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33076 AVE 54III millf��U1 "I- - -- ---� 31 (7) LO (�'� 31 EZ IIIIIIIIIIIIIIIIIIII_ - J HytIRCILOClY,� HY1r-5RAt-1-Ucssn.�DYfa' MAAI50N Cl_l.tg (AVCKUe54) Volume III 10 -Year, 20 -Year, and 100 -Year Storm Rational Method Analysis for East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 Prepared be: Liw!Consultants, Inc. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 949.453.0111 lender the supervisiow of Jeremy W. Patapoff, P.E. Date prepared: May 2, 2006 _ rn tV TABLE OF CONTENTS I. INTRODUCTION ......................................................... ..............................1 H. METHODOLOGY ........................................................ ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3 IV. STORM DRAIN HYDRAULICS ....................................... ..............................3 V. BIBLIOGRAPHY ......................................................... ..............................3 TECHNICAL APPENDIX 10 -YEAR STORM ANALYSIS 20 -YEAR STORM ANALYSIS 100 -YEAR STORM ANALYSIS WSPG OUTPUT CATCH BASIN SIZING STREET CROSS - SECTION CAPACITY RIVERSIDE COUNTY FLOOD CONTROL PLATES HYDROLOGY MAP I. INTRODUCTION The purpose of this report is to present the hydrology and hydraulic analysis for the 10 -year, 20- year and 100 -year storm water discharge for proposed Avenue 54 and Madison Club (Tract 33076 -1 and -2) tributary areas. The project area is proposed Avenue 54 located in the City of La Quinta, California and is bounded by Madison Street (west) and runs approximately 4,800 feet east along Avenue 54 to Monroe Street. The proposed street and adjacent landscape will consist of approximately 8.05 acres. This report is specific to proposed Avenue 54 only, for additional ' references for the complete system analysis, reference "Hydrology Report - Madison Club 100 - Year Storm Volume and Storage Analysis" (Volume I), "Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)" (Volume II) submitted separately. This report is intended to accompany the "Off -Site Storm Drain Improvement Plans for Avenue 54" plans as Volume IIIE. The reference report "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" (Volume I) 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 for Madison Club. This report will cover each storm drain main line, which will include lateral sizing, catch basin sizing, street capacity and compliance with the City's "first flush" requirement. This report is intended to provide a comprehensive analysis of Avenue 54 peak storm runoff volumes and how they are conveyed to retention areas (lakes) within Madison Club. Specifically, this report will substantiate the "Off -Site Storm Drain Improvement Plans for Avenue 54" design plans, which will show the catch basin and storm drain pipe system only. H. METHODOLOGY Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff within the project and a portion of the perimeter streets will 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 serves as the project's ultimate storage devices. Each watershed area drains by way of 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 part of the routing analysis. The hydrology map in the Technical Appendix shows the delivery system in each watershed area to the adjacent lake for storage. The reports titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" and "Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)" provide the analysis for the storage and routing mentioned. In this report, watershed areas were modeled according to the Riverside County Flood Control and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to represent catch basin collection areas within each watershed. A storm drain line was sized and will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin (lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm drain pipelines to be conveyed to the respective storage basin (lake). Ll 1 U_ 1 i 1 1 The peak storm flow discharge rates from the 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, 20 -year and a 100 -year frequency storm. During analysis, conservative C- values were used (Approximately 0.83 -0.84) for the rational method analysis of the landscaped and street areas. Street flow time was included, and the times of concentration and peak runoffs in this report are conservative based on the assumed C- values. 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 RCFC &WCD Hydrology Manual figure D -4.6. Pipe hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG) software. 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. Street capacities and catch basin sizing were calculated using AES software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for flow -by and sump basins. M. STORM WATER RUNOFF ANALYSIS Reference the Hydrology Map in the Technical Appendix for relevant analysis information for sub - areas, catch basins and other hydrologic information for the storm water runoff analysis. Proposed Avenue 54 has a responsibility to convey all storm water runoff from the north half of Avenue 54 into the Madison Club to a retention basin, Lake I, within Madison Club. To analyze the proposed Avenue 54, it was divided into four (4) main storm drain discharge systems: 3d, 9e- 1, 9e -2 and 9f (Lines 7A, 17A, 18A and 18B). Each catch basin within these areas received a sub -area to analyze its respective flow. All storm drain_ pipe line sizing was estimated from AES and then confirmed with the HGL data from WSPG. The following table is a summary of the results of the hydrology analysis for each storm drain line including: node number, catch basin number, tributary sub -area, tributary surface area, and sub -area 100 -year flow (Qloo)• Table 1: 100 -Year Distribution of Flow Catch Basin # ode # Storm Drain Line Tributary Sub -Area Tributary Surface Area Sub -Area Qioo 1 3 Line 7A 3d 2.1 Acres 6.8 CFS 2 5 Line 17A 9e -1 3.4 Acres 8.7 CFS 3 7 Line 18A 9e -2 2.1 Acres 5.7 CFS 4 8 Line 18B 9f 0.45 Acres 1.7 CFS TOTAL 22.9 CFS 2 r 1 1 t 1 1 1 1 The following table is a summary of the catch basin sizes that were determined from the 100 -year storm water runoff estimate. Part of the criteria of the catch basin sizing was the following: flow could not exceed right of way, must maintain one (1) operating lane of traffic in each direction, and a flow -by catch basin would accept approximately 75% of the flow. Table 2: Catch Basin Summary Catch Basin # ode # Type Sub -Area Qioo Inflow By -pass Gutter Flow Depth Inlet Length 1 3 Sump 6.8 CFS 6.8 CFS 0.0 CFS 0.51 FT 7.0 FT 2 5 Flow-by 8.7 CFS 6.6 CFS 2.1 CFS 0.53 FT 10.0 FT 3 7 Flow-by 5.7 CFS 5.9 CFS 1.9 CFS 0.53 FT 9.0 FT 4 8 Flow-by 1.7 CFS 3.6 CFS 0.0 CFS 0.42 FT 9.0 FT TOTAL 22.9 CFS 22.9 CFS IV. STORM DRAIN HYDRAULICS The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe line sizes for all mainlines and laterals to convey water from each respective sub -area to the storage basins (lakes). The WSPG software created an HGL that was capable of being placed in the profile section of the design plans utilizing the 100 -year water surface of the storage basins (lakes). Line 2E connects into the Madison Club Phase 1 Storm Drain System. The 100 -year HGL was obtained from the design plans of the Madison Club Phase 1 Storm Drain, and represents the 100 -year water surface elevation for analysis. The software incorporated all manholes, junctions, horizontal curves and vertical bends in the analysis. The output reports can be found in the Technical Appendix for reference. Note: All supporting documentation is located in the Technical Appendix of this report for reference. V. BIBLIOGRAPHY 1. Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis (March 29, 2005). 3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone) Volume II (July 27, 2005). 4. Hydrology and Hydraulics Study for Madison Club Phase l; Volume IIIA (July 12, 2005). 3 O N-HO 31 ' 'I 19 S 1 1 I I 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 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 - 10 YEAR • AVENUE 54 • MAY 1, 2006 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \TEMP \AVE54.DAT TIME /DATE OF STUDY: 15:45 05/01/2006 ---------------------------------------------------------------------- - - - - -- 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 36.