIGN Version 14.06 Program Package Serial Number: 1735 .00 PAGE 2 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 6 -21 -2005 Time: 2: 8:10 Line 19aC frfrir rtil it irfrrtrtirfrrtfrrtir irfr 3/1 0/0 frrtfrfr{:fr it it it irfrrtfrrtrtirrt it rtitrtfrrt$frrt irfr it is it irrt irrtrt{r it irrtfr it irfr irfrfr it it it it I Station I Invert I Elev I Depth I water. 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1.491 963.25 1 .00 1 1.94 1 3.00 1 3.000 1 .0001 1 .00 1 .0 52.0371 .0100 1 -I -I -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0085 .44 1.53 1.57 1.49 .012 .00 .00 PIPE 1248.0371 960.7411 1.5901 962.3311 35.601 9.35 1.361 963.69 1 .00 1 1.94 1 2.99 1 3.000 1 .0001 .00 1 1 .0 24.7491 .0100 -1 -I -I -I- -I- -I- -I- -I- -I- -I- -I- 0 1- 0075 .19 1.59 1.46 1.49 .012 .00 .00 PIPE 1272.7861 960.9881 1.6531 962.6411 35.601 8.92 1.241 963.88 1 .00 1 1.94 1 2.98 1 3.000 1 .0001 .00 1 1 .0 13.9161 .0100 -1 -I- -I- -I- -I- -I- _ _ 0066 .09 1 1.651 1.36 1 1.49 -1 .012 -1 .001 .00 (PIPE 1286.7021 961.1271 1.7181 962.84 -I 35.601 8.5- 1.121 963.97 1 .00 1 1.94 1 2.97 1 3.000 1 .0001 .00 1 1 .0 7.9811 .0100 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0059 .05 1.72 1.26 1.49 .012 .00 .00 PIPE 1294.6821 961.2071 1.7871 962.9941 35.601 8.11 1.021 964.02 1 .00 1 1.94 1 2.94 1 3.000 1 .0001 .00 1 1 .0 4.0991 .0100 1- -I- -I- -1- -1- -1- _ _ .0052 .02 -1 1.791 1.17 -1 1.49 -1 .012 -1 .001 .00 (PIPE 1298.7821 961.2481 1.8601 963.1081 35.601 7.73 .931 964.04 1 .00 1 1.94 1 2.91 1 3.000 1 .0001 .00 1 1 .0 1.2181 .0100 1 -I- -I- -I- -I- -I- -I- _ 0 FILE: linel9a.WSw .0046 .01 1.861 1.08 1 1.49 1 .012 -1 .001 .00 (PIPE W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1735 PAGE 4 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 6 -21 -2005 Time: 2: 8:10 Line 19a it it it it it {r it fr;r'.r it it it it it it it it itfrAfrirtr Rirtr irh 3 /4Oh0trft 6hi. it it i <tri<ir ir4ir it it irrt 4ir irh it it irfrtrir fr ith rtir it it irtrir it irtr irtr irh'.r irl it tr'.rtr4it ir'.r it it it it it tr {r irhir it irh it it irR irtr irh {r irh it it {rd it it it it it {r it it it it it I Invert I Depth I water I q I Vel vel I EnergyY I Supper ICriticalIFlOw TOP Height /IBase wt l INO wth Station I Elevp I (FT) -i- Elev -i- (CFS) I (FPS) Head I Grd.El.l Elev I Depth 1 -I -I- _I_ I width Dia. -FTIor I.D_1 ZL IPrs /Pip L /Elem Ich slope I I -I -I -I- -I- -I- , -I i iririri 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2.26 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 75.000 -I- .0200 -I- -I- -I- -I- -I- .0044 -I- .33 -I- '14.10 -I- .00 -I- 1.45 -I- .012 -I- .00 .00 1- PIPE 2075.000 I I 943.500 12.932 I I 956.432 I 48.10 6.80 I .72 957.15 I .00 I 2.26 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 110.078 -I- .0829 -I- -I- -I- -I- -I- .0044 -I- .49 -I- 12.93 -I- .00 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2185.078 I I 952.621 4.292 I I 956.913 I 48.10 6.80 I .72 957.63 I .00 I 2.26 I .00 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2185.078 I I 952.621 1.149 I I 953.770 I 48.10 19.31 I 5.79 959.56 I .00 I 2.26 I 2.92 I 3.000 I I .000 .00 I 1 .0 -I- 4.481 -I- .0829 -I- -I- -I- -I- -I- .0446 -I- .20 -I- 1.15 -I- 3.68 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2189.559 I I 952.992 1.165 I I 954.157 I 48.10 18.96 I 5.58 I 959.74 .00 I 2.26 I 2.92 