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33076 MADISON ST� 1111 III IIIIIl1111111 1 I 31 y ZG _- IIII IIIVIIIIIIIIILI JI GI) LO :�� C611, 31 I .IN III ill 1111111l +�ROLOc::;Y,� HYt AL iJUC s -STL olVY -�r t (MCI o(c&OV1's b-e&) Volume IIIB 10 -Year, 20 -Year, and 100 =Year Storm Rational Method Analysis .. Y for East of Madison, LLC i� x, IN � ,� , 80 -955 Avenue 52 J� �' 111 -R La Quinta, CA 92253 S N; p ESS' � o 3 w �, m p �F 63 34 m PY aced b * EXR eP 5 ■ d'JgT CIV1� FOF C AO "Consultants, Inc. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 ..949.453.011.1 - t4ktder the supervLs4gn of- Jeremy W. Patapoff, P.E. pate prepared. February 7, 2006 f TABLE OF CONTENTS I. INTRODUCTION ......................................................... ..............................1 II. METHODOLOGY ........................................................ ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ............................. ..............................2 IV. STORM DRAIN HYDRAULICS ....................................... ..............................4 V. BIBLIOGRAPHY ......................................................... ..............................5 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 N 1 F] � I 1 UJ 11 it 1 i 1 it I 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 Madison Street and tributary areas; Hideaway Resort (Tract 29894) and Madison Club (Tract 33076), including additional runoff from Avenue 52. The project area is proposed Madison Street located in the City of La Quinta, California and is bounded by Avenue 52 (North) and Avenue 54 (South). The proposed street and adjacent landscape will consist of approximately 26.0 acres. This report is specific to proposed Madison Street only, for additional references for the complete system analysis, reference "Hydrology Report - Madison Club 100 Year Storm Volume and Storage Analysis" (Vol. I), "Hydrology and Hydraulics Study for Madison Club Golf' (Vol. II) and "Hydrology and Hydraulic Study for The Hideaway Resort" submitted separately. This report is intended to accompany the "Off -Site Storm Drain Improvement Plans for Madison Street" plans as Vol. IIIB. The reference report is the "Hydrology Report - Madison Club 100 - Year Storm Volume and Storage Analysis" (Vol. 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 Madison Street peak storm runoff volumes and how they are conveyed to retention areas (lakes) within Madison Club and Hideaway sites. Specifically, this report will substantiate the "Off -Site Storm Drain Improvement Plans for Madison Street" design plans, which will show the catch basin and storm drain pipe system only. II. 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 lakes and two low points. Although each watershed drains to a lake or low point within the golf course, only four of the seven 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 lakes. From these four 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' 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). 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. III. 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. . To analyze proposed Madison Street, it was divided into four (4) main storm drain discharge systems: Hideaway, 3A, 5A and 6A (Lines 3A, 5A and 6A are part of the Madison Golf Storm Drain Backbone System). 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 Northwest portion of proposed Madison Street has the responsibility of containing the storm water runoff from the Southern half of Avenue 52 flowing from Jefferson Street to proposed Madison Street, reference "Hydrology and Hydraulic Study for the Hideaway Resort". This provides an additional 9.55 CFS in a 100 -year storm event and 5.34 CFS in a 10 -year storm event. This runoff and the portion of street flow on the Northwest portion of proposed Madison Street is designed to flow into the Hideaway resort. The three (3) remaining main storm drain lines flow into Madison Club to retention basins (Lakes B and C). The following table is a summary of the results of the hydrology analysis for each main storm drain line including: catch basin number, tributary sub -area, tributary surface area, and sub -area 100 -year flow (Qloo)• i� r I y, y l � I I I II I i Table 1: 100 Year Distribution of Flow Catch Basin # Storm Drain Line Tributary Sub -Area Tributary Surface Area Sub -Area Qioo 1 Line 6C * * 0.25 CFS* 2 Line 6A 3 -5 3.08 Acres 13.68 CFS 3 Line 6B 3 -4 3.51 Acres 13.39 CFS 4 Line 5C 3 -3 0.71 Acres 2.69 CFS 5 Line 5D 3 -2 3.40 Acres 11.42 CFS 6 Line 5A 3 -1 0.51 Acres 2.06 CFS 7 Line 3C 2 -6 2.97 Acres 10.24 CFS 8 Line 3D 2 -7 1.44 Acres 4.76 CFS 9 Line 3E 2 -5 1.52 Acres 6.15 CFS 10 Line 3F 2 -4 2.23 Acres 9.02 CFS 11 Line 3A 2 -3 4.18 Acres 13.27 CFS 12 Line Hideaway Lateral 2 -2 1.34 Acres 5.57 CFS 13 Line Hideaway Main 2 -1 1.15 Acres 14.16 CFS TOTAL 106.66 CFS "WW 1111,, .,, "161.,, �, .��„ 116 , Na.1,,,",, a„u 1- ,,, vu, 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 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 Node # Catch Basin # Storm Drain Line Type Inflow Flow -By Gutter Flow Depth Inlet Length - 1 Line 6C Sump 0.25 CFS - 0.15 FT 4.0 FT 40 2 Line 6A Sump 13.68 CFS - 0.66 FT 9.0 FT 36 3 Line 6B Sump 13.39 CFS - 0.60 FT 10.0 FT 33 1 4 Line 5C Sump 2.69 CFS - 0.38 FT 4.0 FT 30 5 Line 5D Sump 11.42 CFS - 0.61 FT 8.0 FT 26 6 Line 5A Sump 2.06 CFS - 0.36 FT 4.0 FT 24 7 Line 3C sump 10.24 CFS - 0.60 FT 8.0 FT 21 8 Line 3D Sump 4.76 CFS - 0.45 FT 6.0 FT 18 9 Line 3E Sump 6.15 CFS - 0.43 FT 8.0 FT 14 10 Line 3F Sump 12.57 CFS -3.55* 0.55 FT 10.0 FT 10 11 Line 3A Flow-by 9.72 CFS 3.55* 0.55 FT 14.0 FT 6 12 Line Hideaway Lateral Flow -by 9.02 CFS -3.45* 0.49 FT 19.0 FT 3 13 Line Hideaway Main Flow -by 10.71 CFS 3.45* 0.60 FT 14.0 FT TOTAL 106.66 CFS - F .... ,- a ,.. ,,o, ,,,,,,,., oN.u." a, ate,.,. , 11N,1-11. ,,,,.. -„y. 3 - � ' ` , .� � " / \ \ � � / . , ~ / m I i 1 it I f 1 1 11", 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). The Hideaway mainline connects into the existing system at the Hideaway Resort. The 100 -year HGL was obtained from the design plans of the Hideaway Resort and represented 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. 4 ti n 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) (March 24, 2005). 4. Hydrology and Hydraulic Study for The Hideaway Resort (June 2003). E TECJ-tMaALAPPENPIX 0 SIS%�1�1N},' W2101S21�3� -0� � 1 is 1 r LINEHID10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants �•'k'..•i:sY &ire »:r �':r ir'r'. .. :: :rte.. .. „.. �''.t't it sir i.•� .... .. .. .. .. .. .. .. .. 'r i; ': :r ��'.• '• DESCRIPTION OF STUDY • MADISON CLUB 10 YEAR ANALYSIS • MADISON STORM DRAIN LINE HIDEAWAY (2A -1, 2A -2) • MAY 25, 2005 ..'; it ire.. wit �•�i.'.r•!;'.; &��i; �'.. .. .; :r'.r it �.. .. �•:k' rick ' ...............�•�k'........ .. 'r ir�:r i.•�:r�.. .. .. .. .. .. 'r' ,, .. .. i•�'. 'r �r i;'.t FILE NAME:.LINEHID.DAT TIME /DATE OF STUDY: 10:15 05/25/2005 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS.FOR DOWNSTREAM ANALYSES •USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) constraint = 6.0 (FT*F-r/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE .... �• �: � ............................................ ��- �- ��• �• ��.. �• ��.. ......��.,..............�:� -ir it w•.'�. iron n•n i.•.'�.n w•.'�. FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< - ---- - - - - -- Page 1 LINEHID10.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 76.90 UPSTREAM ELEVATION(FEET) = 1009.48 DOWNSTREAM ELEVATION(FEET) = 1008.80 ELEVATION DIFFERENCE(FEET) = 0.68 TC = 0.359[( 76.90 * *3) /( 0.68)] '='.2 = 5.253 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.154 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8366 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.44 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< ------------------------------------- ------------- UPSTREAM ELEVATION(FEET) = 1008.80 DOWNSTREAM ELEVATION(FEET) = 1005.96 STREET LENGTH(FEET) = 523.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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)' = 1.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 5.35 Tc(MIN.) = 10.60 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.763 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8134 SOIL CLASSIFICATION IS "B" c-B* 13 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 2.75 + END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.42 FLOW VELOCITY(FEET /SEC.) = 1.84 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ' - ------------------------ -- ------------------ ELEVATION DATA: UPSTREAM(FEET) = 1000.96 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 512.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 2 LINEHID10.TXT PIPE- FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 2.11 TC(MIN.) = 12.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1112.60 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------- 7 ----------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.71 RAINFALL INTENSITY(INCH /HR) = 2.49 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 FLOW PROCESS FROM NODE 3.00 TO NODE 5:00 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) = 70.10 UPSTREAM ELEVATION(FEET) = 1005.96 DOWNSTREAM ELEVATION(FEET) = 1005.59 ELEVATION DIFFERENCE(FEET) = 0.37 TC = 0.359 *[( 70.10**3)/( 0.37)1* *.2 = 5.612 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.997 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8346 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.45 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» >( STREET TABLE SECTION # 2 USED) « «< ----------------------------------- - - - - -- -- - ----- UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 1003.15 STREET LENGTH(FEET) = 412.60 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I•� 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) = 1.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 3.91 TC(MIN.) = 9.53 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.940 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8172 Page 3 1 LINEHID10.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.89 TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 3.34 (�•g• ��- END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.24 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH*VELOCITY(FT*FT /SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 6.00 = 482.70 FEET. FLOW PROCESS FROM NODE - - - - -- 6_00 -TO -NODE 4.00 IS CODE = 31 ---------------------- ----------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 998.15 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 40.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.34 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 = 523.00 FEET. FLOW PROCESS FROM NODE 4.00 TO- NODE - - - - -- 4_00 -IS -CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< �WARNING� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. TOTAL NUMBER OF STREAMS = 2 OF CONCENTRATION RATIO 2 STREAMS. PEAK CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM NUMBER TIME OF CONCENTRATION(MIN.) = 9.69 1 RAINFALL INTENSITY(INCH /HR) = 2.91 2 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.34 CONFLUENCE DATA *= STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.75 12.71 2.487 1.15 i 2 3.34 9.69 2.910 1.34 �WARNING� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.43 TC(MIN.) _ TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 1.00 TO NODE Page 4 I 4.00 = 1112.60 FEET. RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR OF CONCENTRATION RATIO 2 STREAMS. PEAK FLOW RATE TABLE STREAM NUMBER RUNOFF TC (CFS) (MIN.) INTENSITY (INCH /HOUR) 1 5.43 9.69 2.910 2 5.60 12.71 2.487 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.43 TC(MIN.) _ TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 1.00 TO NODE Page 4 I 4.00 = 1112.60 FEET. 1 1 LINEHID10.TXT -- FLOW - PROCESS - FROM- NODEA - - - -- 4.00 -TO- NODE - - - - -- 7.00 -IS- CODE = 31 - -- ---- - - -h -- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 997.95 DOWNSTREAM(FEET) 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.43 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 10.07 �- = =PEAK FLOW - RATE( CFS)5= 43__________ ___________ °___________________ -- - --------------------------------------- END OF RATIONAL METHOD ANALYSIS it � i I I Page 5 LINE3AN10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants ��•�:�� :�� DESCRIPTION OF STUDY • MADISON CLUB 10 YEAR ANALYSIS • MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) • MAY 25, 2005 FILE NAME: LINE3AN.DAT TIME /DATE OF STUDY: 11:13 05/25/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) - -- - - - -- --- (FT) (FT) (FT) (n) - - - - -- ----------- - - - - -- - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 - - - -- - - - - -- - - - -- - - - -- - - - - -- - - - -- 2.00 0.0313 0.167 - - - - - -- - - - - - -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 LINE3AN10.