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 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 1.00 TO NODE 2.00 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) = 101.46 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 992.27 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.359 *[( 101.46 * *3) /( 0.10)] * *.2 = 9.102 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.019 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8188 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41 STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 13.60 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.391 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8040 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 3.56 i TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 4.10 I END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.28 FLOW VELOCITY(FEET /SEC.) = 1.84 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET. I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1 � I � i I I FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 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) = 323.13 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 991.19 ELEVATION DIFFERENCE(FEET) = 1.18 TC = 0.359 *(( 323.13 * *3) /( 1.18)] * *.2 = 11.132 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.686 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8116 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46 STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 12.89 Tc(MIN.) = 24.02 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.718 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7807 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.04 ' FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH*VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET. � I 4, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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) = 286.10 UPSTREAM ELEVATION(FEET) = 983.46 DOWNSTREAM ELEVATION(FEET) = 982.38 ELEVATION DIFFERENCE(FEET) = 1.08 TC = 0.359 *[( 286.10 * *3) /( 1.08)] * *.2 = 10.533 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.773 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8136 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.90 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) = 976.55 STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 10.59 Tc(MIN.) = 21.12 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.852 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7862 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.58 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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) = 285.24 UPSTREAM ELEVATION(FEET) = 976.55 DOWNSTREAM ELEVATION(FEET) = 975.15 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.359 *(( 285.24 * *3) /( 1.40)] * *.2 = 9.982 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.861 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8156 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.05 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 0.45 TC(MIN.) = 9.98 PEAK FLOW RATE(CFS) 1.05 END OF RATIONAL METHOD ANALYSIS 0 1 1 1 L I I I I I I I I i 11 I SIS�."1�'N� W21O1S21�i'3i.-O� ' 1 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 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 - 20 YEAR * AVENUE 54 * MAY 1, 2006 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \TEMP \AVE54.DAT TIME /DATE OF STUDY: 15:44 05/01/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) _ -20.00 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 = 20.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.169 SLOPE OF INTENSITY DURATION CURVE = 0.5805 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 36.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 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 1.00 TO NODE 2.00 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) = 101.46 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 992.27 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.359 *[( 101.46 * *3) /( 0.10)] * *.2 = 9.102 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.494 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8273 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41 STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 - Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.33 Tc(MIN.) = 13.43 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.787 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8139 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 4.20 . TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.32 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET. FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 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) = 323.13 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 991.19 ELEVATION DIFFERENCE(FEET) = 1.18 TC = 0.359 *[( 323.13 * *3) /( 1.18)] * *.2 = 11.132 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.108 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8206 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46 STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 12.43 Tc(MIN.) = 23.56 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.011 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7921 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.30 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.12 FLOW VELOCITY(FEET /SEC.) = 2.18 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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) = 286.10 UPSTREAM ELEVATION(FEET) = 983.46 DOWNSTREAM ELEVATION(FEET) = 982.38 ELEVATION DIFFERENCE(FEET) = 1.08 TC = 0.359 *[( 286.10 * *3) /( 1.08)) * *.2 = 10.533 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.210 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8225 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) = 976.55 STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.79 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 10.24 Tc(MIN.) = 20.77 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.164 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7973 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.51 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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) = 285.24 UPSTREAM ELEVATION(FEET) = 976.55 DOWNSTREAM ELEVATION(FEET) = 975.15 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.359 *[( 285.24 * *3) /( 1.40)] * *.2 = 9.982 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.311 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8243 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.23 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.45 TC(MIN.) = 9.98 PEAK FLOW RATE(CFS) = 1.23 END OF RATIONAL METHOD ANALYSIS sis�-��srv�w�ols��. -oaz � ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 L� 1 F1 1 1 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • MADISON CLUB - 100 YEAR • AVENUE 54 • MAY 1, 2006 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \TEMP \AVE54.DAT TIME /DATE OF STUDY: 15:41 05/01/2006 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 36.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 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 1.00 TO NODE 2.00 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) = 101.46 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 992.27 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.359 *[( 101.46 * *3) /( 0.10)] * *.2 = 9.102 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.773 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8433 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41 STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.00 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 13.13 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.861 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8328 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 5.95 ' TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 6.83 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.60 FLOW VELOCITY(FEET /SEC.) = 2.08 DEPTH *VELOCITY(FT *FT /SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET. � I � I � I 1 � I FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 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) = 323.13 UPSTREAM ELEVATION(FEET) = 992.37 DOWNSTREAM ELEVATION(FEET) = 991.19 ELEVATION DIFFERENCE(FEET) = 1.18 TC = 0.359 *[( 323.13 * *3) /( 1.18)] * *.2 = 11.132 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.248 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8377 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46 STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 11.47 Tc(MIN.) = 22.60 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.818 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8146 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.62 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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) = 286.10 UPSTREAM ELEVATION(FEET) = 983.46 DOWNSTREAM ELEVATION(FEET) = 982.38 ELEVATION DIFFERENCE(FEET) = 1.08 TC = 0.359 *[( 286.10 * *3) /( 1.08)] * *.2 = 10.533 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.386 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8393 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) = 976.55 ' STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 36.