I 3.000 I I .000 .00 I 1 .0 -I- 11.069 -I- .0829 -I- -I- -I- -I- -I- .0408 -I- .45 -I- 1.16 -I- 3.59 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2200.628 I I 953.909 1.207 I I 955.116 I 48.10 18.07 I 5.07 I 960.19 .00 I 2.26 I 2.94 I 3.000 I I .000 .00 I 1 .0 -I- 8.874 -I- .0829 -I- -I- -I- -I- -I- .0359 -I- .32 -I- 1.21 -I- 3.35 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2209.502 I I 954.644 I 1.251 I 955.896 I 48.10 17.23 I 4.61 I 960.51 .00 I 2.26 I .2.96 I 3.000 I I .000 .00 I 1 .0 -I- 7.264 -I- .0829 -I- -I- -I- -I- -I- .0315 -I- .23 -I- 1.25 -I- 3.13 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2216.766 I I 955.246 I 1.297 I 956.543 I 48.10 16.43 I 4.19 I 960.74 .00 I 2.26 I 2.97 I 3.000 I I .000 .00 I 1 .0 -I- 6.036 -I- .0829 -I- -I- -I- -I- -I- .0277 -I- .17 -I- 1.30 -I- 2.92 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2222.802 I I 955.746 I 1.345 I 957.091 I 48.10 15.67 I 3.81 I 960.90 .00 I 2.26 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 5.060 -I- .0829 -I- -I- -I- -I- -I- .0243 -I- .12 -I- 1.35 -I- 2.72 -I- .98 -I- .012 -I- .00 .00 1- PIPE 0 FILE: line20a.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 7 -29 -2005 Time: 2:49:48 Madison club 100 yr Line 20a 7/29/05 I Invert I Depth I water I Q I vel vel I EnergyY 1 Super IcriticallFlow ToplHeight /IBase Wtl INO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh slope I I I I -I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fa11I ZR IType Ch I 2227.862 -I- I 956.166 -I- I 1.395 -I- I 957.561 -I- I 48.10 -I- 14.94 -I- I 3.46 -I- I 961.03 -I- I .00 -I- I 2.26 -I- 2.99 -I- I 3.000 -I- I I .000 -I- .00 I 1 .0 I- Page 1 R Page 2 line20a.OUT 4.271 .0829 .0214 .09 1.40 2.54 .98 .012 .00 .00 PIPE 2232.132 I 956.520 I 1.448 I 957.967 I I 48.10 14.24 I 3.15 I 961.12 .00 I 2.26 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 3.612 -I- - .0829 -I- -I- -I- -I- -I- .0188 -I- .07 -I- 1.45 -I- 2.36 -I- .98 -I- .01.2 -I- .00 .00 1- PIPE 2235.744 I 956.819 I 1.503 I 958.321 I I 48.10 13.58 I 2.86 I 961.18 .00 I 2.26 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 3.056 -I- .0829 -I- -I- -I- -I- -I- .0166 -I- .05 -I- 1.50 -I- 2.20 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2238.800 I 957.072 I 1.560 I 958.632 I I 48.10 12.95 I 2.60 I 961.24 .00 I 2.26 I 3.00 I 3.000 I I .000 .00 i 1 .0 -I- 2.581 -I- .0829 -I- -I- -I- -I- -I- .0146 -I- .04 -I- 1.56 -I- 2.05 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2241.381 I 957.286 I 1.621 I 958.907 I I 48.10 12.34 I 2.37 I 961.27 .00 I 2.26 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- 2.164 -I- .0829 -I- -I- -I- -I- -I- .0129 -I- .03 -I- 1.62 -I- 1.91 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2243.545 I 957.465 I 1.685 I 959.150 I I 48.10 11.77 I 2.15 I 961.30 .00 I 2.26 I .2.98 I 3.000 I I .000 .00 I 1 .0 -I- 1.794 -I- .0829 -I- -I- -I- -I- -I- .0114 -I- .02 -I- 1.68 -I- 1.77 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2245.339 I I 957.614 1.752 I 959.366 I I 48.10 11.22 I 1.96 I 961.32 .00 I 2.26 I 2.96 I 3.000 I I .000 .00 I 1 .0 -I- 1.467 -I- .0829 -I- -I- -I- -I- -I- .0101 -I- .01 -I- 1.75 -I- 1.64 -I- .98 -I- .012 -I- .00 .00 1- PIPE 2246.806 I I 957.735 1.823 I 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CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 7 -28 -2005 Time: 2: 5:39 