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH=" *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 99.60 UPSTREAM ELEVATION(FEET) = 1008.98 DOWNSTREAM ELEVATION(FEET) = 1008.41 ELEVATION DIFFERENCE(FEET) = 0.57 TC = 0.359•[( 99.60 **3) /( 0.57)1**.2 = 6.355 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.719 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8308 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.92 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» >(STREET.TABLE SECTION # 2 USED)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1008.41 DOWNSTREAM ELEVATION(FEET) = 999.67 STREET LENGTH(FEET) = 1241.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 4.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 9.09 TC(MIN.) 15.45 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.220 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7990 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 6.89 �.�� TOTAL AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) = 7.80 C END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 16.84 FLOW VELOCITY(FEET /SEC.) = 2.58 DEPTH *VELOCITY(FT *FT /SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 10.00 = 1340.70 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.67 DOWNSTREAM(FEET) = 993.97 FLOW LENGTH(FEET) = 127.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.80 Page 2 LINE3AN10.TXT PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 15.86 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 11.00 = 1468.20 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.86 RAINFALL INTENSITY(INCH /HR) = 2.19 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.80 ir'r :c k � ........ � '.r sY'..• i � .... 't �':.. „ ir'r it ir'.... '.c do ::.. 'c'r ':........ '. c'. c':... ......::r' ..................... �''.: � '.r � � ............ '.r'..... FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 130.60 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET).= 1002.69 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359[( 130.60" *3) /( 0.79)] *.2 = 7.005 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.515 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8277 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.36 ir:r'.::c „ „i; is is ir: c�'. t: t��: ric 'c�..�ic',c�'.c....:c��sY'.r'.. is ic:cir': tic::: r::..: c :r'.....,......�•k'......�'e�.. .. .. .. .. .,�:c�.. ,, .. .. ., .. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 2 USED) ««< - ------------------------------------ -------------- UPSTREAM ELEVATION(FEET) = 1002.69 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 419.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 3.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 3.02 TC(MIN.) = 10.03 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.854 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8154 SOIL CLASSIFICATION IS "B" Page 3 A 1 LINE3AN10.TXT SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 4.10 g �� TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 5.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.94 FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT =FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 550.30 FEET. .r ic�it i...�kir��•ir it i... is ira ...... ..............ic�..n..�i;i.ari; it ir....... :ir::n...,n..n....n.,.......... .. it i; i. .. .. .. .. .. .. .. .. .. ..nn FLOW PROCESS FROM NODE 14.00 TO NODE 11.00 IS CODE = 31 » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) = 993.97 FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.52 j ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.46 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 10.11 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 572.00 FEET. �irarira.. nir i;i:n�•��i.•�...r ic�nnn�it it i.•i.'ir�ar it �i:iri;��ir �•�i...�•'kari.•��nnnnnn.... is it i; it ir�nnn �•ir ar i . .. .. .. .. .. .: ar - -FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.11 RAINFALL INTENSITY(INCH /HR) = 2.84 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.46 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.80 15.86 2.187 4.18 2 5.46 10.11 2.841 2.23 T *****WARNING********************************** IN THIS COMPUTER PROGRAM, HE CONFLUENCE VALUE USED IS BASED iY ON iiTY iHiE **RC**F*C *&W**CiD **FO**RiMUik LA iiiOiF iPLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it it i; it it it it •k #n nit i; its �'n n � n'it airn n'�i.''i.''i.'i.•n n n ni.•n'n nit it �i.•n'n n'n'i; it it is it i.•n icn nii•it it it i, nii n n &n nit •k i, i.•i: nirn RAINFALL INTENSITY AND TIME AOF�CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE =° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.43 10.11 2.841 2 12.00 15.86 2.187 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.00 TC(MIN.) = 15.86 TOTAL AREA(ACRES) = 6.41 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 11.00 = 1468.20 FEET. .. �•ic it ar it i; :: i;� nnn�ir �•�� •ir� -sir ir��i; ir�n..nn..nnnnn��ac�., n..nn nnn.. ..nnnnnn.. ic��ir�ir �•ir is �•�� Page 4 1 1 LINE3AN10.TXT FLOW PROCESS FROM NODE 11.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 993.97 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 57.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.00 PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 16.02 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 15.00 = 1525.30 FEET. ....i: * *�•ir * *ir *ir * *ic ie �•�•ir ie *'r'.: *i.'.r ire.. *ie is *ic *ic *i.i : *k�- ..� -i; ir��•'.r..'.c ie sic �•..�� -k ie ie it �.. �.. .r ., .. ..��.. .. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< rTOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.02 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.00 F *-•k----*-•-S FR is* -NODE * *_c is it it ** *_: i:ODEit ic_ -ir 17.00-IS CODE --- -----,------ FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 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) = 120.90 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1002.68 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359 *[( 120.90 * *3) /( 0.79)] **.2 = 6.688 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.610 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8292 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.60 „' rir * * * *�- * * * * *�- * * *ic * * * * *ir *it *ire• *ire• * *�• * * * *ic * * *ic *ir'r it * * * *k �•* iris *�•ic �• * * * *'„• * *ir it it is *ic ir* FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL.TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1002.68 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 402.30 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 Page 5 1 LINE3AN10.TXT *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12 PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 3.16 TC(MIN.) = 9.85 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.884 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8161 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 3.71 G•g END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.72 FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTHkVELOCITY(FTkFT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 18.00 = 523.20 FEET. ....ki.kkkkir k ick �•kkkkkkkkk�kkk....kk.: irkkk� •kk�•kkkkkkkk..........kkkir i ... .. .. .. .. ..kk'.. ..�kkk., ..k #'.. FLOW PROCESS FROM NODE 18.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -------------------------------------- - - ---- ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 98..90 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.71 PIPE TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 10.25 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 622.10 FEET. irk is irkki ;kk�•kkirkkk �•i;kki:kkkkir irkkk�•kkkkkirkk�......kkkkk �•kk........�•iri,,, ,, ,, ,, ,, ,, irkkk.. .. .. .. irk .. .. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 2.82 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 1 kk CONFLUENCE DATA kk STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.00 16.02 2.174 6.41 2 3.71 10.25 2.818 1.52 .... kkk�• ikkkk� •kkk�•kkkk�•k�•kk......kk�•kk '•�kkkkk........�• irk,,, ,,,,,,,�- k�•�•kkkkk.,.,.....,., IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ............ �•kk.... �- kkkk�• k�...... i.• kkk'......,, kkkkkkk'„• �INTENSITY �AND kk...... isicir' :.............................. �-k�'kkk...... �-�•k RAINFALL TIME OF CONCENTRATION RATIO,JA CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 6 1 .x LINE3AN10.TXT PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.39 10.25 2.818 2 14.87 16.02 2.174 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.87 TC(MIN.) = 16.02 TOTAL AREA(ACRES) = 7.93 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 15.00 = 1525.30 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 993..58 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 729.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.87 PIPE TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 18.15 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. - - --------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.93 TC(MIN.) = 18.15 PEAK FLOW RATE(CFS) = 14.87 ----------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 Page 7 1 LINE3AS10.TXT .................... iri........................ r: ri....,.. ....�:ri...... :'r...,.......... ..........................:rte.. .. .. .. .. .. .. .. .. .. .. .. .. .. sir 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 DESCRIPTION OF STUDY MADISON CLUB 10 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A SOUTH (2A -6, 2A -7) MAY 25, 2005 ..'r ie �''. r '.':st *'..'.r'.r *:r:r'...�•�":: irks......' r'. c�'. r�: t: r' r�-' r�.,...,' r� ....�'.r�:r�'.r�..�:t' ........ .. .. .. .. .. .. �:r �.. .. .. '.r �•'r� FILE NAME: LINE3AS.DAT TIME /DATE OF STUDY: 12:02 05/25/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------- =----------------- ----------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES •USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 12.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------- - - -- Page 1 LINE3A510.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K"[(LENGTH *3) /(ELEVATION CHANGE)] .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.80 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET) = 1002.74 ELEVATION DIFFERENCE(FEET) = 0.74 TC = 0.359[( 193.80* 3)/( 0.74)] ='='.2 = 8.993 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.040 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8193 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.78 TOTAL RUNOFF(CFS) = 1.94 .;:ri :'c ic��4c �sr:c��i: it is d:'.........':�'....��k': ire .......................... '.:�k�..................�•s:�.. �•'.r �•t. i.•i: �.. .. .. .. .. .. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» >( STREET TABLE SECTION # 2 USED) « «< - - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1002.74 DOWNSTREAM ELEVATION(FEET) = 997.80 STREET LENGTH(FEET) = 626.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 4.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 13.51 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.400 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8043 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) = 6.16 L # END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.91 FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH*VELOCITY(FT*FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 24.00 = 820.20 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.80 DOWNSTREAM(FEET) = 992.03 FLOW LENGTH(FEET) = 153.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.16 Page 2 LINE3A510.TXT PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 14.07 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ------------------------------------ ---------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.07 RAINFALL INTENSITY(INCH /HR) = 2.34 TOTAL STREAM AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.16 ..�:c�'; ism- is�' k�- ��c:. �: r��• t�•' ��: �':.... ��- ��- ��-: r� .... ......................�•'�:c�.. ��:�'� &��'�'c :: .. �- '��..