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ' * *TRAVEL,TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 9.49 Tc(MIN.) = 20.02 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.022 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8189 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.21 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.64 FLOW VELOCITY(FEET /SEC.) = 2.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.01 ' LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07 FEET. j FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- 1 u »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.24 ' UPSTREAM ELEVATION(FEET) = 976.55 DOWNSTREAM ELEVATION(FEET) = 975.15 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.359 *[( 285.24 * *3) /( 1.40)] * *.2 = 9.982 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.525 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8408 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.71 END OF STUDY SUMMARY: ' TOTAL AREA(ACRES) 0.45 TC(MIN.) = 9.98 PEAK FLOW RATE(CFS) 1.71 END OF RATIONAL METHOD ANALYSIS 1 1 t � I � I � I 1YId1YlO �dSM 1 J e I I� u 7 LINE7A.OUT 0 FILE: LINE7A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:51:21 Madison club Line 7a preliminary run I Invert I Depth I water I Q I Vel vel I Energy'I super ICriticallFlow ToplHeight /lease Wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I width IDia. -FTlor I.D.I ZL IPrs /Pip L /Elem Ich slope p e I I I -1 I l SF AveI HF -I- -I- ISE D p thlFroude -I- NlNOrm D p -I- -I- I "N" I -I- X -Fa11I ZR -I IType Ch 3000.000 I I 973.510 I 5.830 979.340 I 6.83 I 3.86 I .23 979.57 I .00 I 1.01 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 49.550 -I- .0279 -I- -I- -I- -I- -I- .0036 .18 -I- -I- 5.83 -I- .00 .62 -I- -I- .012 -I- .00 .00 1- PIPE 3049.550 I I 974.890 I 4.629 979.518 I 6.83 I 3.86 I .23 979.75 I .00 I 1.01 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 71.140 -I- .0281 -I- -I- -I- -I- -I- .0036 .26 -I- -I- .00 -I- .00 .62 -I- -I- .012 -I- .00 .00 1- PIPE 3120.690 I I 976.890 I 2.925 979.815 I 6.83 I 3.86 I .23 980.05 I .00 I 1.01 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 55.374 -I- .0280 -I- -I- -I- -I- -I- .0036 .20 -I- -I- 2.93 -I- .00 .62 -I- -I- .012 -I- .00 .00 1- PIPE 3176.063 I I 978.442 I 1.574 980.016 I 6.83 I 3.86 I .23 980.25 I .00 I 1.01 I .00 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 3176.063 I I 978.442 I .621 979.063 I 6.83 I 9.89 I 1.52 980.58 I .00 I 1.01 I 1.48 I I 1.500 I .000 .00 I 1 .0 -I- 110.469 -I- .0280 -I- -I- -I- -I- -I- .0280 3.10 -I- -I- .62 -I- 2.55 .62 -I- -I- .012 -I- .00 .00 1- PIPE 3286.533 I I 981.538 I .621 982.159 I 6.83 I 9.89 I 1.52 983.68 I .00 I I 1.01 1.48 I I 1.500 I .000 .00 I 1 .0 -I- 67.410 -I- .0280 -I- -I- -I- -I- -I- .0270 1.82 -I- -I- .62 -I- 2.55 .62 -I- -I- .012 -I- .00 .00 1- PIPE 3353.943 I I 983.428 I I .634 984.062 6.83 I 9.62 I 1.44 985.50 I .00 I I 1.01 1.48 I I 1.500 I .000 .00 I 1 .0 -I- 29.838 -I- .0280 -I- -I- -I- -I- -I- .0244 .73 -I- -I- .63 -I- 2.45 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3383.781 I I 984.264 I I .657 984.921 6.83 I 9.17 I 1.31 986.23' I .00 I I 1.01 1.49 I I 1.500 I .000 .00 I 1 .0 -I- 14.385 -I- .0280 -I- -I- -I- -I- -I- .0215 .31 -I- -I- .66 -I- 2.29 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3398.166 I I 984.667 I I .681 985.349 6.83 I 8.75 I 1.19 986.54 I .00 I I 1.01 1.49 I I 1.500 I .000 .00 I 1 .0 -I- 9.014 -I- .0280 -I- -I- -I- -I- -I- .0189 .17 -I- -I- 68 -I- 2.13 -I- .62 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE7A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 .Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:51:21 Madison club Line 7a preliminary run 11/23/05 I Invert I Depth I water I Q I vel vel I Ener Y 1 super ICriticallFlow ToplHeight /lease wtI INO wth Station Elev I I- (FT) I Elev I (CFS) (FPS) Head I Ey. Grd.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem Slope -1 I- -I- 1 1 _I I- 1 -1- SF Avel -1 HF ISE DpthlFroude 1 1- NINorm -1- Dp -1- I "N" I -1- X -Fall) ZR -Ich Type Ch Page 1 M M MM M M M M M M= (i M M M M MM M Page 2 LINE7A.OUT I I I 3407.180 I 984.920 I .707 I 985.627 I 6.83 I 8.34 I 1.08 986.71 I .00 I 1.01 I 1.50 I 1.500 .000 .00 1 1- .0 -I- 1.532 -I- .0281 -I- -I- -I- -I- -I- .0205 -I- .03 -I- .71 -I- 1.99 -I- .65 -I- .013 -I- .00 .00 PIPE 3408.712 I I 984.963 .711 I 985.674 I 6.83 I 8.28 I 1.07 986.74 I .00 I 1.01 I 1.50 I 1.500 I I .000 .00 I 1 .0 7.789 .0281 .0191 .15 .71 1.97 .65 .013 .00 .00 PIPE I 3416.501 I I 985.182 .738 I 985.919 I 6.83 I 7.90 I .97 986.89 I .00 I 1.01 I 1.50 I 1.500 I I .000 .00 1 1- .0 -I- 5.320 -I- .0281 -I- -I- -I- -I- -I- .0168 -I- .09 -I- .74 -I- 1.83 -I- .65 -I- .013 -I- .00 .00 PIPE 3421.821 I I 985.331 .766 I 986.097 I 6.83 I 7.53 I .88 986.98 I .00 I 1.01 I 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 3.801 -I- .0281 -I- -I- -I- -I- -I- .0148 -I- .06 -I- .77 -I- 1.71 -I- .65 -I- .013 -I- .00 .00 1- PIPE 3425.622 I I 985.438 .795 I 986.233 I 6.83 I 7.18 I .80 987.03 I .00 I 1.01 I 1.50 I I 1.500 I .000 .00 I 1 .0 2.780 .0281 .0131 .04 .80 1.59 .65 .013 .00 .00 1- PIPE 3428.401 I I 985.516 .826 I 986.343 I 6.83 I 6.85 I .73 987.07 I .00 I 1.01 I 1.49 I I 1.500 I .000 .00 I 1 .0 -I- 2.020 -I- .0281 -I- -I- -I- -I- -I- .0115 -I- .02 -I- .83 -I- 1.48 -I- .65 -I- .013 -I- .00 .00 1- PIPE 3430.421 I I 985.573 .859 I I 986.432 6.83 I 6.53 I .66 987.09 I .00 I 1.01 I 1.48 I I 1.500 I .000 .00 I 1 .0 -I- 1.426 -I- .0281 -I- -I- -I- -I- -I- .0102 -I- .01 -I- .86 -I- 1.37 -I- .65 -I- .013 -I- .00 .00 1- PIPE 3431.847 I I 985.613 .894 I I 986.507 6.83 I 6.22 I .60 987.11 I .00 I 1.01 I 1.47 I I 1.500 I .000 .00 I 1 .0 -I- .947 -I- .0281 -I- -I- -I- -I- -I- .0090 -I- .01 -I- .89 -I- 1.27 -I- .65 -I- .013 -I- .00 .00 1- PIPE I 3432.794 I 985.640 I .930 I 986.570 6.83 I 5.93 I .55 987.12 I .00 I 1.01 I 1.46 I I 1.500 I .000 .00 I 1 .0 -I- .542 -I- .0281 -I- -I- -I- -I- -I- .0080 -I- .00 -I- 93 -I- 1.18 -I- .65 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE7A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:51:21 Madison Club Line 7a preliminary run 11/23/05 I Invert I Depth I water I Q I vel vel I Energyy 1 Supper lcriticallFlOW TOplHeight /laase wt1 INO wth Station I Elev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.El.1 Elev 1 Depth I width 1Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem 1ch slope -I- -III- -I- -I- -I- -I- SF Avel HF. lSE -I- DpthlFroude -I- NINOrm -I- Dp "N" ' -I- X -Fall) ZR -I Ch I I I I I �a�� I aa�a�� l IType I 3433.336 I 985.655 I .969 I 986.624 6.83 I 5.66 I .50 I 987.12 .00 I I 1.01 1.43 I I 1.500 I .000 .00 I 1 .0 -I- .174 -I- .0281 -I- -I- -I- -I- -I- .0071 -I- .00 -I- .97 -I- 1.09 -I- .65 -I- .013 -I- .00 .00 1- PIPE I 3433.510 -I- I 985.660 I 1.011 I 986.671 6.83 I 5.39 I .45 I 987.12 .00 I I 1.01 1.41 I I 1.500 I .000 -I- .00 I 1 I- .