Line 25a 3/11/05 kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kirkkkkkkkkkkkkkkkkkkkkkkkkkfrkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Invert I Depth 1 water I Q I vel vel I Energy I SuPer ICriticallFlOW ToplHeight /lease wt1 INO wth Station Elev l (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 El�ev _I_ I Depth I width IDia. -FT Ior I.D_I_ ZL _jPrs /Pip I L /Elem lCh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR IType Ch kkkkkkkfrkkkkkkkfr ki rlkkfrkkkkklkkkkkkkkfr lkkkkkkkkklkk** kkfrlkkkkkfrklkkkkkfrkkklkkkkkkklfrkkkkkkk kkkkkkfrfrlkkkkkkklfrkkkkkk lli kkkkk kkkkkkk I I I I I I I I I I 1000.000 940.000 16.100 956.100 97.10 13.74 2.93 959.03 .00 2.88 .00 3.000 .000 .00 1 .0 149.220 .1009 .0181 2.69 16.10 .00 1.36 .012 .00 .00 PIPE I I I I I I I I I I I I 1149.220 955.060 3.735 958.795 97.10 13.74 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acres 61.5 Unit Time - minutes 10 Lag Time - minutes 1 Storrs Frequency & Duration - yr/hr 100 3 Total Adjusted Storm Rain-Inches 2.25 Constant Loss Rate - Inthr 0.29 Low Loss Rate - Percentage 80 Unit Time Pattern Storm Loss Rate Low Loss Effective Outflow Effective Cc eer r­..ln•; Period Percent Rain in /hr in /hr Rate in /hr Rain inlhr Flow cfs Time (min) (cfs) Flow cfs Unit Time CF 1 2.6 0.351 0.29 0.28 0.06 3.5 10 0.5 3.0 1806 43135 2 2.6 0.351 0.29 0.28 0.06 3.5 20 0.5 3.0 1806 3613 3 3.3 0.446 0.29 0.36 0.15 9.3 30 0.5 8.8 5293 8906 4 3.3 0.446 0.29 0.36 0.15 9.3 40 0.5 8.8 5293 14200 5 3.3 0.446 0.29 0.36 0.15 9.3 50 0.5 8.8 5293 19493 6 3.4 0.459 0.29 0.37 0.17 10.2 60 1 9.2 5492 24985 ac -ft 0.6 Lake 100yr WSE 977.2 7 4.4 0.594 0.29 0.48 0.30 18.5 70 1 17.5 10473 35458 8 4.2 0.567 0.29 0.45 0.27 16.8 80 4 12.8 7677 43135 9 5.3 0.716 0.29 0.57 0.42 25.9 90 7 18.9 11356 54491 10 5.1 0.689 0.29 0.55 0.39 24.3 100 10 14.3 8560 63051 11 6.4 0.864 0.29 0.69 0.57 35.1 110 13 22.1 13236 76287 12 5.9 0.797 0.29 0.64 0.50 30.9 120 15 15.9 9545 85833 310 3 -3.0 -1800 47631 320 3 -3.0 -1800 45831 330 3 ac -ft 2.0 Lake t00yr WSE 977.7 13 7.3 0.986 0.29 0.79 0.69 42.5 130 18 24.5 14719 100552 14 8.5 1.148 0.29 0.92 0.85 52.5 140 24 28.5 17097 117649 15 14.1 1.904 0.29 1.52 1.61 99.0 150 30 69.0 41394 159043 16 14.1 1.904 0.29 1.52 1.61 99.0 160 36 63.0 37794 196837 17 3.8 0.513 0.29 0.41 0.22 13.5 170 42 -28.5 -17116 179721 18 2.4 0.324 0.29 0.26 0.03 1.9 180 48 -46.1 -27690 152031 Lake A - acres 2.9 Lake normal WSE 977 Outflow based on CHART: 4'x 4' Grate inlet capacity in sump condition 50% clogging 36" pipe @ s= 0.0065, maxQ =57cfs a SC- Synthetic Hydrogrdph -Area 1- drawdown.rds RCE Consultants, Inc. 7/252005 ac -ft 3.5 Lake 100yr WSE 978.2 190 40 -40.0 -24000 128031 200 33 -33.0 -19800 108231 210 26 -26.0 -15600 92631 220 19 -19.0 -11400 81231 230 12 -12.0 -7200 74031 240 8 -8.0 -4800 69231 ac -ft 1.6 Lake 100yr WSE 977.5 250 8 -8.0 - 4800 64431 260 7 -7.0 -4200 60231 270 6 -6.0 -3600 56631 280 5 -5.0 -3000 53631 290 4 -4.0 -2400 51231 300 3 -3.0 -1800 49431 ac -ft 1.1 Lake 1100yr WSE 977.4 310 3 -3.0 -1800 47631 320 3 -3.0 -1800 45831 330 3 -3.0 - 1800 44031 340 3 -3.0 -1800 42231 350 3 -3.0 -1800 40431 360 3 -3.0 -1800 38631 ac -ft 0.9 Lake 100yr WSE 977.3 370 3 -3.0 -1800 36831 380 3 -3.0 -1800 35031 390 2 -2.0 -1200 33831 400 2 -2.0 -1200 32631 410 1 -1.0 -600 32031 420 1 -1.0 -600 31431 ac -ft 0.7 Lake 100yr