�s� � -i: �c FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 91.10 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1003.29 ELEVATION DIFFERENCE(FEET) = 0.18 TC = 0.359'[( 91.10 * *3) /( 0.18)] * *.2 = 7.586 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.356 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8251 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.42 *ic ie �•ic do ie's *.. *****: c�........** �• :r's�•'s�.. *'c *:r's�•:c's:c'c's *.. .. :: :c'.c .. 'c *.: :e'.. *'s �r *'sic *'k *'.e *'t's tc ** *'.cam.. .. FLOW PROCESS FROM NODE. 20.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 2 USED)« «< ----------------------------------- --------------- UPSTREAM ELEVATION(FEET) = 1003.29 DOWNSTREAM ELEVATION(FEET) = 999.88 STREET LENGTH(FEET) = 644.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 1.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 6.64 TC(MIN.) = 14.23 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.329 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8023 SOIL CLASSIFICATION IS "B" Page 3 LINE3AS10.TXT SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 1.44 . PEAK FLOW RATE(CFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.64 .FLOW VELOCITY(FEET /SEC.) = 1.83 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 21.00 = 735.50 FEET. .. .. .. .. .. .. .. .. .. .. �• * *.. .. .. .. .. .. .. .. .. .. .. .. .. '.: is �..:: ir'. ci........,......... ......... *ir *.............,.... .. .. .. *i: *ir'. .. .. .. .. .. .. *ir it FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< - - - - ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.88 DOWNSTREAM(FEET) = 992.03 FLOW LENGTH(FEET) = 95.90 MANNING'S'N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.83 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 14.45. LONGEST FLOWPATH FROM NODE 16.00 TO NODE 22.00 = 831.40 FEET. iri: it it i:ir'.: is it *ir *�., it icy'....'.: ie is i .................„..., it ir'.. ...............it'...,i.•i:i:.: it sY�it ire.. .. .. .. .. .. .. .. .. .. * * *.. .. .. .. .. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.45 RAINFALL INTENSITY(INCH /HR) = 2.31: TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 1 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.16 14.07 2.345 2.97 2 2.83 14.45 2.308 1.44 *** i:** * * * * * * * * * * * *� * * * * * *i: * * *i.•�• ** WARNING** �• ��•*** i.• it�� •��•��i;i;it�- ��- :t�•�i<� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. irit* iri: ic* * * *� * *�• *it�•'•�'s'.•"• *it�•�i: �• irir* �•* �** �'.'.'. '.�.�.�.�.�.a..�.�'.r * *�• *�i.• *icy *irir * *ir:: �•iric'r'•'•'• ^ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 ** STREAMS. PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.91 14.07 2.345 2 8.89 14.45 2.308 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.91 TC(MIN.) = 14.07 TOTAL AREA(ACRES) = 4.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. Page 4 1 � I I I'] � I I I I I Ll L� LINE3AS10.TXT FLOW PROCESS FROM NODE 11,00 TO NODE 19,00 IS CODE = 11 ---- ------- ---- ---- ----- -- ---- ----- -- ---- - -- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 992.03 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 439.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 8.91 PIPE TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 15.51 LONGEST FLOWPATH FROM NODE 11*00 TO NODE 19,00 = 1411.30 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.41 TC(MIN.) = 15.51 PEAK FLOW RATE(CFS) = 8.91 END OF RATIONAL METHOD ANALYSIS Page 5 1 Fj LINE5A10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants DESCRIPTION OF STUDY MADISON CLUB 10 YEAR ANALYSIS MADISON STORM DRAIN LINE 5A (3A -1, 3A -2, 3A -3) MAY 25, 2005 is3r: r'.:': �:::: �- isisi:':'... �i: �....�i:�..'..••'k'.......��.. ism':' :. ............................... �sr��:: :c'. .. .. .. .. .. ..�:r�.. .. '.cam FILE NAME: LINE5A.DAT TIME /DATE OF STUDY: 14:19 05/25/2005 ---------------------------------------------------------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: ' STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL ' AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. -(FT) _�- (FT) -- SIDE -/- SIDE / -WAY- -(FT)- -(FT) -(FT)- (FT)- - -(n) -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ' - -FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ' Page 1 1 LINE5Al0.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.40 UPSTREAM ELEVATION(FEET) = 998.42 DOWNSTREAM ELEVATION(FEET) = 997.95 ELEVATION DIFFERENCE(FEET) = 0.47 TC = 0.359*[( 165.40* *3) /( 0.47)] °.2 = 8.955 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.048 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8194 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.26 G •� 6 ... ::r '.r i.........., ir'.:t'.: � .... ............:r � � '.. �":r'............., '.r'....:r � '............... ': is *'.. �•'t � .. '.r k •.Y .......... � fr * :t * ..........:r FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< - ----------------------------------- --------- ELEVATION DATA UPSTREAM(FEET) = 992.95 DOWNSTREAM(FEET) = 991.46 FLOW LENGTH(FEET) = 297.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = .3.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.26 PIPE TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 10.56 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 27.00 = 462.80 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT.STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.56 ' RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 s: iririr��:.. �- f: �•'. r: r* �'.. '..•'::ric *:rit * *i: * * *:r *'.r'.* *its- tr�......�.�. .,.��•�•��•�•': ��- �• *i.• *:t * * * *'s * * *....�* ' - -FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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) 109.10 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 998.26 ELEVATION DIFFERENCE(FEET) = 0.43 TC = 0.359 *[( 109.10 *3) /( 0.43)] **.2 = 7.101 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.487 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.71 ' FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62 Page 2 1� LINE5Al0.TXT ---------------------------------------------------------------------------- » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - -»»>( STREET - TABLE - SECTION - #2_ USED)««<---- -------------- ------- - - -- - -- UPSTREAM ELEVATION(FEET) = 998.26 DOWNSTREAM ELEVATION(FEET) = 996.25 STREET LENGTH(FEET) = 633.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 3.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.61 PRODUCT OF DEPTH &VELOCITY(FT *•FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 6.57 TC(MIN.) = 13.67 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.383 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8038 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 6.05 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.76 END OF.SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.62 FLOW VELOCITY(FEET /SEC.) = 1.85 DEPTH *•VELOCITY(FT°•FT /SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 742.80 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- ' - -» »> COMPUTE OPIPEEFLOW_ TRAVEL _TIME SIZE (NON-PRESSURE FLOW)<<<<------_----- » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 991.66 DOWNSTREAM(FEET) = 991.46 ' FLOW LENGTH(FEET) = 40.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.76 ' PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 13.82 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = •783.00 FEET. ' - -FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT.STREAM FOR CONFLUENCE« «< »>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ' TOTAL NUMBER OF STREAMS =-== 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.82 ' RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.76 ' Page 3 1 is � ., it it -..- is i; �• is i ............................... t.• i; i...., irWARN I NG i .............................., ..... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .. .. .r'.r�.. �i<i. is i; �......,:: r� ............................ i:i; i................. .::r�..i.- �k�....ir'�::........ .. .. i.•�i. -'��.. .. .. .. .. .. .. .. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LINE5AlO.TXT CONFLUENCE FORMULA USED FOR 2 CONFLUENCE DATA *° ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.26 10.56 2.769 0.51 2 6.76 13.82 2.369 3.40 is � ., it it -..- is i; �• is i ............................... t.• i; i...., irWARN I NG i .............................., ..... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .. .. .r'.r�.. �i<i. is i; �......,:: r� ............................ i:i; i................. .::r�..i.- �k�....ir'�::........ .. .. i.•�i. -'��.. .. .. .. .. .. .. .. �•ir it i.•i:�i.•ir ir�i; it��ir �......�ir i .............:: it sY ir��ir�i;�..�•iti. is it i:�ic i;�'k is ir'.c sY�t�.. �ir�.. ,, .. .. .. .. .. .. �•i; �ir�.. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.46 RAINFALL INTENSITY(INCH /HR) = 2.31 TOTAL STREAM AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.84 ................ �- i; i; i; i.,. �: r�.. �' ��i.• �• ��• ��' k�........ �i; �.. �' ��... ...................��- ��•'��.. �•�'s �•�•'��.. sir :: .. .. .. FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 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) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.43 10.56 2.769 2 7.84 13.82 2.369 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.84 TC(MIN.) = 13.82 TOTAL AREA(ACRES) = 3.91 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. _r it is _r itt PROCESS it isSic FROM- st-r-•E-- -t--:r 2 •'k it FLOW FROM NODE 27.00 :Y TO NODE 31.00 IS CODE 31 NODE r---- 31.00 r-CODE »» >COMPUTE PIPE -FLOW TRAVEL -,--i,- -- --i;----- ----- -� TIME THRU SUBAREA ««< ' » »> USING COMPUTER-ESTIMATED PIPESIZE _PRESSURE FLOW) < < < < < - - - - ELEVATION DATA: UPSTREAM(FEET) -(NON - -- - - - - -- = 991.46 DOWNSTREAM(FEET) = 990.52 FLOW LENGTH(FEET) = 188.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 7.84 PIPE TRAVEL TIME(MIN.) = •0.64 LONGEST FLOWPATH FROM NODE TC(MIN.) = 14.46 28.00 TO NODE 31.00 = 971.70 FEET. �•ir it i.•i:�i.•ir ir�i; it��ir �......�ir i .............:: it sY ir��ir�i;�..�•iti. is it i:�ic i;�'k is ir'.c sY�t�.. �ir�.. ,, .. .. .. .. .. .. �•i; �ir�.. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.46 RAINFALL INTENSITY(INCH /HR) = 2.31 TOTAL STREAM AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.84 ................ �- i; i; i; i.,. �: r�.. �' ��i.• �• ��• ��' k�........ �i; �.. �' ��... ...................��- ��•'��.. �•�'s �•�•'��.. sir :: .. .. .. FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 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) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 LINE5Al0.TXT DOWNSTREAM ELEVATION(FEET) = 997.57 ELEVATION DIFFERENCE(FEET) = 1.53 TC = 0.359 *[( 303.40 * *3) /( 1.53)] *" *.2 = 10.177 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.829 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8149 SOIL CLASSIFICATION IS "B'' SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.65 C�$•# ................................... ............................... �• �: �:............ �• is * .............. �: ,: �: � �• �: �........................, .......... FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.57 DOWNSTREAM(FEET) = 990.52 FLOW LENGTH(FEET) = 82.00 MANNING"S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 10.41 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 31.00 = 385.40 FEET. st is it � ': it '.. � is 'c is � is it * i;•': �• is � �: is � .. ;c !.: ;: it � :r .,, ?r � � ............ ...... .::c :......... 'r *'r * ,. � ;c ir':..., .........::r i..::c J........ „ „ FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 ' RAINFALL INTENSITY(INCH /HR) = 2.79 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ' * CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.84 14.46 2.308 3.91 ' 2........ 1.65 10^41 S•.7:1.r.'a.itl.Cl.I.J.J.J . rJ.rJ.r it i..J.n:rn.". !. :r nl.Alr J.r It `.. J.: '�' 2.792 _ ^ ^^ 0.71•,^, *:: ,.'..irl.A.r.l. *�Jr J.r:rl..r.J.J:I . r)r *l. J. *.; ^��i..".. J.r J.r J. lr J.r IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE, THIS'FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. J.r it �• irJ. rirJ. c*** ir��•* �rJ..•' c*' k*....* ir*** �•** �•** �... r: c�...... ..�- J.tlr� * * *it * *.. *it * *�•�• *lc :t *�• *ir sY ** *'cam *i. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *•• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 7.29 10.41 2.792 2 9.20 14.46 2.308 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 9.20 TC(MIN.) = 14.46 TOTAL AREA(ACRES) = 4.62 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 31.00 = 971.70 FEET. Page 5 I ' LINE5Al0.TXT ..:rte � ...............................: �:.................................,.....,....................................... ............................... ' - -FLOW PROCESS FROM NODE 31.00 TO NODE 34.