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- Page 2 line17a.OUT 0 FILE: LINEI7A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:55:34 Madison Club 100 yr Line 17a a *aa�t ��, t��nnst��aaaiktr,tii,ttra,t tr,t,tit ,t��a+ra��ana��t t a *netr�trtr�naanaat *�aat nh,titr,t,t *,t��a�,tt tr t,t��arr,ta,t,r�a,tnnn�� a�enane� I invert I Depth I water I Q I vel vel I Energy 1 super IcriticallFloW ToplHeight /IBase wtl INO wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth _I width width IDia. -FTIOr I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ,t ICh Slope a� I I I SF Avel HF ISE DpthlFroude NINorm r Dp I "N" I X -Fa111 ZR IType ch 1 I I I I I I I I I I I I I 1002.040 960.550 7.010 967.560 6.55 3.71 .21 967.77 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- 1- 82.752 .0621 .0033 .27 7.01 .00 .49 .012 .00 .00 PIPE I I I I I I I I I I I I I 1084.792 965.689 2.151 967.840 6.55 3.71 .21 968.05 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- (- HYDRAULIC JUMP I I I I I I I I I I I I I 1084.792 965.689 .433 966.122 6.55 15.48 3.72 969.84 .00 .99 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 7.308 .0621 .1071 .78 .43 4.89 .49 .012 .00 .00 PIPE I I I I I I I I I I I I I 1092.100 966.143 .419 966.561 6.55 16.23 4.09 970.65 .00 .99 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 6.560 .0621 .1223 .80 .42 5.22 .49 .012 .00 .00 PIPE I I I I I I I I I I I I I 1098.660 966.550 .405 966.955 6.55 17.02 4.50 971.45 .00 .99 1.33 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 3.840 .2001 .1483 .57 .40 5.58 .38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1102.500 967.318 .412 967.730 6.55 16.63 4.30 972.03 .00 .99 1.34 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 5.744 .2001 .1345 .77 .41 5.40 .38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1108.244 968.467 .426 968.893 6.55 15.86 3.91 972.80 .00 .99 1.35 1.500 .000 .00 1 .0 4.134 .2001 .1178 .49 .43 5.06 .38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1112.378 969.294 .441 969.735 6.55 15.12 3.55 973.29 .00 .99 1.37 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 3.171 .2001 .1031 .33 .44 4.73 .38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1115.548 969.929 .456 970.385 6.55 14.42 3.23 973.61 .00 .99 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 2.527 .2001 .0902 .23 .46 4.43 .38 .013 .00 .00 PIPE 0 FILE: LINEI7A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:55:34 Madison Club 100 yr Line 17a 11/23/05 I Invert I Depth I water I Q 1 vel vel I EnergyY I SuFFer ICriticallFloW ToplHeight /IBase wt1 INO 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Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem Ch Slope 1 I I SF Ave HF SE DpthlFroude NINorm Op I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I 1118.075 970.434 .472 970.906 6.55 13.75 2.93 973.84 .00 .99 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 W no aw am am MW linel7a.OUT 2.067 .2001 .0790 .16 .47 4.14 .38 .013 .00 I I .00 PIPE I 1120.142 I 970.848 I .489 I 971.336 I I 6.55 13.11 I 2.67 974.00 I .00 I .99 I 1.41 I 1.500 .000 -I- .00 1 1- .0 -I- 1.722 -I- .2001 -I- -I- -I- -I- -I- .0692 -I- .12 -I- .49 -I- 3.87 -I- .38 -I- .013 .00 I .00 PIPE I 1121.864 I 971.192 I .506 I 971.698 I I 6.55 12.50 I 2.43 974.12 I .00 I .99 I 1.42 I 1.500 I .000 -I- .00 1 1- .0 -I- 1.453 -I- .2001 -I- -I- -I- -I- -I- .0607 -I- .09 -I- .51 -I- 3.62 -I- .38 -I- .013 .00 I .00 PIPE I 1123.317 I 971.483 I .524 I 972.007 I I 6.55 11.92 I 2.20 974.21 I .00 I .99 I 1.43 I 1.500 I .000 -I- .00 1 1- .0 -I- 1.237 -I- .2001 -I- -I- -i- -I- -I- .0532 -I- .07 -I- .52 -I- 3.39 -I- .38 -I- .013 .00 I .00 PIPE I 1124.554 I 971.730 I .543 I 972.273 I I 6.55 11.36 I 2.00 974.28 I .00 I .99 I 1.44 I 1.500 I .000 -I- .00 1 1- .0 -I- 1.061 -I- .2001 -I- -I- -I- -I- -I- .0466 -I- .05 -I- .54 -I- 3.17 -I- .38 -I- .013 .00 .00 PIPE I 1125.615 I 971.943 I .562 I 972.505 I I 6.55 10.83 I 1.82 974.33 I .00 I .99 I 1.45 I 1.500 I I .000 -I- .00 1 1- .0 -I- .913 -I- .2001 -I- -I- -I- -I- -I- .0409 -I- .04 -I- .56 -I- 2.96 -I- .38 -I- .013 .00 .00 PIPE I 1126.528 I 972.125 I .582 I 972.708 I I 6.55 10.33 I 1.66 974.36 I .00 I .99 I 1.46 I 1.500 I I .000 -I- .00 1 1- .0 -I- .789 -I- .2001 -I- -I- -I- -I- -I- .0359 -I- .03 -I- .58 -I- 2.76 -I- .38 -I- .013 .00 .00 PIPE I 1127.317 I 972.283 I I .603 972.887 I I 6.55 9.85 I 1.51 974.39 I .00 I .99 I 1.47 I 1.500 I I .000 .00 1 .0 .682 .2001 .0315 .02 .60 2.58 .38 .013 .00 .00 PIPE I 1127.999 I I 972.420 I .625 973.045 I I 6.55 9.39 I 1.37 974.41 I .00 I .99 I 1.48 I 1.500 I I .000 -I- .00 1 1- .0 -I- .589 -I- .2001 -I- -I- -I- -I- -I- .0276 -I- .02 -I- .63 -I- 2.41 -I- .38 -I- .013 .00 .00 PIPE 0 FILE: LINEI7A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:55:34 Madison club 100 yr Line 17a 11/23/05 Invert I Depth I water I Q I vel vel I Energy I Supper lcriticallFlOW TOplHeight /lease wtl INO wth Station Elev l (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width lDia. -FTlor I.D. ZL IPrs /Pip -I- L /Elem -I- Ich Slope I -I- I -I- -I- I -I- -I- SF Avel - HF - -I- �SE Dpth!Froude -I- NINOrm -I- Dp -I- I N" X -Fall) ZR -1 IType Ch ii,t htr i,t iA I ,�,t��r.r t I ��,t� *,t� 1 i'hiir tr itr itr ki`tr,t,t ir,t it it I ��a�t ,r I I atr,taat � 1 *t tr iri �� trtr�� l ��a�t�� I ir,t��trAaa l if i`i`ir i`ie it n��trft,o-� I �rra� ,t rtreaf a 1128.588 I I 972.537 I .648 973.186 I I 6.55 8.95 I 1.24 974.43 I .00 I .99 I 1.49 I 1.500 I I .000 .00 I 1 1- .0 -i- .507 -I- .2001 -I- -I- -I- -I- -I- .0243 -I- .01 -I- .65 -I- 2.25 -I- .38 -I- .013 -I- .00 .00 PIPE I 1129.095 1 I 972.639 I .672 973.311 I I 6.55 8.54 I 1.13 974.44 I .00 I .99 I 1.49 I 1.500 I I .000 .00 1 1- .0 -I- .435 -I- .2001 -I- -I- -I- -I- -I- .0213 -I- .01 -I- .67 -I- 2.10 -I- .38 -I- .013 -I- .00 .00 PIPE 1129.530 I I 972.726 I .697 973.423 I I 6.55 8.14 I 1.03 974.45 I .00 I .99 I 1.50 I 1.500 I I .000 .00 I 1 .0 .371 .2001 .0188 .01 .70 1.96 .38 .013 .00 .00 PIPE I 1129.901 I 972.800 I .724 973.524 I I 6.55 7.76 I .94 I 974.46 .00 I .99 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .313 -f- .2001 -I- -I- -I- -I- -I- .0165 -I- .01 -I- .72 -i- 1.82 -I- .38 -I- .013 -I- .00 .00 1- PIPE i I 1130.215 I 972.863 I .751 I 973.614 I 6.55 7.40 I .85 I 974.46 .00 I I .99 1.50 I 1.500 I I .000 .00 1 .0 Page 2 D 16w, No on Vo 40 Am 110 MW m n Page 3 linel7a.OUT 1- -I- .261 -I- .2001 -I- -I- -I- -I- -I- .0146 -I- .00 -I- .75 -I- 1.70 -I- .38 -I- .013 -I- .00 .00 PIPE I 1130.476 I 972.915 I .780 I 973.695 I 6.55 I 7.05 .77 I 9.74.47 I .00 I .99 I 1.50 I I 1.500 I .000 -I- .00 1 .0 1- -I- .213 -I- .2001 -I- -I- -I- -I- -I- .0128 -I- .00 -I- .78 -I- 1.58 -I- .38 -I- .013 I .00 I .00 PIPE I 1130.689 I 972.958 I .810 I 973.768 I 6.55 I 6.73 .70 I 974.47 I .00 I .99 I 1.50 I 1.500 .000 .00 1 .0 1- -1- .170 -I- .2001 -I- -I- -I- -I- -I- .0113 -I- .00 -I- .81 -I- 1.47 -I- .38 -I- .013 -I- .00 i .00 PIPE I 1130.859 I 972.992 I .842 I 973.834 I 6.55 I 6.41 .64 I . 974.47 I .00 I .99 I 1.49 I I 1.500 .000 -I- .00 1 .0 1- -I- .129 -I- .2001 -I- -I- -I- -I- -I- .0100 -I- .00 -I- .84 -I- 1.36 -I- .38 -I- .013 .00 I .00 PIPE I 1130.988 I 973.018 I .876 I 973.893 I 6.55 I 6.11 .58 I 974.47 I .00 I .99 I 1.48 I I 1.500 .000 .00 1 .0 1- .090 .2001 .0088 .00 .88 1.27 .38 .013 .00 .00 PIPE 0 FILE: LINEI7A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:55:34 Madison club 100 yr Line 17a 11/23/05 I Invert I Depth I water I Q Vel vel I EnergyY I super lcriticallFlOW TOplHeight /laase wt INO wth I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.I Elev I Depth width I Width IDia. -FTIor I . ZL IPrs /Pip -I- L /Elem -I- Ich slope I -I- I -I- -I- I -I- I -I- SF Ave -I- HF -I- ISE DpthlFroude _I NINorm -I- -I- -I- "N" I X -Fall) I -I IType Ch �� *�Dp ,� ��,t�aaa l n�ir ta,t,t I I I I ,nom *ZR ,t e l ��,na,una I 1131.078 I I 973.036 I .911 973.947 1 6.55 I 5.83 I .53 974.47 I .00 I .99 I 1.46 1.500 .000 .00 1 .0 1- -I- .053 -I- .2001 -I- -I- -I- -I- -I- .0078 -I- .00 -I- .91 -I- 1.17 -I- .38 -I- .013 -I- .00 .00 PIPE 1131.132 I I 973.046 I .949 973.995 I 6.55 I 5.56 I .48 974.47 I .00 I .99 I 1.45 I I 1.500 I .000 .00 I 1 .0 1- -I- .018 -I- .2001 -I- -I- -I- -I- -I- .0069 -I- ..00 -I- .95 -I- 1.09 . -I- .38 -I- .013 -I- .00 .00 PIPE 1131.150 -I- I I 973.050 -I- I .990 -I- 974.040 -I- I 6.55 -I- I 5.29 -I- I .44 -I- 974.48 -I- I .00 -I- I .99 -I- I 1.42 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 I- n Page 3 ;r v t LINEI8A.OUT 0 FILE: LINEI8A.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:59:12 Madison Club 100 yr Line 18a 1 inver t I- t I Depth I water I Q I vel vel I Energyy 1 supper IcriticallFlow ToplHeight /lease wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I 'Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem Ich slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 2002.040 957.710 6.332 964.042 9.53 5.39 .45 964.49 .00 1.19 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 44.071 .0950 .0082 .36 6.33 .00 .56 .013 .00 .00 PIPE I I I I I I I I I I I I 2046.111 961.897 2.506 964.402 9.53 5.39 .45 964.85 .00 I 1.19 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 2046.111 961.897 .576 962.473 9.53 15.26 3.61 966.09 .00 1.19 1.46 1.500 .000 .00 .1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 11.217 .0950 .0843 .95 .58 4.11 .56 .013 .00 .00 PIPE I I I I I I I I I I I I I 2057.327 962.963 .576 963.538 9.53 15.25 3.61 967.15 .00 1.19 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.379 .0950 .0791 1.53 .58 4.11 .56 .013 .00 .00 PIPE I I I I I I I I I I I I I 2076.706 964.804 .597 965.400 9.53 14.54 3.29 968.69 .00 1.19 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 10.831 .0950 .0694 .75 .60 3.84 .56 .013 .00 .00 PIPE I I I I I I I I I I I 2087.537 965.833 .618 966.451 9.53 13.87 2.99 969.44 .00 I 1.19 1.48 1.500 I .