WSE 977.2 SC- Synthetic Hydrogrdph -Area 1- drawdown.rds RCE Consultants, Inc. 7/252005 Q Hourly Lake Elevation Anlysis Watershed Area Designation 4 Drainage Area - acres 35.1 Unit Time - minutes 10 Lag Time - minutes 1 Storm Frequency b Duration - yrlhr 100 3 Total Adjusted Storm Raln- Inches 2.25 Constant Loss Rate - In/hr 0.29 Low Loss Rate - Percentage 80 Unit Time Patters Storm Loss Rate Low Loss Effective Flow iri Outflow Fffeetive CP na. c.,....as« Period Percent Rain In/hr Inthr Rate In/hr Rain In/hr Flow cis Time (min) lake E Cis cis) Flow cfs Unit Time CF V 1 2.6 0.351 0.29 0.28 0.06 2.1 10 0 0.5 1.6 973 9 2 2.6 0.351 0.29 0.28 0.06 2.1 20 0 1 1.1 673 1646 3 3.3 0.446 0.29 0.36 0.15 5.4 30 0 3 2.4 1463 3109 4 3.3 0.446 0.29 0.36 0.15 5.4 40 0 3 2.4 1463 4572 5 3.3 0.446 0.29 0.36 0.15 5.4 50 0 5 0.4 263 4835 .6 3.4 0.459 0.29 0.37 0.17 5.9 60 0 7.5 -1.6 -953 3883 71267 300 0 Hourly Low Point Area - acres 0.12 66767 Hourly Low Point Area - acres 0.79 ac-ft 0.09 Lake 100yr WSE 977.8 7 4.4 0.594 0.29 0.48 0.30 10.7 70 0.5 7.5 3.7 2191 6074 8 4.2 0.567 0.29 0.45 0.28 9.7 80 0.5 7.5 2.7 1622 7695 9 5.3 0.716 0.29 0.57 0.42 14.9 90 0.5 7.5 7.9 4749 12445 10 5.1 0.689 0.29 0.55 0.40 14.0 100 0.5 7.5 7.0 4181 16626 11 6.4 0.864 0.29 0.69 0.57 20.1 110 0.5 7.5 13.1 7877 24502 12 5.9 0.797 0.29 0.64 0.51 17.8 120 1 7.5 11.3 6755 31258 270 0 7.5 Hourly Low Point Area - acres 0.44 280 0 ac -ft 0.72 Lake 100yr WSE 980.1 13 7.3 0.986 0.29 0.79 0.69 24.4 130 1 7.5 17.9 10736 41993 14 8.5 1.148 0.29 0.92 0.86 30.1 140 1 7.5 23.6 14147 56140 15 14.1 1.904 0.29 1.52 1.61 56.6 150 1 7.5 50.1 30069 86209 16 14.1 1.904 0.29 1.52 1.61 56.6 160 2 7.5 51.1 30669 116878 17 3.8 0.513 0.29 0.41 0.22 7.8 170 2 7.5 2.3 1385 118262 18 2.4 0.324 0.29 0.26 0.03 1.2 180 3 7.5 3.3 -1996 116267 270 0 7.5 Hourly Low Point Area - acres 1.19 280 0 ac -ft 2.67 Lake 100yr WSE 9827 Low Point D - acres See Above 190 2 7.5 -5.5 3300 112967 Lake normal WSE 976 200 2 7.5 -5.5 3300 109667 210 1 7.5 3.5 3900 105767 220 1 7.5 -0.5 3900 101867 230 1 7.5 -6.5 3900 97967 240 0.5 7.5 -7.0 -4200 93767 Hourly Low Point Area - acres 1.00 ac-ft 2.15 Outflow based on CHART: 4' x 4' Grate inlet capacity in sump condition Lake 1100yr WSE 982.2 50% dogging 250 0 7.5 -7.5 -4500 89267 18" pipe (H1 5= 0.005, maxQ= 18.3cfs 260 0 7.5 100yr WSE of 982.7 is based on SUH analysis -7.5 - 4500 84767 270 0 7.5 -7.5 -4500 80267 280 0 7.5 -7.5 -4500 75767 290 0 7.5 -7.5 4500 71267 300 0 7.5 -7.5 4500 66767 Hourly Low Point Area - acres 0.79 ac4 t 1.53 Lake 1100yr WSE 981.5 310 0 7.5 -7.5 4500 62267 320 0 7.5 -7.5 -4500 57767 330 0 7.5 -7.5 4500 53267 340 0 7.5 -7.5 4500 48767 350 0 7.5 -7.5 - 4500 44267 360 0 7.5 -7.5 4500 39767 Hourly Low Point Area - acres 0.59 ac -ft 0.91 Lake 100yr WSE 980.7 370 0 7.5 -7.5 4500 35267 380 0 7.5 -7.5 4500 30767 390 0 7.5 -7.5 4500 26267 400 0 7.5 -7.5 4500 21767 410 0 7.5 -7.5 4500 17267 420 0 7.5 -7.5 4500 12767 Hourly Low Point Area - acres 0.32 ac-ft 0.29 Lake 100yr WSE 979.3 430 0 7.5 -7.5 4500 8267 440 0 7.5 -7.5 4500 3767 450 0 7.5 -7.5 4500 -733 460 0 5 5.0 3000 3733 470 0 2.5 -2.5 -1500 -5233 480 0 0.5 -0.5 -300 -5533 Hourly Low Point Area - acres 0.02 ac4t -0.127 Lake t00yr WSE 976.1 SC- Synthetk Hydmgrapt-Area 4- erawdown.)ds RCE Consuftaffts, Inc. 725/2005 Hourly Lake Elevation Analysis Watershed Area Designation 