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA: UPSTREAM(FEET) = 990.52 DOWNSTREAM(FEET) = 987.23 FLOW LENGTH(FEET) = 658.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.20 PIPE TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 16.61 -- LONGEST - FLOWPATH- FROM - NODE - - - -- 2800 -TO- NODE - - - -- 34_00 - = -- 1629_80- FEET. - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.62 TC(MIN.) = 16.61 == PEAK — FLOW — RATE( CFS)9= ?0__________ _______________________________ -------------------------------------------- END OF RATIONAL METHOD ANALYSIS �.o Il 1 1 � I i 1 Page 6 LINE6A10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants DESCRIPTION OF STUDY MADISON CLUB 10 YEAR ANALYSIS *.MADISON STORM DRAIN LINE 6A (3C -1, 3C -2) MAY 25, 2005 FILE NAME: LINE6A.DAT TIME /DATE OF STUDY: 14:54 05/25/2005 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE FLOW PROCESS FROM NODE 28.00 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------- -- Page 1 LINE6AlO.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 102.80 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 997.89 ELEVATION DIFFERENCE(FEET) = 0.80 TC = 0.359 °[( 102.80 * *3) /( 0.80)1 * *.2 = 6.052 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.826 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8323 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.09 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 62 ------------------------------------------------------ » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 997.89 DOWNSTREAM ELEVATION(FEET) = 993.78 STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 4.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.16 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 5.19 TC(MIN.) = 11.24 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.671 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8113 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 6.87 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 7.96 G:g. 3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.43 FLOW VELOCITY(FEET /SEC.) = 2.47 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 36.00 = 773.80 FEET. FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 31 --------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 988.78 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 354.10 MANNING'S.N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.96 Page 2 Aft LINE6Al0.TXT PIPE TRAVEL TIME(MIN.) = 0.80 TC(MIN.) = 12.04 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.04 RAINFALL INTENSITY(INCH /HR) = 2.57 TOTAL STREAM AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.96 ....�'��r *sY *ir* ire• �: k��' �' r�r*':: r�...... �k' k�: r� ...............: :r�•sY�..�•�'��•:r':'ri:��'s�.. .. .. �k�., �:Y �.. .. .. .. .. �:r�.. FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 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) = 145.50 UPSTREAM ELEVATION(FEET) = 994.61 DOWNSTREAM ELEVATION(FEET) = 992.59 ELEVATION DIFFERENCE(FEET) = 2.02 TC = 0.359*[( 145.50 * *3) /( 2.02)] * *.2 = 6.194 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.775, CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8316 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.43. TOTAL RUNOFF(CFS) = 1.34 * * * * * *ir *'.r *'k *�• * * *'r .,ir *'.r it * * * *� �' s: r: k**'. r*: r* ir' r* �•' r� •it *ir * * * *�• * * *'•ir�•:r'c *'.e tr �•'r it �•ir *:r* *sir �• * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 62 --- ------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 2 USED) « «< __________ UPSTREAM ELEVATION(FEET) = 992.59 DOWNSTREAM ELEVATION(FEET) = 989.90 STREET LENGTH(FEET) = 311.90 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 F1oW Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.08 TC(MIN.) = 8.27 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.191 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8221 SOIL CLASSIFICATION IS "B" Page 3 J i u A I 11 � 11 i LINE6Al0.TXT SUBAREA AREA(ACRES) 2.65 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 8.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.54 FLOW VELOCITY(FEET /SEC.) = 2.84 DEPTH*VELOCITY(FT=•FT /SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 40.00 = 457.40 FEET. FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 984.90 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 221.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.30 PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 37.00 = 678.70 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< - ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.01 RAINFALL INTENSITY(INCH /HR) = 3.04 TOTAL STREAM AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.30 ** CONFLUENCE.DATA * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) '(MIN.) (INCH /HOUR) (ACRE) 1 7.96 12.04 2.566 3.51 2 8.30 9.01 3.037 3.08 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.25 9.01 3.037 2 14.97 12.04 2.566 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.25 TC(MIN.) = 9.01 TOTAL AREA(ACRES) = 6.59 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. -------------------------------------------------- END OF STUDY SUMMARY: Page 4 4 \J .� 1 ~- �N LINE6AlO.TXT � ~ TOTAL AREA(ACRES) ' � 6.59 T[(MIN.) 9'01 � PEAK FLOW RATE{[FS} = I4'25 === | END OF R/Q'IONAL METHOD ANALYSIS � 1 U IU . Page 5 S V .+� 1 SISi.�li>N� W�01S I1 r II l II . I it ii n i I II h ii i i i 4 •1 \1 J LINEHID20.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants DESCRIPTION OF MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE HIDEAWAY (2A -1, MAY 25, 2005 STUDY 2A -2) FILE NAME: LINEHID.DAT TIME /DATE OF STUDY: 10:16 05/25/2005 ---------------------------------------------------------------------- - - - - -- 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 30.0 20.0 0.018/0.018/0'.020 0.67 - - - -- - - - - -- - - - -- - - - -- - - - - -- - - - -- 2.00 0.0313 0.167 - - - - - -- - - - - - -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT *FT /S) `SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.° FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 ,� �. I•_ LINEHID20.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 76.90 UPSTREAM ELEVATION(FEET) = 1009.48 DOWNSTREAM ELEVATION(FEET) = 1008.80 ELEVATION DIFFERENCE(FEET) = 0.68 TC = 0.359'[( 76.90=°3)/( 0.68)]' *.2 = 5.253 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.807 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.52 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< -- ----------------------------------------------------------- -------------- UPSTREAM ELEVATION(FEET) = 1008.80 DOWNSTREAM ELEVATION(FEET) = 1005.96 STREET LENGTH(FEET) = 523.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 5.17 TC(MIN.) = 10.42 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.229 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8228 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 3.24 C.P�,, #11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.31 FLOW VELOCITY(FEET /SEC.) = 1.90 DEPTH *VELOCITY(FT*FT /SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ----------------------------- --------------- ELEVATION DATA: UPSTREAM(FEET) = 1000.96 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 512.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 2 v LINEHID20.TXT PIPE- FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 12.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1112.60 FEET. ................ it is i:.......................... ,. _ ..................................................................... ............................... FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL INTENSITY(INCH /HR) = 2.91 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 .. .. .. '.r i; ir�tir i. .. .. .. it ic'.c is is .. .. sic it it i...........':i;'...... ir�i; i ............................... it ir'.....cir'.. it �'.c :: .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 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) = 70.10 UPSTREAM ELEVATION(FEET) = 1005.96 DOWNSTREAM ELEVATION(FEET) = 1005.59 ELEVATION DIFFERENCE(FEET) = 0.37 TC = 0.359 *[( 70.10==•3)/( 0.37)1* .2 = 5.612 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.626 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8418 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.53 ire.. it ir��ic is irk' �i..... �• i; i:: r�i: ri . ..............�i;�..�•�i:...... �ir� ..:ri::r�...................... .. .. .. .. .. .. .. .. .. .. .. .. �•i; �,. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »» >( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 1003.15 STREET LENGTH(FEET) = 412.60 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 FIoW Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.77 TC(MIN.) = 9.38 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.433 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8263 Page 3 U ,J PM 1 t LINEHID20.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 3.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.13 FLOW VELOCITY(FEET /SEC.) = 2.06 DEPTH*VELOCITY(FT*FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 6.00 = 482.70 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE - 31 ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 998.15 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 40.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.94 PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 9.54 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 = 523.00 FEET. .. dt i; �'..• &i, d: it it i; i.• it � � �•i: � �- � �•ir is � ...................... � ir'.r it � :r it i......... i; it is '.e 'k i. '.r it i::h it �-i; it i; ir'...r is it it � ie'.. �•it � � it FLOW PROCESS FROM NODE 4.00- TO_NODE ------ 4_00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -___________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.54 RAINFALL INTENSITY(INCH /HR) = 3.40 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 CONFLUENCE DATA �* STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.24 12.44 2.914 1.15 2 3.94^ ,^9.54^ 3.399 _ 1.34 ^ ^^^^^ �ir'.r it i;i;i;i:�•"�- :t�•:t�k �•"�- �•�i- ''� -:ri<� -'-mot k �i;�WARNINGi; fir �•+- ir�- �i;��.....,....��i; �•"��ir�ir �.. A...,.ax IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ^WILL NOT NECESSARILY RESULT ^IN^THE MAXIMUM VALUE OF^ PEAK ^FLOW. ^^ �i; �it� �'�� i;itir�'.t��i;irir� �'s�+.�....t.�irkie� �it�i;'.tR.'.'•i.•ir�•i;i; � .... .........r..r..r........A',t� �i.•ir� �iri; ��.... RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.42 9.54 3.399 2 6.62 12.44 2.914 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.42 TC(MIN.) = 9.54 TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1112.60 FEET. Page 4 I ,- I 1 LINEHID20.TXT FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ------------------------------------------------------------------'---------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 997.95 DOWNSTREAM(FEET) = 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.42 PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 9.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 9.91 PEAK FLOW RATE(CFS) = 6.42 END OF RATIONAL METHOD ANALYSIS Page 5 II t LINE3AN20.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004. License ID 1566 Analysis prepared by: RCE Consultants kk'.....� .. .. .. ...... .... .... DESCRIPTION OF STUDY MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) MAY 25, 2005 .. .. .. '.: irk': kic'. r ..................................................'. r�.:' c�..... ...'.r:r�ir��....�'.e��.':.... ': is is �..�ir �l. .. .. .. '.r�'.r .. FILE NAME: LINE3AN.DAT TIME /DATE OF STUDY: 11:10 05/25/2005 ---------------------------------------------------------------------- - - - - -- 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.02010.02010.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .... kkk�• �• k�. kk� .................................. kkkkk�•'. r* kkkkk�- �• �•'. r�•'. rk�-'..• �• kkkk�- '..•�- kk'.:k�•kkk *k.......,kk�- FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------- Page 1 V LINE3AN20.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *•[(LENGTH * *3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 99.60 UPSTREAM ELEVATION(FEET) = 1008.98 DOWNSTREAM ELEVATION(FEET) = 1008.41 ELEVATION DIFFERENCE(FEET) = 0.57 TC = 0.359[( 99.60 *3)/( 0.57)1* .2 = 6.355 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.304 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8383 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.07 ....': i:':....': isi:*'.... �: r� ..............': �'..