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 7.313 .0950 .0610 .45 .62 3.58 .56 .013 .00 .00 PIPE I I I I I I I I I I I I I 2094.850 966.527 .641 967.168 9.53 13.22 2.71 969.88 .00 1.19 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 5.383 .0950 .0536 .29 .64 3.34 .56 .013 .00 .00 PIPE I I I I I I I I I I I I 2100.233 967.039 .665 967.703 9.53 12.61 2.47 I 970.17 .00 1.19 1.49 1.500 .000 .00 1 .0 4.165 .0950 .0471 .20 .66 3.12 .56 .013 .00 .00 PIPE I I I I I I I I I I I I 1 2104.398 967.434 .689 968.124 9.53 12.02 2.24 970.37 .00 1.19 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 3.322 .0950 .0414 .14 .69 2.91 .56 .013 .00 .00 PIPE 0 FILE: LINEI8A.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:59:12 Madison Club 100 yr Line 18a 2/28/06 I Invert I Depth I water 1 Q vel vel I Ener Yy I Super IcriticallFlow To p IHei ht/ Base wtl INO wth Station I Elev I (FT) 1 Elev I (CFS) (FPS) Head I Grd.El.1 Elev I Depth I width Dia9 -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 -Fall) ZR IType Ch Page 1 J LINEI8A.OUT 2107.719 I 967.750 I .715 I 968.465 I I 9.53 11.46 2.04 I 970.51 I I .06 1.19 I 1.50 I 1:500 I .000 I .00 I 1 .0 -I- 5.572 -I- .0513 -I- -I- -I- -I- -I- .0377 .21 -I- -I- .78 -I- 2.71 -I- .66 -I- .013 -I- .00 .00 1- PIPE 2113.292 I I 968.036 .727 I 968.763 I I 9.53 11.22 1.95 I 970.72 I I .06 1.19 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 8.889 -I- .0513 -I- -I- -I- -I- -I- .0344 .31 -I- -I- .78 -I- 2.63 -I- .66 -I- .013 -I- .00 .00 1- PIPE 2122.181 I I 968.491 .755 I 969.246 I I 9.53 10.70 1.78 I 971.02 I I .05 1.19 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 6.315 -I- .0513 -I- -I- -I- -I- -I- .0303 -I- .19 -I- .81 -I- 2.45 -I- .66 -I- .013 -I- .00 .00 1- PIPE 2128.496 968.815 .784 969.599 9.53 10.20 1.61 971.21 .05 1.19 1.50 1.500 .000 .00 1 .0 -I- 4.734 -I- .0513 -I- -I- -I- -I- -I- .0267 -I- .13 -I- .83 -I- 2.28 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2133.231 I 969.058 .814 I 969.872 I I 9.53 9.72 1.47 I 971.34 I I .04 1.19 I 1.49 l 1.500 I I .000 .00 I 1 .0 -I- '3.658 -I- .0513 -I- -I- -I- -I- -I- .0236 -I- .09 -I- .86 -I- 2.12 -I- .66 -I- .013 -I- .00 .00 I- PIPE I 2136.889 I 969.245 .847 I 970.092 I I 9.53 9.27 1.33 I 971.43 I I .04 1.19 I 1.49 I 1.500 I I .000 .00 i 1 .0 -I- 2.874 -I- .0513 -I- -I- -I- -I- -I- .0208 -I- .06 -I- .89 -I- 1.97 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2139.763 I 969.392 .880 I 970.273 I I 9.53 8.84 1.21 I 971.49 I I .04 I 1.19 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 2.267 -I- .0513 -I- -I- -I- -I- -I- .0184 -I- .04 -I- .92 -I- 1.82 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2142.030 I 969.509 .916 I 970.425 I I 9.53 8.43 I 1.10 971.53 I I .03 I 1.19 1.46 I 1.500 I I .000 .00 I 1 .0 -I- 1.781 -I- .0513 -I- -I- -I- -I- -I- .0163 -I- .03 -I- .95 -I- 1.69 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2143.811 I 969.600 .954 I 970.554 I I 9.53 8.04 I 1.00 971.56 I I .03 I 1.19 1.44 I 1.500 I I .000 .00 I 1 .0 -I- 1.379 -I- .0513 -I- -i- -I- -I- -I- .0145 -I- .02 -I- .98 -I- 1.56 -I- .66 -I- .013 -I- .00 .00 I- PIPE 0 FILE: LINEI8A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:59:12 Madison Club 100 yr Line 18a 2/28/06 I Invert ` Depth I water I Q I Vel Vel I Energyy I Su ICriticallFlow ToplHeight /IBase wt1 No wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Ter Elev I Depth I width Did. -FT or I.D. ZL 1Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm DP I "N" I X -Fa111 ZR IType Ch I 2145.190 I 969.671 I .995 970.665 I 9.53 I 7.66 I .91 971.58 I .03 I I 1.19 I 1.42 I 1.500 .000 I .00 I 1 .0 -I- 1.030 -I- .0513 -I- -I- -I- -I- -I- .0129 -I- .01 -1- 1.02 -I- 1.44 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2146.220 I 969.723 I 1.038 I 970.761 I 9.53 7.31 I .83 971.59 I I .02 I 1.19 I 1.39 I 1.500 I .000 .00 I 1 .0 -I- .719 -I- .0513 -I- -I- -I- -I- -I- .0115 -I- .01 -I- 1.06 -I- 1.33 -I- .66 -I- .013 -I- .00 .00 1- PIPE 2146.940 969.760 1.085 970.845 9.53 6.97 .75 971.60 .02 1.19 1.34 1.500 .000 .00 1 .0 Page 2 11 Page 3 LINEI8A.OUT -I- .431 -I- -I- -I- .0513 -I- -I- -I- .0103 -I- .00 -i- 1.10 -I- 1.22 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2147.371 I I I 969.782 1.135 970.918 I I 9.53 6.64 .68 I 971.60 I .02 I 1.19 1.29 I I 1.500 I .000 .00 I 1 .0 -I- .149 -I- -I- -I- .0513 -I- -I- -I- .0092 -I- .00 -I- 1.15 -I- 1.11 -I- .66 -I- .013 -I- .00 .00 1- PIPE I 2147.520 -I- I I I 969.790 1.192 970.982 -I- -I- -I- I I 9.53 6.33 .62 -I- -I- -I- I 971.60 -I- I .01 -I- I 1.19 -I- 1.21 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 I- Page 3 J 3000.000 969.790 1.190 970.980 LINEI8B.OUT 2.41 .09 0 FILE: LINEI8B.WSW .00 W S P G W- CIVILDESIGN Version 14.06 .000 PAGE 1 1 Program Package serial Number: 1735 -I- -I- -I- -I- -I- .0013 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 2: 9:27 -I- -I- .013 MADISON CLUB 100 YR 1- PIPE 3006.253 I 969.845 I 1.134 LINE 18B I I 3.63 2.53 I .10 971.08 I .00 I .73 I 1.29 I 1.500 I I .000 .00 Invert I Depth I water I Q I vel vel I Ener YY I Su ICriticallFlOW ToplHei ht /IBase Wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Ter Head I Grd.El.I Elev I Depth I width IDia9 -FTIor I.D.1 ZL IPrs /Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR Type Ch 3000.000 969.790 1.190 970.980 3.63 2.41 .09 971.07 .00 .73 1.21 1.500 .000 .00 1 .0 -I- 6.253 -I- .0088 -I- -I- -I- -I- -I- .0013 -I- .01 -I- 1.19 -I- .38 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3006.253 I 969.845 I 1.134 I 970.979 I I 3.63 2.53 I .10 971.08 I .00 I .73 I 1.29 I 1.500 I I .000 .00 I 1 .0 -I- 5.550 -I- .0088 -I- -I- -I- -I- -I- .0015 -I- .01 -I- 1.13 -I- .42 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3011.803 I 969.894 I 1.083 I 970.978 I I 3.63 2.66 I .11 971.09 I .00 I .73 I 1.34 I 1.500 I I .000 .00 I 1 .0 4.961 .0088 .0017 .01 1.08 .46 .63 .013 .00 .00 PIPE 3016.764 I 969.938 I 1.037 I 970.975 I I 3.63 2.79 I .12 971.10 I .00 I .73 I 1.39 I 1.500 I I .000 .00 I 1 .0 -I- 4.489 -I- .0088 -I- -I- -I- -I- -I- .0019 -I- .01 -I- 1.04 -I- .51 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3021.253 I 969.978 I .994 I 970.971 I I 3.63 2.92 I .13 971.10 I .00 I .73 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- 4.034 -I- .0088 -I- -I- -I- -I- -I- .0021 -I- .01 -I- .99 -I- .55 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3025.288 I 970.013 I .953 I 970.967 I I 3.63 3.06 I .15 971.11 I .00 I .73 I 1.44 I 1.500 I I .000 .00 I 1 .0 -I- 3.609 -I- .0088 -I- -I- -I- -I- -I- .0024 -I- .01 -I- .95 -I- .60 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3028.897 I 970.045 I .915 I 970.961 I I 3.63 3.21 I .16 971.12 I .00 I .73 I 1.46 I 1.500 I I .000 .00 I 1. .0 -I- 3.195 -I- .0088 -I- -I- -I- -I- -I- .0027 -I- .01 -I- .92 -I- .64 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3032.092 I 970.073 I .880 I 970.953 I I 3.63 3.37 I .18 971.13 I .00 I .73 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 2.784 -I- .0088 -I- -I- -I- -I- -I- .0030 -I- .01 -I- .88 -I- .70 .63 -I- -I- .013 -I- .00 .00 1- PIPE 3034.875 I 970.098 I .846 I 970.944 I I 3.63 3.53 I .19 971.14 I .00 I .73 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- .746 -I- .0088 -I- -I- -I- -I- -I- .0034 -I- .00 -I- .85 -I- .75 .63 -I- -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINEI8B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 2: 9:27 MADISON CLUB 100 YR LINE 18B 2/28/06 I Invert 1 Depth I water I Q I vel vel I Ener YY 1 Su er ICriticallFlOW ToplHei ht /IBase wtl NO wth IPrs Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev 1 Depth I width IDia9 -FT or I.D.1 ZL /Pip L /Elem Ch slope I I I SF Avel HF SE DpthlFroude N Norm Dp I "N" -I- I X -Fall) -I ZR IType Ch ii iiiii iiil � iiii I iiliiiiiiiliiiiiiiliiiii iiiiii I 3035.621 I 970.105 I .814 I 970.918 I 3.63 3.71 I .21 971.13 .00 .73 I 1.49 I 1.500 I I .000 .00 I 1 I- .0 Page 1 u �� v Page 2 LINE18B.OUT HYDRAULIC JUMP I 3035.621 I 970.105 I .630 I 970.734 I 3.63 5.16 I .41 I 971.15 I .00 I .73 1.48 I 1.500 I I .000 I .00 1 .0 -I- 194.203 -I- .0088 -I- -I- -I- -I- -I- .0088 -I- 1.72 -I- .63 -I- 1.32 -I- .63 -I- .013 -I- .00 1- .00 PIPE I 3229.824 I 971.820 I .630 I 972.449 I 3.63 5.16 I .41 I 972.86 I .00 I .73 1.48 I 1.500 I I .000 I .00 1 .0 -I- 27.198 -I- .0088 -I- -I- -I- -I- -I- .0083 -I- .23 -I- .63 -I- 1.32 -I- .63 -I- .013 -I- .00 1- .00 PIPE I 3257.023 I 972.060 I .651 I 972.711 I 3.63 4.94 I .38 I 973.09 I .00 I .73 1.49 I 1.500 I I .000 I .00 1 .0 -I- 6.991 -I- .0088 -I- -I- -I- -I- -I- .0074 -I- .05 -I- .65 -I- 1.24 -I- .63 -I- .013 -I- .00 1- .00 PIPE I 3264.014 I 972.122 I .675 I 972.797 I 3.63 4.71 I .34 I 973.14 I .00 I .73 1.49 I 1.500 I I .000 I .00 1 .0 -I- 2.570 -I- .0088 -I- -I- -I- -I- -I- .0065 -I- .02 -I- .67 -I- 1.15 -I- .63 -I- .013 -I- .00 1- .00 PIPE I 3266.584 I 972.144 I .700 I 972.844 I 3.63 4.49 I .31 I 973.16 I .00 I .73 1.50 I 1.500 I I .000 I .00 1 .0 -I- .646 -I- .0088 -I- -I- -I- -I- -I- .0057 -I- .00 -I- .70 -I- 1.08 -I- .63 -I- .013 -I- .00 1- .00 PIPE I 3267.230 I 972.150 I .728 I 972.878 I 3.63 4.27 I .28 I 973.16 I .00 I .73 1.50 I I 1.500 I .000 I .00 1 .0 -I- 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 ll� - ' ` � ` ' . . _ ` _ � LINE25H.OUT 0 FILE: LINE25H.