5 Drainage Area - acres 3.2 Unit Time - minutes 10 Lag Time - minutes 1 Storm Frequency & Duration - yr /hr 100 3 Total Adjusted Storm Rain- Inches 2.25 Constant Loss Rate - in/hr 0.30 Low Loss Rate - Percentage 80 Unit Time Pattern Storm Loss Rate Low Loss Effective Outflow Effective CF eer r i-In Period Percent Rain in/hr in /hr Rate in /hr Rain INhr Flow cfs Time (min) (cfs) Flow cfs Unit Time CF 1 2.6 0.351 0.30 0.28 0.05 0.2 10 0 0.2 102 1852 2 2.6 0.351 0.30 0.28 0.05 0.2 20 0 0.2 102 205 3 3.3 0.446 0.30 0.36 0.15 0.5 30 0 0.5 284 488 4 3.3 0.446 0.30 0.36 0.15 0.5 40 0 0.5 284 772 5 3.3 0.446 0.30 0.36 0.15 0.5 50 0 0.5 284 1056 6 3.4 0.459 0.30 0.37 0.16 0.5 60 0 0.5 310 1366 ac -ft 0.0 Lake 100yr WSE 994.1 7 4.4 0.594 0.30 0.48 0.30 0.9 70 0.5 0.4 269 1635 8 4.2 0.567 0.30 0.45 0.27 0.9 80 0.5 0.4 217 1852 9 5.3 0.716 0.30 0.57 0.42 1.3 90 0.5 0.8 502 2354 10 5.1 0.689 0.30 0.55 0.39 1.3 100 0.5 0.8 450 2804 11 6.4 0.864 0.30 0.69 0.57 1.8 110 0.5 1.3 787 3591 12 5.9 0.797 0.30 0.64 0.50 1.6 120 1 0.6 358 3949 ac -ft 0.1 Lake 100yr WSE 994.', 13 7.3 0.986 0.30 0.79 0.69 2.2 130 1 1.2 721 4670 14 8.5 1.148 0.30 0.92 0.85 2.7 140 1 1.7 1032 5701 15 14.1 1.904 0.30 1.52 1.61 5.1 150 1 4.1 2483 8184 16 14.1 1.904 0.30 1.52 1.61 5.1 160 2 3.1 1883 10067 17 3.8 0.513 0.30 0.41 0.22 0.7 170 2 -1.3 -787 9281 18 2.4 0.324 0.30 0.26 0.03 0.1 180 3 -2.9 -1750 7531 Lake E - acres 0.5 Lake normal WSE 994 Outflow based on CHART: 4'x 4' Grate inlet capacity in sump condition 50% clogging Max flow through grate = 3 cfs at 0.3 ft of head 12" pipe @ s= 0.087, maxQ =llcfs in pipe ac -ft 0.1 Lake 100yr WSE 994.1 SCSynthetic H7drograph -Area 5drawdown.)ds RCE Consultants. Inc. 7252005 ac -ft Lake 100yr WSE 0.2 994.3 190 2 -2.0 -1200 6331 200 2 -2.0 -1200 5131 210 1 -1.0 -600 4531 220 1 -1.0 -600 3931 230 1 -1.0 -600 3331 240 0.5 -0.5 -300 3031 ac -ft 0.1 Lake 100yr WSE 994.1 SCSynthetic H7drograph -Area 5drawdown.)ds RCE Consultants. Inc. 7252005 a Hourly Lake Elevation Analysis Watershed Area Designation 6 Drainage Area - acres 115.3 Unit Time - minutes 10 Lag Time - minutes 1 Storm Frequency & Duration - yrfhr 100 3 Total Adjusted Storm Ralnanches 2.25 Constant Loss Rate - InRn 0.30 Low Loss Rate - Percentage 80 Unit Time Pattern Storm Loss Rate Low Loss Effective FlnwfN Fln.ulw r1.M1..... _ _ _ Period Percent Rain Inlhr In/hr Rate In/hr Rain In/hr Flow ds Time (min) lake A tfs lake D efs (cfs) Flow cis Unh Tlme CF 1 2.6 0.351 0.30 0.28 0.05 5.6 10 0.5 0.5 0.5 5.6 3388 10 2 2.6 0.351 0.30 0.28 0.05 5.6 20 0.5 1 0.5 6.1 3688 -7077 3 3.3 0.446 0.30 0.36 0.14 16.5 30 0.5 3 1 18.0 10826 17903 4 3.3 0.446 0.30 0.36 0.14 16.5 . 40 0.5 3 1 18.0 10826 28729 5 3.3 0.446 0.30 0.36 0.14 16.5 50 0.5 5 3 16.0 9626 38355 6 3.4 0.459 0.30 0.37 0.16 18.1 60 1 7.5 5 16.6 9960 48315 ac-n 1.11 Lake 100yr WSE 957.4 7 4.4 0.594 0.30 0.48 0.29 33.7 70 1 7.5 5 32.2 19299 67614 8 4.2 0.567 0.30 0.45 0.26 30.6 80 4 7.5 10 22.1 13790 80845 9 5.3 0.716 0.30 0.57 0.41 47.7 90 7 7.5 15 32.2 .13231 19305 100150 10 5.1 0.689 0.30 0.55 0.39 44.6 100 10 7.5 20 22.1 13237 113387 11 6.4 0.864 0.30 0.69 0.56 64.8 110 13 7.5 26 33.3 19978 133365 12 5.9 0.797 0.30 0.64 0.49 57.0 120 15 7.5 32 15.5 9308 142673 ac-ft 1.52 Lake 100yr WSE 957.5 ac-t 3.28 Lake 100yr WSE 958.1 13 7.3 0.986 0.30 0.79 0.68 78.8 130 18 7.5 44 16.3 9783 152456 14 15 