• i:'.................. .....�:c�.......:'r'........... ism'....... ....::�..........�•i�.......... FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED) « «< - - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1008.41 DOWNSTREAM ELEVATION(FEET) = 999.67 STREET LENGTH(FEET) = 1241.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 5.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 8.73 TC(MIN.) = 15.08 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.606 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8097 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 8.19 TOTAL AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) = 9.26 C.'. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.03 FLOW VELOCITY(FEET /SEC.) = 2.69 DEPTH *VELOCITY(FT *FT /SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 10.00 = 1340.70 FEET. FLOW PROCESS•FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 994.67 DOWNSTREAM(FEET) = 993.97 FLOW LENGTH(FEET) = 127.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.26 Page 2 1�1 LINE3AN20.TXT PIPE TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 15.48 LONGEST FLOWPATH FROM.NODE 8.00 TO NODE 11.00 = 1468.20 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.48 RAINFALL INTENSITY(INCH /HR) = 2.57 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.26 '.r'.�i;'.c �ic�.. is it ire ...................: icy.. ..........ic'.............,�•ir is i...ic�.......... �ic�.....c ic��i; �.. .. .. .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ------------------------------------ 7 --------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = Kir[(LENGTH**3) /(ELEVATION CHANGE)]'=.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.60 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET) = 1002.69 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359 *[( 130.60='3)/( 0.79)1 **.2 = 7.005 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.068 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8355 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.59 :: iri; iric�ir�.,........ iriririric�• irir�..'. ririrtt� .................................. ��t. iricir........ ��tit�........� #ir�......i•irir FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 2 USED) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1002.69 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 419.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 4.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.94 TC(MIN.) = 9.94 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.319 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8244 SOIL CLASSIFICATION IS "B" Page 3 LINE3AN20.TXT SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 6.41 G.g• �� END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.91 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH*VELOCITY(FT *FT /SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 550.30 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 11.00 IS CODE = 31 » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 6.41 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 10.02 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 993.97 1 572.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 -------------------------------------------------------- - ------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.02 RAINFALL INTENSITY(INCH /HR) = 3.30 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.41 1 *:: CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.26 15.48 2.567 4.18 2 6.41 10.02 3.304 2.23 • ��• �:: �• �: �� •��::�•��:�� „�•��:�� -��. WARNING: �• ��• ��- �• ��::��:��- ��•��:�� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TABLE * STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.40 10.02 3.304 i� 2 14.24 15.48 2.567 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.24 TC(MIN.) = 15.48 TOTAL AREA(ACRES) = 6.41 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 11.00 = 1468.20 FEET. Page 4 1 M 1 LINE3AN20.TXT FLOW PROCESS FROM NODE 11.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- '� »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) _ 993.97 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 57.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.42 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.24 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 15.63 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 15.00 = 1525.30 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.63 RAINFALL INTENSITY(INCH /HR) = 2.55 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.24 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*E(LENGTH* 3) /(ELEVATION CHANGE)] * .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.90 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1002.68 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359 =[( 120.90=•3)/( 0.79)1* .2 = 6.688 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.178 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8369 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.70 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 62 ----------------------------------------------- 7 ---------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< - ------------------------------------- ------------- UPSTREAM ELEVATION(FEET) = 1002.68 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 402.30 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 Page 5 C-) 1 LINE3AN20.TXT *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.86 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 3.06 TC(MIN.) = 9.75 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.357 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8251 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 4.36 c•R.# END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.53 FLOW VELOCITY(FEET /SEC.) = 2.48 DEPTH *VELOCITY(FT*FT /SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 18.00 = 523.20 FEET. ........., it'..• ir'.......... '.r it it �• �• ir'........ '.t'.r � ............. ..............................: it i..... � 'X''k i; '.c � � it � is is it � it it i... �• :k is ir'.:.... FLOW PROCESS FROM NODE 18.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.36 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 10.13 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 622.10 FEET. �it��ir fir �•'.ri:..i.•��•�it ir��-ir�....'.:ir'.:�i :'.r:c�.. wit �it��..i: st it it it ir�.....:iri:k�-��ic it is �.. .. .. .. .. .r ir'.r�ir i. .. .. .. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL-NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH /HR) = 3.28 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.24 15.63 2.552 6.41 2 4.36 10.13 3.283 1.52 x... i.n'. '. ... '.''. is i. i.''. '.•n'�' r, i.ic -'. is is is is is'. i.•'.:n wi.•i: n.�. '� .ti n'. nii is n'n is �i.nn IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ................ '.: it i......................... ....... ............................... �• is i................. � '� i :.............................. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' Page 6 J 1 LINE3AN20.TXT ** PEAK FLOW RATE TABLE * STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.59 10.13 3.283 2 17.63 15.63 2.552 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.63 TC(MIN.) _ TOTAL AREA(ACRES) = 7.93 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 15.63 15.00 = 1525.30 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 993.58 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 729.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE- FLOW•VELOCITY(FEET /SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.63 PIPE TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 17.64 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.93 TC(MIN.) = 17.64 PEAK FLOW RATE(CFS) = 17.63 u END OF RATIONAL METHOD ANALYSIS I Page 7 LINE3AS20.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants �r'.:�r�- •.�r� -�.. .. ��r� .. .. .. .. .. .. .. �r �r:�; .. DESCRIPTION OF STUDY ................ .r :r �.. .. .. .. .. ::��;r �.. .. �r� • MADISON CLUB 20 YEAR ANALYSIS • MADISON STORM DRAIN LINE 3A SOUTH (2A -6, 2A -7) • MAY 25, 2005 :r t; 'r'; d; '. ,; :r :r :r ir'.; 'r � i; '.; ...r :r � � 'r' ............. •.': ir'r � � it �• � 'r'c it ir'r i; '.; :t': � � .........::r �- :r i; '::r �• 'r � 'r ir'............. � '.t'.: FILE NAME: LINE3AS.DAT TIME /DATE OF STUDY: 12:00 05/25/2005 ---------------------------------------------------------------------- - - - - -- 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 30.0 20.0 0.018/0.018/0.020 0.67 - - - -- - - - - -- - - - -- 2.00 0.0313 0.167 - - - - - -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.- FLOW PROCESS FROM NODE 12.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----- - - - - -- Page 1 I LINE3AS20.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.80 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET) = 1002.74 ELEVATION DIFFERENCE(FEET) = 0.74 TC = 0.359[( 193.80="3)/( 0.74)]" *.2 = 8.993 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8277 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.78 TOTAL RUNOFF(CFS) = 2.27 .... 4r'.: .': ir'. ri:**' rir* i:'..*•' k'. c'. r..'. r**'. r' r** �- ir* �•.. �-*..'. rir 'r * * * * * *�.... * *..:c'.: * *�-'.c �r �- * *..* *iris ................�•�- FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1002.74 DOWNSTREAM ELEVATION(FEET) 997.80 STREET LENGTH(FEET) = 626.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 F1oW Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 4.35 TC(MIN.) = 13.34 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.798 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8142 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 4.98 TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) = 7.25 c.9.+ 7 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 15.95 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH.VELOCITY(FT*FT /SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 24.00 = 820.20 FEET. **' r'. r*'. r..'. rir�•: r* �• �- sYicir' k* k*'.: �•*: cirdr* ir*'. r.:: r* �•* sYir** ir****....******':: e�' r 's�•'r * * * * * *'.r�•':�• *'.rir�• ** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< - - - -------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 992.80 DOWNSTREAM(FEET) = 992.03 FLOW LENGTH(FEET) = 153.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.25 Page 2 1 i] � I w 1 1 LINE3AS20.TXT PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 13.89 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.89 RAINFALL INTENSITY(INCH /HR) = 2.73 TOTAL STREAM AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.25 it ir�..'.ri.�•i: it is ire....' .rk� ........................�'r ire'. c.. iri; �.... .....:ir�..�ir'.rir'.c��'.rir'r it ire.,.. .. .. .. it .. .. .. .. .. .. .. .. .. �•ir FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = Kir[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 91.10 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1003.29 ELEVATION DIFFERENCE(FEET) = 0.18 TC = 0.359•[( 91.10 ="3)/( 0.18)]• *.2 = 7.586 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.884 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8331 SOIL CLASSIFICATION IS "B SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 iri;iri: it it k �•ir�.,.. ir�ir ire.... sir �.......... �ir'.tk' ...................... pie ic�ir�........�i; it it �'.ri; ire.. .. .. �•ir�.. .. �i; �ir'.r :Y� - -FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION ## 2 USED) ««< l - - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1003.29 DOWNSTREAM ELEVATION(FEET) = 999.88 STREET LENGTH(FEET) = 644.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 1.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.79 AVERAGE FLOW VELOCITY(FEET /SEC.) _ ' 1.69 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 6.34 TC(MIN.) = 13.93 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.729, CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8126 SOIL CLASSIFICATION IS "B" Page 3 LINE3A520.TXT SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 3.35 C;•�.- END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.53 FLOW VELOCITY(FEET /SEC.) = 1.90 DEPTH*VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 21.00 = 735.50 FEET. .. *i; � . ..............................r it i. .......................... * *'.c it �•�•'.•'. - *�•ir it �• *�.......,............ .. .. .. .. .. .. it is i.•ir * *i. .. .. .. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.88 DOWNSTREAM(FEET) = 992.03, FLOW LENGTH(FEET) = 95.90 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.35 PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 22.00 = 831.40 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.14 RAINFALL INTENSITY(INCH /HR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.35 ** CONFLUENCE DATA ** STREAM RUNOFF- TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.25 13.89 2.734 2.97 2 3.35 14.14 2.706 1.44 * * *�•ic�•ir *� .....:*' . * *i; *i.•ir * * *i ............. *ir ir*********'.: ir* � •�•�• * * * *.... *i;'ssY * * * *�• * *'.; "WARNING IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED•FOR 2 STREAMS. * PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.54 13.89 2.734 2 10.52 14.14 2.706 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.54 TC(MIN.) _ TOTAL AREA(ACRES) = 4.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE Page 4 i 11 13.89 22.00 = 973.50 FEET. [l LINE3AS20.TXT FLOW PROCESS FROM NODE 22.00 TO NODE 19.00 IS CODE = 31 >:? »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.03 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 439.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.17 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.54 PIPE TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 19.00 = 1413.30 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.41 TC(MIN.) = 15.31 PEAK FLOW RATE(CFS) = 10.54 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS a Page 5 1 LINE5A20.TXT RATIONAL METHOD ,HYDROLOGY ,COMPUTER J PROGRAM ,BASED AON,,,,, 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 DESCRIPTION OF STUDY = MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 5A (3A -1, 3A -2, 3A -3) - i° MAY 25, 2005 FILE NAME: LINESA.DAT TIME /DATE OF STUDY: 14:17 05/25/2005 ' ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY- AND HYDRAULIC INFORMATION: -MODEL -- - - - 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)- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 - -(n) -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 1 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.= - ��- ��::��- ::��•��:��- �•� -�•�� ...�. �.. .,..,. ...�..,..,. .,.A �.� -��.. �Ax� Ate. - -FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------- A�, » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - ------ Page 1 - - - - -- 1 LINE5A20.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.40 UPSTREAM ELEVATION(FEET) = 998.42 DOWNSTREAM ELEVATION(FEET) = 997.95 ELEVATION DIFFERENCE(FEET) = 0.47 TC = 0.359=•[( 165.40 * *3) /( 0.47)] * *.2 = 8.955 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.527 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8279 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.48 G.i>.# G FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 992.95 DOWNSTREAM(FEET) = 991.46 FLOW LENGTH(FEET) = 297.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.48 PIPE TRAVEL TIME(MIN.) = 1.54 TC(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 27.00 = 462.80 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - ------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH /HR) = 3.22 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.48 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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) = 109.10 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 998.26 ELEVATION DIFFERENCE(FEET) = 0.43 TC = 0.359•[( 109.10 *3)/( 0.43)] * *.2 = 7.101 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.035 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8351 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.83 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62 Page 2 r LINE5A20.TXT ---------------------------------------------------------------------------- - - »»> COMPUTE- STREETSFLOW- TRAVEL- TIME)<<<<< SUBAREA« « <-------------- - - - - -- »» >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 998.26 DOWNSTREAM ELEVATION(FEET) = 996.25 STREET LENGTH(FEET) = \633.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 1 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) = 4.49 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 6.32 TC(MIN.) = 13.42 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.789 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.00 O.11 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 19.88 FLOW VELOCITY(FEET /SEC.) = 1.93 DEPTH *VELOCITY(FT*FT /SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 742.80 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------------------------ -------------- ELEVATION DATA: UPSTREAM(FEET) = 991.66 DOWNSTREAM(FEET) = 991.46 FLOW LENGTH(FEET) = 40.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.95 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.00 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 13.55 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. ' - -FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ---------------------------------------------------- - - ---- TOTAL NUMBER OF STREAMS = 2 .CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.55 RAINFALL INTENSITY(INCH /HR) = 2.77 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW'RATE(CFS) AT CONFLUENCE = 8.00 Page 3 1 � I � I l 1 1 .. �: �:.. �; �- � �: � �• �- �: �: �: � �- �- .. �- � �- �- �- �: �• ::.. �- �• .;:.. �• �• WARN I NG * .. �• �r � � �• .. � � � �• .. �r � ., �- �- �: �- • ::.......................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT-IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 7.67 10.49 3.217 2 9.27 13.55 2.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.27 TC(MIN.) = 13.55 TOTAL AREA(ACRES) = 3.91 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. ' �•�i:�:t�:rs:'ci.•��:r'r��ir �: r�': ict ':,,,,......':�•..�•'r..�i.•.. ir��. r: c��ir��ir '.•�..�'.c'.r'c.. .. .. e'r'r .. .. .. .. .. .. :r'.t :r FLOW PROCESS FROM NODE 27.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 1 - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<< < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 991.46 DOWNSTREAM(FEET) = 990.52 FLOW LENGTH(FEET) = 188.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.27 PIPE TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 14.17 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 31.00 = 971.70 FEET. .. pie' r„ �' x'. rir: ririr�•: r�h� •ir��-�ir��'.r�ie�..��r��„�• icy..'..• �* sY�' r��,,., ��sY�• ��• �' rir'. e '.r�•ir:c'r'....,�',e:t'.....�� ' FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.17 RAINFALL INTENSITY(INCH /HR) = 2.70 TOTAL STREAM AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.27 - -FLOW- PROCESS - FROM -NODE 32.00 TO NODE 33.00 IS CODE = 21 ---------- ---- ---- ---------- ---- ---- ---------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = Kk[(LENGTH**3) /(ELEVATION CHANGE)]"°.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 1 LINE5A20.TXT CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.48 10.49 3.217 0.51 2 8.00 13.55 2.773 3.40 .. �: �:.. �; �- � �: � �• �- �: �: �: � �- �- .. �- � �- �- �- �: �• ::.. �- �• .;:.. �• �• WARN I NG * .. �• �r � � �• .. � � � �• .. �r � ., �- �- �: �- • ::.......................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT-IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 7.67 10.49 3.217 2 9.27 13.55 2.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.27 TC(MIN.) = 13.55 TOTAL AREA(ACRES) = 3.91 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. ' �•�i:�:t�:rs:'ci.•��:r'r��ir �: r�': ict ':,,,,......':�•..�•'r..�i.•.. ir��. r: c��ir��ir '.•�..�'.c'.r'c.. .. .. e'r'r .. .. .. .. .. .. :r'.t :r FLOW PROCESS FROM NODE 27.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 1 - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<< < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 991.46 DOWNSTREAM(FEET) = 990.52 FLOW LENGTH(FEET) = 188.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.27 PIPE TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 14.17 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 31.00 = 971.70 FEET. .. pie' r„ �' x'. rir: ririr�•: r�h� •ir��-�ir��'.r�ie�..��r��„�• icy..'..• �* sY�' r��,,., ��sY�• ��• �' rir'. e '.r�•ir:c'r'....,�',e:t'.....�� ' FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.17 RAINFALL INTENSITY(INCH /HR) = 2.70 TOTAL STREAM AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.27 - -FLOW- PROCESS - FROM -NODE 32.00 TO NODE 33.00 IS CODE = 21 ---------- ---- ---- ---------- ---- ---- ---------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = Kk[(LENGTH**3) /(ELEVATION CHANGE)]"°.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 1 LINE5A20.TXT DOWNSTREAM ELEVATION(FEET) = 997.57 ELEVATION DIFFERENCE(FEET) = 1.53 TC = 0.359-[( 303.40* *•3) /( 1.53)]• * -.2 = 10.177 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.275 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8237 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.93 c jt, 4 FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - - - -------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 992.57 DOWNSTREAM(FEET) = 990.52 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.93 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.).= 10.40 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 31.00 = 385.40 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.40 RAINFALL INTENSITY(INCH /HR) = 3.23 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.27 14.17 2.702 3.91 2 1.93 10.40 3.234 0.71 WARNING �• . ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. °* PEAK FLOW RATE TABLE *- ' STREAM NUMBER RUNOFF (CFS) TC (MIN.) INTENSITY (INCH /HOUR) 1 8.73 10.40 3.234 2 10.88 14.17 2.702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.88 TC(MIN.) = 14.17 TOTAL AREA(ACRES) = 4.62 LONGEST FLOWPATH FROM NODE 28.00 TO NODE ' Page 5 31.00 = 971.70 FEET. i'I ' LINE5A20.TXT ' - -FLOW- PROCESS - FROM - NODE - - - -- 31.00 -TO- NODE - - -- -34.00 IS- CODE- =-- 31---- - - - - -- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) 990.52 DOWNSTREAM(FEET) = 987.23 FLOW LENGTH(FEET) = 658.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.88 PIPE TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 16.29 ' -- LONGEST FLOWPATH FROM NODE 28.00 TO NODE 34.00 = 1629.80 FEET. ------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.62 TC(MIN.) = 16.29 -- PEAK - FLOW - RATE( CFS)=== = = = = == 1088__________ _______________________________ ---------------------------------- END OF RATIONAL METHOD ANALYSIS r-, � I Il 1 � I n _J 77 11 J Page 6 LINE6A20.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants �t:., t�•� .. ..�s:��•��.... �� DESCRIPTION OF STUDY ��.. .. MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 6A (3C -1, 3C -2) MAY 25, 2005 FILE NAME: LINE6A.DAT TIME /DATE OF STUDY: 14:53 05/25/2005 ---------------------------------------------------------------------- - - - - -- 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 30.0 20.0 0.018/0.018/0.020 0.67 - - - -- - - - - -- - - - -- 2.00 0.0313 0.167 - - - - --- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT°FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL-TO THE UPSTREAM TRIBUTARY PIPE." FLOW PROCESS FROM NODE 28.00 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------- - - -- Page 1 LINE6A20.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 102.80 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 997.89 ELEVATION DIFFERENCE(FEET) = 0.80 TC = 0.359•[( 102.80* *•3) /( 0.80)]•°.2 = 6.052 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.428 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8397 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.28 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 997.89 DOWNSTREAM ELEVATION(FEET) = 993.78 STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 5.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 PRODUCT OF DEPTH &VELOCITY(FT =FT /SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 4.98 TC(MIN.) = 11.03 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.125 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8209 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 8.13 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 9.41 G •B 3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.62 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH^"VELOCITY(FT *FT /SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 36.00 = 773.80 FEET. FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 31 --=------------------------------------------------------------ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 988.78 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 354.