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 4:25:34 MADISON CLUB 100 YR LINE 25H AArtAAAArtAAAAAAAAAA} AAAAAAAAAAAAA}AAAAAAAAAArtAAAAAA A} AAAAAArtAAA{ AAAAAAAAAAAAAAAAAAA{ �AAAAAAAAAAAAAAAAAAAAAAirAAAAAAAAAAAAAAAA AAAAAAAA Station invert Elev I Depth I water I (FT) I Elev I Q I I Vel Vel I Energy I SupPer (Critical Flow ToplHeight/ Base Wt1 IND wth (CFS) I (FPS) Head I Grd.El.1 Elev I Depth Width Dia. -FT or I.D.II ZL IPrs /Pip L /Elem AAAAAAAAA ICh Slope rtAArtrtAAirA I I 1AAAAAAAAIAAAAAAAAAIAAAAAAAAAIArtAAAAA1AirrtAAAAIAAArtAAAArt1rtrtAAAAAI* I I SF Avel FIF ISE DpthlIFroude N AAAAArtrt1AArtAAAAA�AAAAAAAIAAAArtAAIAAAArt Norm Dp "N" I X -Fall) ZR IT 4A a Ch lAAA A "A 8002.6701 -1- 962.1701 -1- 3.7901 965.9601!1! -1- -1- 9.081 5.14 .411 966.37 1 .00 1 1.17 I!I! .00 1 1.500 I 0001 .00 1 1 .0 66.610 0198 -1- -1- -17 .0075 -1- .50 -1- 3.79 -1- .00 .85 -1- -I- .013 -1- .00 .00 1- PIPE 8069.2801 -I- 963..4901 -I- 2.9681 966.4581 -I- -I- 9.081 5.14 .411 966.87 1 .00 1 1.17 1 .00 1 1.500 1 .0001 .00 1 1 .0 71.030 .0199 -I- -I- -I- .0075 -I- .53 -I- .00 -I- .00 .85 -I- -I- .013 -I- .00 .00 1- PIPE 8140.3101 -I- 964.9001 -I- 2.1471 967.0471 -I- -I- 9.081 5.14 .411 967.46 1 .00 1 1.17 1 .00 1 1.500 1 .0001 .00 1 1 .0 51.870 .0199 I I I -I- I -I- -I- .0074 -I- .38 -I- 2.15 -I- .00 .85 -I- -I- .013 -I- .00 .00 1- PIPE 8192.180 965.934 -1- 1.500 967.,434 -I- -I- I 9.08 I 5.14 .41 I 967.84 .00 I 1.17 I .00- I I 1.500 I .000 .00 I 1 .0 7.4611 .0199 I I I -I- 1 -I- -I- .00691 -I- .05 -I- 1.501 -I- .00 .85 -I- -I- .013 -I- .001 .00 I- 8199.641 966.083 -1 1.361 967.444 -I- -I- 1 9.08 -I- 5.39 .45 I 967.89 .00 1.17 I .87 I I 1.500 .000 .00 (PIPE 1 .0 .3591 I .0199 I I 1 -I- -I- .00661 -I- .00 -I- 1.361 -I- .68 .85 -I- -I- .013 -I- .001 .00 I- 8200.000 966.090 -1 1.352 967.442 -I- -I- 1 9.08 -I- 5.41 .46 I" 967.90 .00 1.17 I .89 1 I 1.500 .000 .00 (PIPE 1 .0 15.7311 I 0089 I I 1 1 -I- -I- .00681 -I- .11 -I- 1.351 -I- .70 -I- 1.13 -I- .013 -I- .001 .00 I- 8215.731 -I- 966.231 -I- 1.273 967.504 -I- -I- 9.08 -I- 5.68 .50 1 968.00 .00 1.17 1 1.08 I I 1.500 .000 .00 (PIPE 1 .0 10.056 I .0089 I I I -I- -I- .0074 -I- .07 -I- 1.27 -I- .82 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 8225.787 -I 966.320 -1- 1.207 967.528 -I- -I- I 9.08 -I- I 5.96 .55 I 968.08 I .00 I 1.17 1.19 I I 1.500 I .000 .00 I 1 .0 .483 I oos9 1 I 1 -I- -I- .00801 -I- .00 -I- 1.211 -I- .93 -I- 1.13 -I- .013 -I- .001 .00 I- 8226.271 966.325 1.165 967.490 1 9.08 6.16 .59 I 968.08 .00 1 1.17 1.25 I I 1.500 .000 .00 (PIPE 1 .0 HYDRAULIC JUMP 0 FILE: LINE25H.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 MADISON CLUB 100 YR WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 4:25:34 LINE 25H 3/10/06 ArtAArtAAArtAArtAAAAAAAArtAAAAAArtAAAAArtAAAAArtrtAAAAArtAAAArtAArtAAAAAAAAirAAAArtAAAAAAAAAAAAAirAAAA{ iAAAAirAAAAAAAAAAAAAAAAAAAAAAAAAAAAA AAAAAAAA I Station I Invert I Elev Depth I water I (FT) I Elev I Q I vel vel I Energy I Super ICriticallFlow ToplHeight /(Base wtl NO Wth -I I -I- (CFS) I (FPS) Head I Grd.El Elev IDia. -FTIOr I.D_i- ZL /Pip L /Elem ICh Slope I I 1 ( I -I SF Avel fiF -!SE -i -Depth -I DpthlFroude NINorm -Width Dp I I "N" , X -Fa111 -�Prs ZR (Type Ch Page 1 t-..; AfrfrfrAfrfrAAlfrfrfr fr,Afrfrfrfr lfrfrfrAfrfrfrfrlAfrfrAfrAfrfrfr lAAAfrfrAAfrfrlAAfrfrAfrAlfrAfr AfrfrAlfrfrAAAAfrfrfrIAfrAAfrfrfr LINE25H.OUT �AAAfr AfrAAIfrAAfrfrfr Afr lfrAirfrfrfrfr lfr AAfrfrAAIfrfrAAfr I4fr i(hir irfr 8226.2711 966.3251 -I- 1.1281 -I- 967.4531 -I- 9.081 6.37 .63 968.08 1 .00 1.17 1.30 1.500 1 .0001 .00 I! 1 .0 28.5431 I .0089 I I -I- I -I- -I- 0089 -I- .25 -I- 1.13 -I- 1.07 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 8254.813 -I- 966.580 -I- 1.128 -I- 967.708 -I- I 9.08 -I- 6.37 .63 I I 968.34 I .00 I 1.17 I 1.30 I 1.500 .000 I .00 I 1 .0 16.826 I .0089 I I I -I- -I- .0090 -I- .15 -I- 1.13 -I- 1.07 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 8271.640 -I- 966.730 -I- 1.123 -I- 967.853 -I- I 9.08 -I- 6.40 I .64 I 968.49 I .02 I 1.17 I 1.30 I 1.500 I .000 .00 I 1 .0 50.485 I .0090 I I I -I- -I- .0090 -I- .46 -I- 1.14 -I- 1.08 -I- 1.12 -I- .013 -I- .00 .00 1- PIPE 8322.125 967.186 1.123 968.309 I 9.08 6.40 I .64 I 968.94 I .02 I 1.17 I 1.30 I 1.500 i .000 .00 I 1 .0 19.3251 I .0090 I I I I .00911. .18 1.14) 1.08 1.12 .013 .00 .00 I- 8341.450 967.360 1.114 968.474 9.08 6.45 .65 I 969.12 .00 I 1.17 I 1.31 I 1.500 .000 .00 (PIPE 1 .0 6.8831 I .0092 I I 1 .00921 .06 1.111 1.10 1.11 .013 .001 .00 I- 8348.333 -I- 967.423 -I- 1.114 -I- 968.537 -I- 1 9.08 6.45 .65 I 969.18 .00 1 1.17 1 1.31 I 1.500 .000 .00 (PIPE 1 .0 11.617 .0092 -I- -I- -I- .0087 -I- .10 -I- 1.11 -I- 1.10 -I- 1.11 -I- .013 -I- .00 .00 1- PIPE 8359.9501 -1- 967.5301 -1- 1.1651 -1- 968.6951 -1- 9.081 -1- 6.16 .591 969.29 1 .00 1 1.17 1 1.25 1 1.500 1 .0001 .00 1 1 .0 0 -1- -1- -1- -1- -I- -I- -I- -I- I- Page 2 Ml ow' awe• tw 1� LINE25D.OUT FILE: LINE25D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 MADISON CLUB 100 YR WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 3: 2:26 LINE25D AkAAAkAkArtAAAAAkkAkAAkAAkkAAkkAAkkAAAkAAkkkAkAAkAkkkkAkkkkAkkkirkAAAAkkkAArtkkAkkkkAAAAAAkkAAAAAkAAAAAAAAAirAAAArtAkAAArtkAAkkk AkkAAkkA I Invert I Depth I water I Q Vel Vel EnergyY I supper (critical Flow ToplHeight /(Base wt No wth Station Elev I (FT) I Elev I (CFS) ' (FPS) Head Grd.El.l Elev I Depth width IDia•. -FT lor I.D. ZL 1Prs /Pip I- ch slope L /Elam SF Ave HF ISE DpthlFroude NINOrm Dp "N" X -Fall) ZR IT a Ch rtAAAkAAAAIAkAAi •A AAAIAAAAkAAAIAAAAAkAkk AkkAkAAAAIAAAAAAAIkAkAkAAIkAAkkkkkk1AAAAAAAIAkAkAAk klAkAk AkkklAAk Ak AAlkkAkAkkIAAAkk �k6 pkkkA 6002.0401! 957.0001 6.700 963.700 16.95 5.40 .45 964.15 I! .00 1.48 .00 I! 2.000 I! .0001 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 151.120 .0100 1 1 .0048 .72 6.70 .00 1.22 .012 .00 .00 PIPE 6153.1601 958.510 5.913 964.4231 16.951 5.40 .451 964.87 1 .00 1 1.48 1 .00 1 2.000 1 .0001 .00 1 1 .0 -I- -I- 1- 66.140 .0101 .0048 .32' .00 .00 1.22 .012 .00 .00 PIPE 6219.3001 959.1801 5.6011 964.7811 16.951 5.40. .451 965.23 1 .00 1 1.48 1 .00 1 2.000 1 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 16.210 .0099 .0048 .08' .00 ..00 1.23 .012 .00 .00 PIPE 6235.5101 959.3401 5.5391 964.8791 16.951 5.40 .451 965.33 1 .00 1 1.48 1 .00 1 2.000 1 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JuNCT STR 0100 .0035 .01 .00 .00 .012 .00 .00 PIPE 6237.5101 959.3601 5.8941 965.2541 11.571 3.68 .211 965.46 1 .00 1 1.22 1 .00 1 2.000 1 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 47.930 .0100 .0022 .11 .00 .00 .97 .012 .00 .00 PIPE 6285.4401 959.8401 5.5371 965.3771 11.571 3.68 .211 965.59 1 .00 1 1.22 1 .00 1 2.000 1 .0001 .00 1 1 .0 200.540 .0100 .0022 .45 5.54 .00 .97 .012 .00 .00 PIPE 6485.9801 961.8401 3.9841 965.8241 11.571 3.68 .211 966.03 1 .00 1 1.22 1 .00 1 2.000 1 .0001 .00 1 1 .0 JUNCT STR .0103 .00121 .01 1 3.98 I .00 1 1 .012 1 .001 .00 (PIPE 6491.8101 961.9001 4.1321 966.0321 2.491 .79 .01 966.04 .00 .55 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 34.780 .0101 .0001° 00 4.13 .00 .43 .012 .00 .00 PIPE 6526.5901 962.2501 3.7861 966.0361 2.491 .79 .011 966.05 1 .00 1 .55 1 .00 1 2.000 1 0001 .00 1 1 .0 = 1- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 31.420 .0099 - .0001 .00 00 .00 .43 012 00 .00 PIPE 0 FILE: LINE25D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 MADISON CLUB 100 YR WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 