8.5 1.148 0.30 0.92 0.85 97.5 140 24 7.5 53 23.0 13790 166246 16 14.1 1.904 0.30 1.52 1.60 164.7 150 30 7.5 53 116.2 69690 235937 17 14.1 1.904 0.30 1.52 1.60 184.7 160 36 7.5 53 122.2 73290 309227 7.5 3.8 0.513 0.30 0.41 0.21 24.3 170 42 7.5 53 32.2 -19304 289923 18 2.4 0.324 0.30 0.26 0.02 2.5 180 48 7.5 53 -48.0 -28779 261144 ac-ft 1.52 Lake 100yr WSE 957.5 ac-ft 6.00 Lake F - acres 3.1 Lake normal WSE 957 Outflow based on CHART: 4' x 4' Grate inlet capacity in sump condition 50% dogging 2-42" pipes @ s= 0.009, maxO =107cfs Outflow shown is for each pipe (2 pipes total) - see eqn. below Effective Flow = (flow +lakeAflow +lakeDflow) - 2(outflow) Lake 100yr WSE 958.9 190 40 7.5 53 -58.5 -35100 226044 200 33 7.5 53 65.5 -39300 186744 210 26 7.5 43 52.5 31500 155244 220 19 7.5 33 -39.5 -23700 131544 230 12 7.5 24 -28.5 -17100 114444 240 8 7.5 15 -14.5 -8700 105744 ac-ft 2.43 Lake 100yr WSE 957.8 250 8 7.5 13 -10.5 6300 99444 260 7 7.5 13 -11.5 6900 92544 270 6 7.5 12 - 10.5 6300 86244 280 5 7.5 12 -11.5 6900 79344 290 4 7.5 11 - 10.5 6300 73044 300 3 7.5 11 -11.5 6900 66144 ac-ft 1.52 Lake 100yr WSE 957.5 310 3 7.5 11 -11.5 6900 59244 320 3 7.5 10 -9.5 5700 53544 330 3 7.5 9 -7.5 -4500 49044 340 3 7.5. 8 5.5 -3300 45744 350 3 7.5 7 -3.5 -2100 43644 360 3 7.5 5 0.5 300 43944 ac-ft 1.01 Lake 100yr WSE 957.3 370 3 7.5 5 0.5 300 44244 380 3 7.5 5 0.5 300 44544 390 2. 7.5 5 -0.5 -300 44244 400 2 7.5 5 -0.5 -300 43944 410 1 7.5 5 -1.5 -900 43044 420 1 7.5 5 -1.5 -900 42144 ac-ft 0.97 Lake 100yr WSE 957.3 430 0 7.5 5 -2.5 -1500 40644 440 0 7.5 5 -2.5 -1500 39144 450 0 7.5 5 -2.5 -1500 37644 460 0 5 5 -5.0 -3000 34644 470 0 2.5 3 -3.5 -2100 32544 480 0 0.5 3 -5.5 -3300 29244 ac-ft 0.67 Lake 100yr WSE 957.2 SC-Synthetic Hytlregrepe -Area 6dravdOjdS RCE Consuaanu, Inc. 725x1005 Hourly Lake Elevation Analysis 490 0 0 3 -6.0 3600 25644 500 0 0 2 -4.0 -2400 23244 510 0 0 1 -2.0 - 1200 22044 520 0 0 1 -2.0 -1200 20844 530 0 0 1 -2.0 -1200 19644 540 0 0 1 -2.0 -1200 18444 ac4t 0.42 Lake 100yr WSE 957.1 550 0 0 1 -2.0 -1200 17244 560 0 0 1 -2.0 -1200 16044 570 0 0 1 -2.0 -1200 14844 580 0 0 1 -2.0 -1200 13644 590 0 0 1 -2.0 -1200 12444 600 0 0 1 -2.0 -1200 11244 acct 0.26 Lake 100yr WSE 957.1 SC- Synthetic Fyorograph -Area "mwoownaAS RCE Consuhants, Inc. 7/252005. Hourly Lake Elevation Analysis Watershed Area Designation 8 Drainage Area - acres 18.7 Unit Time - minutes 10 Lag Time - minutes 1 Storm Frequency & Duration - yrlhr 100 3 Total Adjusted Storm Rain - Inches 2.25 Constant Loss Rate - In/hr 0.35 Low Loss Rate - Percentage 80 Unit Time Pattern Storm Loss Rate Low Loss Effective Outflow Effective CF nor P_a-aw Period Percent Rain in /hr in /hr Rate in /hr Rain in /hr Flow cis Time (min) (cfs) Flow cfs Unit Time CF 1 2.6 0.351 0.35 0.28 0.01 0.1 10 0.1 0.0 .2 80 2 2.6 0.351 0.35 0.28 0.01 0.1 20 0.1 0.0 -2 -3 3 3.3 0.446 0.35 0.36 0.10 1.9 30 1 0.9 519 515 4 3.3 0.446 0.35 0.36 0.10 1.9 40 1 0.9 519 1034 5 3.3 0.446 0.35 0.36 0.10 1.9 50 3 -1.1 -681 353 6 3.4 0.459 0.35 0.37 0.11 2.1 60 5 -2.9 -1730 -1377 -3943 -4846 Hourly Low Point Area - acres 0.03 - -a „ A„ Lake 100yr WSE 964.9 7 4.4 0.594 0.35 0.48 0.25 4.6 70 5 -0.4 -215 -1593 8 4.2 0.567 0.35 0.45 0.22 4.1 80 5 -0.9 -518 -2111 9 5.3 0.716 0.35 0.57 0.37 6.9 90 5 1.9 1148 -963 10 5.1 0.689 0.35 0.55 0.34 6.4 100 8 -1.6 -955 -1918 11 6.4 0.864 0.35 0.69 