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.41 Page 2 LINE6A20.TXT PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL.NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.81 RAINFALL INTENSITY(INCH /HR) = 3.00 TOTAL STREAM AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.41 FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 21 ---------- 7 ----------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 145.50 UPSTREAM ELEVATION(FEET) = 994.61 DOWNSTREAM ELEVATION(FEET) = 992.59 ELEVATION DIFFERENCE(FEET) = 2.02 TC = 0.359 *[( 145.50 * *3) /( 2.02)] * *.2 = 6.194 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.368 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8391 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.57 ..: cicie�• i:* i:'. r* iris: ri:::*......':'. r: c*: c*'.:.. �• ir***** i:**;:** �•* �•* ir::....**: e***::: ric: r**' .e *:r' :i:::ir' ................. FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< ------------------------------------------------------------- - - - - -- -- ------ UPSTREAM ELEVATION(FEET) = 992.59 DOWNSTREAM ELEVATION(FEET) = 989.90 STREET LENGTH(FEET) = 311.90 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 F1oW Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 8.21 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.710 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8306 SOIL CLASSIFICATION IS "B" Page 3 LINE6A20.TXT SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 8.17 TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 9.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.65 FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH="VELOCITY(FT=•FT /SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 40.00 = 457.40 FEET. FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 984.90 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 221.30 • MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.73 PIPE TRAVEL TIME(MIN.) = 0.72 TC(MIN.) = 8.93 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 37.00 = 678.70 FEET. s: '.r'.r'.r it is '.r'..... 'c * ......., i.• it ir'.r *'r'......... � :r * i :::.............::r � .. * � � .... 't � ...... �• � 't i....::e't ............., ............ '::r FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1' ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.93 RAINFALL INTENSITY(INCH /HR) = 3.53 TOTAL STREAM AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.73 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.41 11.81 3.004 3.51 2 9.73 8.93 3.534 3.08 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it; c�•' c' xir*: r* ic* �•'• t�*'. ci.• �•'. r�• �•** ir***** �•'• t'. r* ir: r::*'• c: t**: t: rir' r'• t�• isir****'. cdt *�•�• * *�• * *�•'r * *'.c *'.•�•'s ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.85 8.93 3.534 2 17.68 11.81 3.004 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.85 TC(MIN.) = 8.93 TOTAL AREA(ACRES) = 6.59 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. - ----------------------------------------------------- END OF STUDY SUMMARY: Page 4 1 LINE6A20.TXT TOTAL AREA(ACRES) _ .6.59 TC(MIN.) = 8.93 == PEAK - FLOW - RATE(CFS)===== = = = =16 85__________ _______________________________ i END OF RATIONAL METHOD ANALYSIS U � 1, i 11 1 Page 5 1 1 u f 1 111 1 1 0 .». f i "i r, LINEHID100.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants �r • r:r�..�•�r� �•� �•� c� DESCRIPTION OF STUDY r� r��r��• r� .. �� r • MADISON CLUB 100 YEAR ANALYSIS • MADISON STORM DRAIN LINE HIDEAWAY (2A -1, 2A -2) • MAY 25, 2005 �•� � 's.-': ;r :r'r'.. .. '.: 'cam'.: is „ir'r� �it��i:k'.. .. .. .. ',: :r :r :r'.:�'.: �:r *:: i:' ..'.•i:'r'........'r��-�r i. .. .: ::�.. .. .: :e :r '. .. :r it �'.c :r i. .. FILE NAME: LINEHID.DAT TIME /DATE OF STUDY: 08:53 05/25/2005 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - - - -- --- - - - - -- ----------- - - - - -- - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.67 - - - -- - - - - -- - - - -- 2.00 0.0313 0.167 - - - - - -- 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of- Curb)\ 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT /S) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* sir'r�i:��• *� -�� -�: ire' c�: ��rf:::........ �- ��- �- �• ��:::': �- is��: r ::.......................:' r��r� ......................�•��.. FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------- - -- Page 1 `J v L v 0 1 i t � I 1 t LINEHID100 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH **3) /(ELEVATION CHANGE)]* *. INITIAL SUBAREA FLOW- LENGTH(FEET) = 76. UPSTREAM ELEVATION(FEET) = 1009.48 DOWNSTREAM ELEVATION(FEET) = 1008.80 ELEVATION DIFFERENCE(FEET) = 0.68 TC = 0.359'x[( 76.90='=3)/( 0.68)]''x.2 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.71 TXT = 5.253 6.564 = .8566 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.71 .. ��i.....'.:'. r� .................. ��'. r�• '.r'..•��'.r��-�'r......'.r��ir �•tr�•k'.... ix��ir�...............,...... .. .. .. :rte.. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED) « «< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1008.80 DOWNSTREAM ELEVATION(FEET) = 1005.96 STREET LENGTH(FEET) = 523.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 4.77 TC(MIN.) 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.515 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "B" 10.02 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) _ 2.70 G.8.*k 13 3.89 4.6149,55= IL "(0<f:S END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.24 FLOW VELOCITY(FEET /SEC.) = 2.08 DEPTH *VELOCITY(FT*FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. ire' r'. ririr�'. cir��• ��„ �'..• ��'. r: rsYir�'. r�.. �* �• �'. r��' r�'. r��• ��ir�.. ��4r�� ...,..�'.•ir��:r FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< -- »» >USING COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE - FLOW) < << < < -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1000.96 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 512.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS• 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 2 C Ff 1 r l LINEHID100.TXT PIPE- FLOW(CFS) = 4.61 PIPE TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1112.60 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.61 ire- iri... �ir� ............��i:i:'...........t it�..':�i: ir��ir i•iri ��it 1 ............................... it ir'.c it i. ., .. .. .. .. it is �.. .. .. .. .. .. FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 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) = 70.10 UPSTREAM ELEVATION(FEET) = 1005.96 DOWNSTREAM ELEVATION(FEET) = 1005.59 ELEVATION DIFFERENCE(FEET) = 0.37 TC = 0.359 *[( 70.10 * *3) /( 0.37)1 * *.2 = 5.612 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.317 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8552 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.73 ': it it �sY it it its ... .. .. .. �•ir it „.. .. ' tit ':..':��•�•�i.•��•i:�::�tir i ...................it�.....t it i;�.. .. .. .. .. .. .. .. .. .. .. .. .. '.: �•� FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 2 USED) « «< -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 1003.15 STREET LENGTH(FEET) = 412.60 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 3.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.94 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 \ PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 3.50 TC(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.772 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8433 Page 3 t I LINEHID100.TXT SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 5.57 C.1�, END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.21 FLOW VELOCITY(FEET /SEC.) = 2.23 DEPTH *"VELOCITY(FT*FT /SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 6.00 = 482.70 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 31 ----------------------------------------------- ----------------------------- PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 998.15 DOWNSTREAM(FEET) = 997.95 FLOW LENGTH(FEET) = 40.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.57 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 9.26 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 = 523.00 FEET. its.. .. .. ..... iti;: ri ............... it: t�............ �'. r�....................... ...........�•i ;::?:i:it�.t:c�.. .. .. .. .: 'rte.. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< --------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:. TIME OF CONCENTRATION(MIN.) = 9.26 RAINFALL INTENSITY(INCH /HR) = 4.73 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.57 0 it* CONFLUENCE DATA *i; STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.61 11.87 4.092 1.15 2 5.57 9.26 4.727 1.34 ��- is�i: itit��• �i.• ��.. ��• i.• ��i;° ��WARNING�- is�i: ��• ��i; �i;�i:��- �::��it�it��- �•i;�� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1 * � '.t it �• is ic'.'.t it'.t it � it i:.r.'.c � � � it �• � i.• it is i.. r. � � ie it •'k is i......,..r. �. � # �. a...: it .r....r. �. � ',; i..r. {: i; i.• i; �. �...'. is i �•'t iz it � '• � i; �. ..,. ^^ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO i CONFLUENCE FORMULA USED FOR 2 STREAMS. =" PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.16 9.26 4.727 2 9.43 11.87 4.092 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.16 TC(MIN.) = 9.26 TOTAL AREA(ACRES) = 2.49 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1112.60 FEET. r Page 4, 0 1 i I � v f LINEHID100.TXT FLOW PROCESS-FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 997.95 DOWNSTREAM(FEET) = 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.16 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 9.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. ------------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 9.59 PEAK FLOW RATE(CFS) = 9.16 -------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 I Page 5 •.i 1 J f I .. 11 LINE3AN100.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD), 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants is DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) MAY 25, 2005 FILE NAME: LINE3A.DAT TIME /DATE OF STUDY: 10:42 05/25/2005 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - - - -- --- - - - - -- ----------------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.=' FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------- - - - -- Page 1 LINE3AN100.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 99.60 UPSTREAM ELEVATION(FEET) = 1008.98 DOWNSTREAM ELEVATION(FEET) = 1008.41 ELEVATION DIFFERENCE(FEET) = 0.57 TC = 0.359"[( 99.60 * *3) /( 0.57)] * *.2 = 6.355 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.878 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8524 . SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.49 *'. z: ci.........' r* �......* it'.: r�....*: k'. r�-'. rir*' s*.:: t� ..... ......................... *ir *.. *:rte.......... .. ., .. .. .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1008.41 DOWNSTREAM ELEVATION(FEET) = 999.67 STREET LENGTH(FEET) = 1241.10 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 7.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.57 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 8.06 TC(MIN.) = 14.41 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.657 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8299 SOIL Q'?ASSIFICATION IS "B SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 11.78 TOTAL AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) = 13.27 C.9 A-�� END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.77 FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH*VELOCITY(FT *FT /SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 10.00 = 1340.70 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 994.67 DOWNSTREAM(FEET) = 993.97 FLOW LENGTH(FEET) = 127.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.27 Page 2 LINE3AN100.TXT PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 14.78 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 11.00 = 1468.20 FEET. .FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.78 RAINFALL INTENSITY(INCH /HR) = . 3.60 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.27 .... ire.......: ir: ri.'. r�...... ��i. �• isir' r�.... ......�:cic'.:ir�..........�•is is is it' . .........................'..'i; ir��t'r'. it sir i.•i; it �.. .. .. FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 --,- ------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH* 3) /(ELEVATION CHANGE)]1*.