3: 2:26 LINE25D s 11/17/05 ArtrtkkrtArtkkAkArtkkrtkrtkrtkkrtrtAAAkArtrtArtrtkAAAAAkkkkrtkAkrtkkirkAkAkrtkAkkkrtAArtkkkrtkkkkkAkkkkAkkkAkkAkkkkAAAkArtkAArtAkrtkkkArtrtAkAkkrtAkk krtkrtkArtk I Invert Depth I water Q I vel vel I Energy Super Critical Flow ToplHeight/ Base Wt1 INO wth Station I Elev -I- (FT) I Elev• t (CFS) I (FPS) Head I Grd.Ey.I Epev -+ -Depth -� -width Did. -FTIOr I.D.I ZL Prs /Pip L /Elam -I -I -1- -I- -I- -I- I ICh Slope I I I SF Avel HF ISE DpthlFroude NlNOrm•Dp "N" I X -Fa11I ZR -(Type Ch Page 1 1�,J LINE25D.OUT n± a�at� tfr i a n,t,r *rra�� i a•,ta�,t�,r� I ,t,tirir,tir4fitr 1 iriktrirtr,ti ,t I i ,tirtrtri�i I'ft *t,,t,t,ttr I,t,t,ttrtr,t�tr,t I h4ikhhf it i +ki trt a•a,t4 i n,t,t,taa,t,t I,t,tk�trt r I At a��air 1 ar.,tAa 1 fra�caAa 6558.010 962.560 3.480 966.0401 2.491 .79 .011 966.05 .00 .55 .00 2.000 1 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.490• 0103 .0001 .00 3.48 .00 .43 .012 .00 .00 PIPE 6573.5001 962.7201 3.3221 966.0421 2.491 .79 .011 966.05 1 .00 1 .55 1 .00 1 2.000 1 .0001 .00 1 1 .0 0 Page 2 LINE25G.OUT 0 FILE: LINE25G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 MADISON CLUB 100 YR WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 4:24:37 LINE 25G kkkkkkkkkkrtdkkkkkkkrtrtkkkkkkkkkkkkirkdkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkdirt kkkkkkkkkkkkkkkkkkkkdkkkkkkdkkkkkkkkkkkkkkkkrtkkkkkkkk kkkkkrtkk I Invert I Depth I Water I Q I Vel Vel I Energyy I Super IcriticallFlOW ToplHeight /IBase Wt1 INO wth Station I Elev -,- (FT) -I- Elev I (CFS) I (FPS) Head I Grd.El.I EIeV Depth i.width Dla. -FT or I.D.1 ZL IPrs /Pip L Elem "I I -I -I -I- -�- - - -I- -I- -I- -I / ICh Slope I I I SF Avel HF ISE Dpthl roude N Norm Op.1 "N'r I X -Fal l ZR IType Ch krtkkkkkkklkkkkkkkrtklkkdkkkkklkkkkkkkkrtlkrtdkrtdkrtrtldkkrtkkrtlkkrtkkkirl irdrtrtkkkkklkkkkkkklkkkkkkkk kkkkkrtkklkkkkkkklkkkkdkrt kkdkk Ikdkkkkk 7000.0001 959.6001 5.4701 965.0701 5.381 3.04 .14 965.21 .00 .89 .00 1.500 .0001 .00 1 1 .0 22.360 1 .1015 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- - I I I I I .00221 .05 1 5.471 .00 1 .39 1 .012 1 .001 .00 I (PIPE 7022.360 961.870 3.250 965.120 5.38 3.04 .14 965.26 .00 .89 .00 1.500 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 v i [I 1 0 . I 0, I I �NI2ISNISb^��- I�l�r"J 1 -_z r 1 CB #1- SIZElO.txt » »SUMP TYPE BASIN INPUT INFORMATION «« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.10 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.43 » »r-ALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.71 Page 1 CB #1- DEPTHlO.tXt »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 4.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.75 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY = 0.85 1 It 1 Page 1 1 �r 1 1 1 1 � I 1 t r CB #1- SIZE100.txt »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.83 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.51 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.07 ----------------- US't %6� SL) MP 3P�S�N Page 1 t II 1 1 1 fl 1 ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY = 1.07 Page 1 CB #1- DEPTH100.tXt »» STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 6.83 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ONE SIDE, AND_THEN- SPLITS -ON- - _ - _ _ - --- -- ----- - - - - -- STREET FLOW MODEL RESULTS: II 1 1 1 fl 1 ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY = 1.07 Page 1 CB #2- SIZElO.txt »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.15 GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.14 0.80 rj , I rj CF-5 x 75c/6 1.50 1.04 2.00 1.37 2.50 1.69 01C 3.00 2.00 3.50 2.31 4 : 00 2.58 5. 15 C FS 4.50 2.83 5.00 3.07 5.50 3.31 0 31 c..FS 6.050 3.75 L b * 3 7.00 3.94 7.50 4.12 8.00 4.28 8.50 4.44 9.00 4.58 9.50 4.72 10.00 4.84 10.50 4.96 11.00 5.08 11.35 5.15 Page 1 1 Ll 1 1 17- n CB #2- DEPTH10.txt »» STREETFLOW MODEL INPUT INFORMATION «« ------------------------------------------------------------------ CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 5.15 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS - - ------------------ STREET FLOW MODEL RESULTS: --------------------------------------7------------------------------------- STREET FLOW DEPTH(FEET) = 0.47 - HALFSTREET FLOOD WIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET /SEC.) 1.99 PRODUCT OF DEPTH &VELOCITY = 0.93 Page 1 CB #2- SIZE100.txt »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.69 GUTTER FLOWDEPTH(FEET) = 0.53 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 3-0 CF-5 * 75416 _ (o t) Z C-F5 MIT'( 1.69 1.39 2.00 1.63 2.50 2.01 3.050 2.75 �p� FL-ow Sy - (a.55 C.FS 4.00 3.12 4.50 3.48 5.00 3.84 5.50 4.15 6.00 4.44 C, F's 6.50 4.73 5� IFS 7.00 5.01 7.50 8.00 5.29 5.56 Z . I �-I LFS 6Y -PASS Tv 8.50 9.00 5.83 6.08 C's 3 9.50 6.33 10.00 6.55 10.50 6.77 11.00 6.97 11.50 7.16 12.00 7.34 12.50 7.52 13.00 7.68 13.50 7.83 14.00 7.98 14.50 8.12 15.00 8.25 15.50 8.38 16.00 8.50 16.50 8.61 16.88 8.69 Page 1 tCB #2- DEPTH100.txt » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 8.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 ' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ----------------------------------------------- ================ = = = = == STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY = 1.27 t 1 1 1 L 17 1 Page 1 ^ CB #3- SIZElO.txt »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« 1 ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.69 = 3. 38 C FS -I- 0 31 CPS GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION M N 1.00 0.61 3, (4`1 cFS x 75 90 = Z • -7 7 C �s . 1.50 0..89 2.00 1.17 2.50 1.45 a�C 3.00 1.71 3.50 4.00 1.94 2.15 3• LFS 4.50 2.36 _ -3. 5.050 2.74 0 . o 3 e- 6.00 2.90 L6 6.50 3.05 7.00 7.50 3.19 3.31 8.00 3.44 8.50 3.55 9.00 3.66 9.16 3. 1 1 Page 1 1 1-1 t 1 1 CB #3- DEPTHlO.txt »» STREETFLOW MODEL INPUT INFORMATION «« --------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 3.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL.GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW - ASSUMED _TO- FILL _ STREET _ ON - ONE - SIDE, - AND - THEN - SPLITS - ------- -- - - - - -- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 PRODUCT OF DEPTH &VELOCITY = 0.80 Page 1 CB #3- SIZE100.txt »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.82 = 6, G% LPS fi Z• 14 C.f=S GUTTER FLOWDEPTH(FEET) = 0.53 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.00 1.62 751c,' = S • $� C FS MIN 7. SZ CF 5 -c 2.50 2.00 3.00 2.37 3.50 2.73 4.00 3.10 , G� FL-ow C3y -- rj.�o CFS 4.50 3.46 5.00 3.77 5.50 4.06 6.00 4.34 -7, SZ o- F5 6.50 7.00 4.62 7.50 5.1� 1 qZ IFS 6`! - �P�S 8.00 5.43 8.50 5.67 GR # 9.00 5.90 9.50 6.11 10.00 6.31 10.50 6.50 11.00 6.68 11.50 6.85 12.00 7.00 12.50 7.15 13.00 7.29 13.50 7.43 14.00 7.55 14.50 7.67 15.00 7.78 15.19 7.82 Page 1 L ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY = 1.14 II `J 1 1 t t 1 1 Page 1 CB #3- DEPTH100.txt »» STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 7.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET_ ON_ ONE SIDE, AND SPLITS _THEN - _ _ - _ _ _ ________ ______ __ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY = 1.14 II `J 1 1 t t 1 1 Page 1 CB #4- SIZE10.txt »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of. Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.08 = I - oS G FS t 0.03 C F5 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.38 0.15 0.50 0.19 1.00 0.38 1.50 0.55 2.00 0.69 2.50 0.82 3.00 0.92 3.50 1.02 3.82 1.08 Page 1 �J t 1 Cll LJ CB #4- DEPTH10.txt »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) -=-0.005000 CONSTANT STREET FLOW(CFS) = 1.08 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------- —___ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.51 PRODUCT OF DEPTH &VELOCITY = 0.46 ---------------------------------------------------------------------------- Page 1 r� CB #4- SIZE100.txt »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.63 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 --------------------------------------------- =------------------------------ FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.90 0.55 ' 1.00 0.61 1.50 0.89 2.00 1.17 2.50 1.45 3.00 1. 