0.52 9.7 110 8 1.7 1014 -903 12 5.9 0.797 0.35 0.64 0.45 8.4 120 15 -6.6 -3943 -4846 ac -tt -0.111 Lake 100yr WSE 963.8 13 7.3 0.986 0.35 0.79 0.64 12.0 130 15 -3.0 -1823 -6669 14 8.5 1.148 0.35 0.92 0.80 15.0 140 18 -3.0 -1805 -8474 15 14.1 1.904 0.35 1.52 1.56 29.1 150 20 9.1 5477 -2997 16 14.1 1.904 0.35 1.52 1.56 29.1 160 23 6.1 3677 681 17 3.8 0.513 0.35 0.41 0.17 3.1 170 17 -13.9 -8324 -7643 18 2.4 0.324 0.35 0.26 0.06 1.2 180 11 -9.8 -5873 -13516 SC- Synthetic Hydrograph -Area 84rawdown.xls RCE Consultants, Inc. 7282005 ac -ft -0.310 Lake 1 00y WSE 959.8 Low Point H - acres See Above 190 1 -1.0 -600 -14116 Lake normal WSE 966 200 0.5 -0.5 -300 -14416 210 0.2 -0.2 -120 -14536 220 0.1 -0.1 -60 -14596 230 0 0.0 0 -14596 240 0 0.0 0 -14596 Hourly Low Paint Area - acres 0.01 ac -ft -0.335 Outflow based on CHART: 4'x 4' Grate inlet capacity in sump condition Lake t00yr WSE 932.5 50% clogging Assume 36" pipe @ s= 0.005, maxQ= 50.5cfs SC- Synthetic Hydrograph -Area 84rawdown.xls RCE Consultants, Inc. 7282005 e I Ic 0.1 0.1 o! 0.19 0.2 0.2 0.1 '* o o s 10 20 30. 40 50 60 80 100 DISCHAACE 2 (Fr 3/3) CHART 11. Grate inlet capacity in sump conditions. 71 1 1 1 1 SIS%-lVN)v NGLLV21J_--)):4N) "i13M�.21Q � i S11111110111M >o 11111011 "= M M M i M M MM = M M M Madison Club Golf Course Storm Drain Dry Well Infilitration Analysis 3/23/2005 Issue: Water is captured in four locations on the golf course - Lakes B, C, G and I. Very little if any natural infiltration is anticipated given the soil conditions. There is a high probability that vegetation will die given the anticipated duration of inundation Solution: Develop of method to de -water the four concentration points based upon an owner risk assessment. Inundation information Dry Well Solution Analysis Capacity of MaxWell per Roger at Torrent Systems. 0.25 cfs at 30' Depth = 900 cf /hr = 48 hr capacity = 21,600 cf /day /well 72 hr capacity = Volume of Hole # Water (AF) B C G I BTOTAL 9e rW me of r (A F) 7.1 100 -year storm Iu -year storm Time to Evap @ 1" /day (days) Approximate Time to Evar 4.3 12.4 45.1 Surface Area Volume of Depth of @I "Iday Lake (AC) Water (AF) Water (ft) (days) B 1.1 2.5 1.8 22 C 1.0 15 1.3 16 G 4.8 4.51 0.9 11 Number of Wells for 72 hr 3.0 161 4.2 50 Dry Well Solution Analysis Capacity of MaxWell per Roger at Torrent Systems. 0.25 cfs at 30' Depth = 900 cf /hr = 48 hr capacity = 21,600 cf /day /well 72 hr capacity = Volume of Hole # Water (AF) B C G I BTOTAL 9e rW me of r (A F) 7.1 100 -year storm Depth of Water (ft) Time to Evap @ 1" /day (days) 4.0 48 4.3 12.4 45.1 3.3 1 .40 2.4 29 9.1 109 43,200 cf /well 64,800 cf /well u -year storm 100 -year storm um er o Wells, for Number of Depth of 48hr De- Wells for 72 Volume of Depth of Number of Wells Number of Wells for 72 hr Water (ft) water hr De -water Water (AF) Water (ft) for 48hr De- wate De -water 5 1.8 5 3 2 7.1 4.0 7 5 1.3 5 0.9 2 1 4.3 3.3 4 3 5 3 12.4 2.4 13 8 6 4.2 16 11 5 22.• 45.1 9.1 45 30 61.8 62 42 15 P: \0502 \0001 MDC \07 Golf SD \0404 Hydro -SD \Hydrology \dry well analysis.xls 1 of 1 6/21/2005 1 S31%'"ld "1021.1N00 Qoo-1� i� LNYlO� 3QIS? �/�12L t SS•S x'10• (TNOUSAHO PALM3-N.E.1 0 B ilic 2z.1, 'C ».y - "'•`.,' +. 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' " 81 0, _ 76 ' _ 75 — r 2 ..• _ ' ..