3.50 1.93 93 q FL°w air 4.00 2.14 4.50 2.35 5.00 2.55 5.50 2.73 6.00 2.88 6.50 3.03 7.00 3.16 ' 7.50 3.29 8.00 3.41 8.50 3.52 9.00 3.63 9.01 3.63 i! 1 I Page 1 iCB #4= DEPTH100.txt » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 3.63 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ONE SIDE, AND THEN SPLITS -ON - _ _ - _ _ _ - - ---- ------ - - - - -- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87 PRODUCT OF DEPTH &VELOCITY = 0.79 r� I 1 J 1 I 1 Page 1 p ),Ljovavo N OLL��S- SSYP101392L1S ' ST CAP 10.txt »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW DEPTH(FEET) = 0.59 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSS FALL (DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW - ASSUMED _TO_ FILL _ STREET _ON_ ONE - SIDE. - ---- -- -- ----- ------------ - - - - -- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 21.59 HALFSTREET FLOW(CFS) = 12.17 AVERAGE'FLOW VELOCITY(FEET /SEC.) = 2.51 PRODUCT OF DEPTH &VELOCITY = 1.48 Fi 1 t 1 J Page 1 1 ST CAP 20.txt »» STREETFLOW MODEL INPUT INFORMATION «« ---------------- - - - - -- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW DEPTH(FEET) = 0.59 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 - -- -FLOW ASSUMED TO FILL STREET -ON - ONE -SIDE. - -------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET).= 21.59 HALFSTREET FLOW(CFS) = 12.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51 - - -- PRODUCT -OF- DEPTH &VELOCITY = 1.48 1 Fli Page 1 1 ST CAP 100.txt »» STREETFLOW MODEL INPUT INFORMATION «« --------------- - - -- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW DEPTH(FEET) = 0.67 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 - -- -FLOW ASSUMED TO FILL STREET ON ONE SIDE. -------------------------------------------------------------- ------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) r 25.59 HALFSTREET FLOW(CFS) = 18.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.79 ' PRODUCT OF DEPTH &VELOCITY = — 1_87--- - - - - -- 1 1 l i 1 1 Page 1 531lv")d "102LLN00 QOO-1� %LNYI00 �QIS'21�n121 X A I 4 0 1.1 c. N. c. 4 A ...•.. vml C Q1, 3 troll CA IMI_ % AD.. GALItRTN 0.1.1 t NDIAN ■KXCQ INDIAN 'Rt5tftVATIDN IUIII.$ It n T,.K A.VA 1*613 Ott I#DIAV t... 'to. la — mm L m w 0 by I. Nm % v gh it c c a Z q.- 22 1 23* 24 IRPIA■ 'i INDIAN Kcat. 4.111AW 4t.ZIIT.Mr 61 1:111ATI. la Al it AD &Iznyc to a rs J; + 'Per. 'r 18- R 1:77 IV. q �.F 7'e um A AIL- a�4 0 ,. J am` ^ ^,`�r� � ��',l `�'.� 5 ^, si. '", +• :: � } I l.'• ?: ' . \J '' -I 12 % LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY. FOR A SOILS GROUP DESIGNATION R C F C a W C D CATHEDRAL CITY HYDFROL0GY IMANUAL 0 FEET 50,00 PLATE C-1.36 33.52'30• ITHOUSAaO PA-1 "c A ! •'42:J• . 'rr��''.'s'ru - L J Z lC 8 D 3 : �� •. 36 ' .'j;, i� ti�•,'� -, `��. ti .• �~•:... _.. `ice : �. i_ �- C ^S '• �• \i..i,' 'r h''_•.1 .�f t •':.::'� .,�:,. v_- ...f' ,tea J 3 li.�;'' +••��'7r s•�,./ {4'�'SJ'lil�ct'S�` :.� 4,+.lj S`+10 �il�..ye1'• j •.q,, r .T L1 �.;�;1 ;Il.,,�'. i � -.it( h7(••.• t1 iy � ••' �� . L!E.,f §�r : •', +,.1 �f Z, `\ I`Z.^ /� L v= + 1'.,�•_� 11R C= ``— i �'. • > O , 4rl��f' r,• 3 5 32 33 l•. A �•,� \\ A Jt- • S ebulloAar • • ti •►•� � 1 _ k•. O A l H L L A 29 Y6i .. a 1 ' 1 26 (� 25 � , 30 . 1 `...a.� _.q§.l�k "� . `i�. �,;., •r;- 'p .: e. R -� • � i '• , - ,•_r• �o R T't ��•,,,'� �•t 't ..;� ,,...fir k i 32 3]'• ....- ....e,y„ raw E ' 35 't6 ,. ` , .r• 71 - f �' i ;V 3��• 4 '�y�� 2 S 10 it '1i J D irt•rc d .. f-..k. •9 0 33• {S LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION R C F C a W C D MYOMA HYr)ROL Or,Y INVIANUAL 0 FEET 5000 PLATE C-1.37 °^`==~' ~-° . LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOIJNOARY FOR A SOILS GROUP DESMMON RCFC EkWCD RANCHO MIRAGE HYDROLOGY NIANUAL 0 FEET 5000 PLATE C-1.48` MEN NZ MUIR . LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOIJNOARY FOR A SOILS GROUP DESMMON RCFC EkWCD RANCHO MIRAGE HYDROLOGY NIANUAL 0 FEET 5000 PLATE C-1.48` � I 1 t 1 1 1 1 1 1 1 M M m w m = W .M M M M. M = = = = m m m i J I f u 1 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group - Cover ( 2 ) 1 A I B I C n NATURAL COVERS - Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel, Narrowleaf (Chamise and redshank) Grass, Annual'or Perennial Meadows or Cienegas (Areas with seasonally high water table, principal vegetation is sod forming grass) Open Brush .(Soft wood shrubs - buckwheat, sage, etc.) Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 50 percent) Woodland, Grass (Coniferous or broadleaf trees with canopy density from 20 to 50 percent) URBAN COVERS - Residential or Commercial. Landscaping (Lawn, shrubs', etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS Fallow (Land- plowed but not tilled or seeded) RCC CD HYDROLOGY (MANUAL 78 186 191. 193 Poor 53 70 80 85 Fair 40 63 75 81 Good 31 57 71 78 Poor 71 82 88 91 Fair. 55 72 81 86 Poor 67 78 86 89 Fair. 50 69 79 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70 80 84 .Good 30 58 72 78 Poor. 62' 76 84 88 Fair 46 66 77 83 Good 41 63 75 81 Poor 45 66. 170 77 83 Fair 36 60 73 79 Good 28 55 77' Poor 57 73 82 86 Fair. 44 65 77 82 Good 33 58 72 79 Good 132 156 169 175 a Poor Fair Good RUNOFF INDEX FOR PERVIOUS 56 174 183 1 87 44 65 77 82 33 58 72 79 76 18S 190 192 NUMBERS AREAS PLATE E -6,1 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC I ' Cover Type (3) Qualit y of Soil Group Cover (2) .A B I C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded ' (Alfalfa, sweetclover, timothy; etc.) Poor Good 66 58 .77 85 89 72 81 85 Orchards, Deciduous ' (Apples, apricots, pears, walnuts, etc.) See Note 4 Orchards, Evergreen 165 177 182 (Citrus, avocados, etc.) Poor Fair 57 73 82 86 44 Good 33 -58 72 '79 Pasture, Dryland (Annual grasses) Poor 67 78 86 89 ' Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated ' (Legumes and perennial grass) Poor Fair 58 74 83 87 44 65 77 82 Good 33 58 72 79 Row Crops ' (Field crops - tomatoes, sugar beets, etc.) Poor Good 72 67 81 78 88 9l 85 89 ' Small Grain. (Wheat,. oats, barley, Poor 65 76 84 88 etc.) Good 63 175 83 87 Vineyard l ' See Note 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 � I 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. C F C C D RUNOFF INDEX. NUMBERS HY -DROLOGY &JANUAL FOR PERVIOUS AREAS PLATE E- 6.1(20{ 2 ) 1� i 1 1 i 17 Lj ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (.3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (�i Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Susiziess or Industrial 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 estimat- 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. F C F � C D IMPERVIOUS COVER HYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E -6.3 aVw )\*!:?(J---1G-aqk4-4 ti1r1K11TV nnoD REVISIONS LEGEND: NOTE: THIS HYDROLOGY MAP REFERS TO "MADISON CLUB" OVERALL HYDROLOGY MAP BY RCE DATED MARCH 29, 2005 WATERSHED BOUNDARY AND "MADISON CLUB" STORM DRAIN IMPROVEMENT PLANS FOR GOLF COURSE --------- WATERSHED BOUNDARY SUB —AREA (BACK BONE) BY RCE DATED JULY 27, 2005 STORM DRAIN PIPE WATERSHED BOUNDARY INITIAL SUB —AREA �X NODE IDENTIFIER X WATERSHED NUMBER X. WATERSHED AREA (ACRES) LP LENGTH OF PIPE Ai INITIAL AREA (ACRE) Li INITIAL LENGTH (FEET) Q,o FLOW CAPTURED AT CB q00 FLOW CAPTURED AT CB (XX xxX.x NODE NUMBER / ELEVATION 0 X'yX�xxx.x XxX.X 1Nv NODE NUMBER / ELEVATION / INVERT ELEVATION 0) GOLF HOLE ® 7595 Irvine Center Dr. STAMP Suite 130 P. E. Irvine, Co. 92618 o Ess/°� SIGNATURE Phone: 949.453.0111 EXP. Fax: 949.453.0411 N0. C46559 x o n s u I to n ts, Inc ■ *EXP. 6-30 -07 DESIGNED BY: J.K.R. CHECKED BY: J.W:P SCALE: FILE No. gr C101 ,P F CF cnu�' DATE NO. DRAWN BY: B.S.W. DATE: 05/01/06 1 " =200' 0502 Table 2: Catch Basin Summary Catch Basin # Node # Type Sub -Area Q100 Inflow By -pass Gutter Flow De th Inlet Len th 1 (3) Sum 6.8 CFS 6.8 CFS 0.0 CFS 0.51 FT 7.0 FT 2 5) Flow -by 8.7 CFS 6.6 CFS 2.1 CFS(') 0.53 FT 10.0 FT 3 7 Flow-by 5.7 CFS 5.9 CFS 1.9 CFS 0.53 FT 9.0 FT 4 (8) Flow -by 1.7 CFS 3.6 CFS("- FS 0.0 CFS 0.42 FT 9.0 FT TOTAL M nw nm 7 n. , I M.2 III 22.9 CFS .....d... A 1 flnU A 22.9 CFS -__ BENCHMARK DATUM CORRECTION: SUBTRACT 1000.00 FEET FROM ALL ELEVATIONS SHOWN HEREON TO REFLECT ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. BASIS OF BEARINGS I BENCH MARK THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP SOUTH, RANGE 7 EAST, SAN BERNARDINO BASELINE AND MERIDIAN PER PM 44/67 -68 SAID LINE BEARS N 89'46' 12 "E APPROVED BY: PD 3 3W MONUMENT IN HANDWELL AT THE INTERSECTION OF WASHINGTON ST & 42 AVENUE ELEV= 117.05' TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. 12 -31 -06 h 0 GRAPHIC SCALE ( IN FEET ) I inch = 200 ft. CITY OF LA QUINTA 10 9 R WE • HYDROLOGY MAP - OFFSITE STORM DRAIN IMPROVEMENT PLAN AVENUE 54 TRACT MAP NO. 33076 PORTIONS OF SECTION 10, T 6.�SR. 7. E., S.B.M. DRAWING NAME: XT -M DC -HYD -S D- AVE54 -01 PROJECT No. 0001 MDC SHEET 1 OF 1 E Q) 0 is