� • :y 4 9 t0 '� It 1' IiP• le 11•.1• LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION FOR R C F C a W C D MYOMA HYDROLOGY JMANUAL 0 FEET 5000 PLATE C -1,37 L � I � I � I � I � I � I � I i I i I � I � I � I 1 1 � 1� LEGEND SOILS GROUP BOUNDARY A SOILS GROUP DESMATION RCFCe%WCD HYDFiOLDGY MANUAL HYDROLOGIC SOILS GROUP MAP FOR RANCHO MIRAGE PLATE C -1.48 FAA I �cutvurr rN)EX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS- _ AMC II Cover Type (3) Quality of Soil Group Cover (2) A B C D NATURAL COVERS - Barren (Rockland, eroded and graded land) 78 86 91 93 Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Poor 53 70 80 85 Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf (Chamise and redshank) Poor 71 82 88 91 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 (Areas with seasonally high water table, Poor 63 77 85 88 Principal vegetation is sod forming g grass) air 51 70 80 84 Good 30 58 72 78 Open Brush (Soft wood shrubs - buckwheat, sage, etc. ) Poor 62 76 84 88 Fair 46 66 77 83 Good 41 63 75 81 Woodland (Coniferous or broadleaf trees Predominate, Poor 45 66 77 83 Canopy density is at least 50 percent) Fair 36 60 73 79 Good 28 55 70 77 Woodland, Grass (Coniferous or broadleaf trees with cano Py Poor 57 73 82 86 density from 20 to 50 percent) Fair 44 65 77 82 Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Good 32 56 69 75' Turf (Irrigated and mowed grass) Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) 76 85 90 92 RCFC a WCD fYOROLOGY MANUAL RUNOFF INDEX NUMBERS 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 Soil Group Cover (2 ) A B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy; etc.) Orchards, Deciduous ' (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (wheat, oats, barley, etc.) Vineyard Poor 66 1 77 85 1 89 Good 58 72 81 85 See Note 4 Poor Fair Good Poor Fair Good Poor Fair Good Poor Good Poor Good 57 44 33 67 50 38 58 44 33 72 67 65 63 See 73 65 58 78 69 61 74 65 58 81 78 76 75 Vote 82 77 72 86 79 74 83 77 72 88 85 84 83 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C a� C® RUNOFF INDEX NUMBERS r-]YOROL OGY 1\iJANUAL I FOR PERVIOUS AREAS :2 79 89 84 80 87 82 79 91 89 Be 37 PLATE E- 6.1(20f 2) ACTUAL IMPERVIOUS COVER Land Use (1) Natural or Agriculture Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 20,000 S. F. (Ij Acre) Lots 7,200 - 10,000 S. F. Lots Multiple Family Residential: Condominiums Apartments Mobile home Park Recommended Value Range- Percent For Average Conditions -Percent (2 0 - 10 0 10 - 25 20 30 - 45 1 40 45 - 55 50 45 - 70 65 65 - 90 80 60 - 85 1 75 Commercial, Downtown 80 -100 Business or Industrial 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estinat- ing the percentage of impervious cover in developed areas. 3. For typical. horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F C& VN C® IMPERVIOUS COVER J-JYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E -6.3 1 1 1 1 1 F L,, 1 1 1 1 1 1 ■ O Q Z 0 W D W Y Q J z O F- Q W J W Ir W m Z W 0 O Z W J O 2 LL J O U X x �4 Z O F- U W O J Ll. L.L. a Z_ U_ w a � g HILYON NW V 0 N a El c°\l w w u Z U ■ ■ r LL 0 W T- Q W �°�a 0 Iy Q �- Z Z 1 m D Z N W 2 r � r CE O F w m U o L Q 0 Q 01 Q Z Q Z > O Z: > O U ( W 4 W ot� ❑ m m 0 a 0 W 0 W 0 W 0 W (r V W LLJ W W W ' cx px w ■ O Q Z 0 W D W Y Q J z O F- Q W J W Ir W m Z W 0 O Z W J O 2 LL J O U X x �4 Z O F- U W O J Ll. 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