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 130.60 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET) = 1002.69 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359'[( 130.60* *3) /( 0.79)1**.2 = 7.005 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.556 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 2.21 isi;ir�•iri. '.: ie is i; is it ir'.: 's it�i: it icy ki: i; '.. .. .. .. sir �i:ir' .. .. .. .. .. .. .r is ir�ir �•ir is *� �•�ic is �•ir �.. .. ., ,, ., ,, is ir'.. .. .. icy �•�•�•�•�i; i. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1002.69 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 419.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 * *TRAV/EL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.09 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.70 TC(MIN.) = 9.71 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.599 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8416 SOIL CLASSIFICATION IS "B" Page 3 I � V V LINE3AN100.TXT SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 6.82 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 9.02 G •�•# tO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.13 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FTirFT /SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 550.30 FEET. .. sir i ............. isi; i..................................... �i: �.. �i; i................ ............................... .. .. ., .. .. .. .. .. .. .. ., .. .. .. .. FLOW PROCESS FROM NODE 14.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) = 993.97 FLOW LENGTH(FEET) = 21.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.02 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 9.78 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 572.00 FEET. ..iri :i.'.ti;�it ir�ir:ki... its ........ ..........iti.............� -'.r it �ir�..�ir i.....it�.............. sir i:ir�...... .. .. .. .. .. .. .. '.•k '.c it it it it FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.78 RAINFALL INTENSITY(INCH /HR) = 4.58 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.02 ** CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 13.27 14.78 2 9.02 9.78 INTENSITY AREA (INCH /HOUR) (ACRE) 3.604 4.18 4.579 2.23 ..�i:�'w�i; it it it �•�ir�ir i;�� .. .. .. .. .. .. .. .. .. �i; �.. .. ......��•k�..�•'.e�.......... .. .. .. .. .. .. .. .. ..sir it �.. .. Vii: IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. i;'....':i:ie�'.:i:i: �•iririti; �it�........iri...ic� iei.• i;'. r�ic�ir�ir� ........i :iriric�•�it� � �i: �•�ki;ir�"irit�...,.. �i: � �irit�.. �i; RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.80 9.78 4.579 2 20.37 14.78 3.604 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.37 TC(MIN.) = 14.78 TOTAL AREA(ACRES) = 6.41 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 11.00= 1468.20 FEET. ..................sir i:..........�ic i:'.:': i:=• ici .•is��i;iri...........�•i;is�.. icy. ............................... .. is �k '.. .. .. .. .. .. .. �ic�.. .. .. Page 4 � I . ` . � ` � v � � ' | ` '` ^ ,\ ` � .'v ` . ` . . v - ` ' ` \, LINE3AN100.TXT FLOW PROCESS FROM NODE 11.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 993.97 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 57.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH.PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.00 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.37 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 14.92 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 15.00 = 1525.30 FEET. it is i:....., :: it i.•'k i . ........................ is i; i.........., ., is is � is i................. '.: is � �- is it is i:....., t it � ..., is i......, .....: ir'........ ': i; FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.92 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.37 ..ire.... �••ki: �., ici ..... ........'.ci.i:itirir�•'.r�.... �k�i::.. riti .•kiri......cisi....cisit�.... �•&icist, �• ici. .........r:r�....'.c�.......... FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 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) = 120.90 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1002.68 ELEVATION DIFFERENCE(FEET) = 0.79 TC = 0.359*[( 120.90 **3)/( 0.79)1 **.2 = 6.688 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.707 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8511 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.98 : ri: �i; �•* ��' s�k::i; i..... is��'- �i::: ��.. isi; ��:; �• ��• ��- is�•i< �............ �i:��•�........�i;��....�� FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 62 ------------ ------- ----- ------- ----- ----- -------------- -------------------- r_` » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< �._ ---------------- - - - - -- _- UPSTREAM ELEVATION(FEET) = 1002.68 DOWNSTREAM ELEVATION(FEET) = 999-08 STREET LENGTH(FEET) = 402.30 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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 Page 5 i � I LINE3AN100.TXT TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 2.83 TC(MIN.) = 9.52 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.652 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8421 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 6.15 G END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45. HALFSTREET FLOOD WIDTH(FEET) = 14.54 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH*VELOCITY(FT*FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 18.00 = 523.20 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 994.08 DOWNSTREAM(FEET) = 993.58 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.15 PIPE TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 622.10 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.87 RAINFALL INTENSITY(INCH /HR) = 4.55 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.15 ** CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.37 14.92 3.585 6.41 2 6.15 9.87 4.553 1.52 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE Page 6 -1 STREAM RUNOFF NUMBER (CFS) 1 19.63 2 25.21 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FRi LINE3AN100.TXT TC INTENSITY (MIN.) (INCH /HOUR) 9.87 4.553 14.92 3.585 ESTIMATES ARE AS FOLLOWS: = 25.21 TC(MIN.) = 14.92 7.93 )M NODE 8.00 TO NODE 15.00 = 1525.30 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< - ---------------------------------------------------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 993.58 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 729.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.59 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.21 PIPE TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 16.76 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. ----------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.93 TC(MIN.) = 16.76 PEAK FLOW RATE(CFS) _ 25.21 ---------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 7 r 1 LINE3AS100.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants kkkkk�• rr� �� DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS MADISON.STORM DRAIN LINE 3A SOUTH (2A -6, 2A -7) MAY 25, 2005 kkitkk��i: i:: ris'. r'.: ir' r ::ie'..........�•ic'......'e�.. wit �-it it ir' r., i.• �: r' r: r�� •�'.r' .................:r�:r�.. .. .. ., .. ., ., ,. �•t�.. .. .. FILE NAME: LINE3AS.DAT TIME /DATE OF STUDY: 11:34 05/25/2005 ---------------------------------------------------------------------------- -- USER - SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR).= 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C °- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1 1. Relative F1OW -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.* . kk�• k* k: rkkkkkkkkk�- kkkkkkkkkkk� • *k *k�•�•k'.rk�•�•k�• irks•* k�• �• kk�• �• �•'.- �-' rkk� •k�•:: *k'.:kk:r�•�- '.:i. -k�•k - -FLOW PROCESS FROM NODE 12.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 1 r 1 1 l I 1 it I I-It 1 I LINE3AS100.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.80 UPSTREAM ELEVATION(FEET) = 1003.48 DOWNSTREAM ELEVATION(FEET) = 1002.74 ELEVATION DIFFERENCE(FEET) = 0.74 TC = 0.359*[( 193.80 *3)/( 0.74)] * *.2 = 8.993 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.807 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 0.78 TOTAL RUNOFF(CFS) = 3.16 **iris it is .: it *ic i. ..., i:'.c it * *ir *'.r i. .. .. �•sY *.. .. .... * *i . .. .. .. .... .... .. .... .. '.r * *ir * * * *.. .. .... .. .... .... .. .. .. .. .. .. .. *ir'.. .. .. .. .. FLOW PROCESS FROM NODE 23.00 TO NODE • 24.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1002.74 DOWNSTREAM ELEVATION(FEET) = 997.80 STREET LENGTH(FEET) = 626.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 6.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 3.99 TC(MIN.) = 12.99 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.885 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8331 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 7.07 TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) = 10.24 C.Q. *7 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.32 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FT *FT /SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 24.00 = 820.20 FEET. iri• ir* �• i.•'. rir* ieic*'. r* ie* s4� „.,..., *� *iririr'.: *ir *ir *.... �• * *�iri: �• ieir*..,...* ir* * * * * * *irir�• * * * *ir * *i,..„„„„..„ FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ========= ---------- ELEVATION DATA: UPSTREAM(FEET) = 992.80 DOWNSTREAM(FEET) = 992.03 FLOW LENGTH(FEET) = 153.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.17 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.24 Page 2 LINE3A5100.TXT PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 13.48 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.48 RAINFALL INTENSITY(INCH /HR) = 3.80 TOTAL STREAM AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.24 FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] "*.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 91.10 UPSTREAM ELEVATION(FEET) = 1003.47 DOWNSTREAM ELEVATION(FEET) = 1003.29 ELEVATION DIFFERENCE(FEET) = 0.18 TC = 0.359 *[( 91.10 * *3) /( 0.18)] * *.2 = 7.586 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.305 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8481 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.69 it :r ir'..•1: is * **': k* ic*......* isiri.*: r: r' k'. r* it'..'. r** .............. ........ * *':�• * * * *�• * *�• * *�..., .. '..• *�.. *ir *.. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED)« «< - ----------------------------- --------------------- UPSTREAM ELEVATION(FEET) = 1003.29 DOWNSTREAM ELEVATION(FEET) = 999.88 STREET LENGTH(FEET) = 644.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 5.89 TC(MIN.) = 13.48 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.802 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8320 SOIL CLASSIFICATION IS "B" Page 3 LINE3AS100.TXT C\ SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 4.76 C. END OF SUBAREA STREET FLOW HYDRAULICS.' DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.54 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 21.00 = 735.50 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 994.88 DOWNSTREAM(FEET) = 992.03 FLOW LENGTH(FEET) = 95.90 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.76 PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 22.00 = 831.40 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 -------------=-------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.67 RAINFALL INTENSITY(INCH /HR) = 3.77 TOTAL STREAM AREA(ACRES),= 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 1 ** CONFLUENCE DATA ** i I STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) _ 1 10.24 13.48 3.802 2.97 2 4.76 13.67 3.771 1.44 ��•;: �• ��:: �� ;��.:�� :��•�- ��::��•�� -� -* WARNING***** ��• ��- �� •��•��- ��•::�- �•��•� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ^WILL RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2-STREAMS. ** PEAK FLOW RATE TABLE * STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.93 13.48 3.802 2 14.91 13.67 3.771 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) ESTIMATES = 14.93 ARE AS FOLLOWS: TC(MIN.) = 13.48 TOTAL AREA(ACRES) = 4.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. Page 4 1 LINE3AS100.TXT .. .. .. is is '.. '.:�', .. '.: t, �.. .. .. .. .. �• k� .................. ............................... ...........'.::rte.....,........ .. .. .. .. .. .. ., .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 22.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - - ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 992.03 DOWNSTREAM(FEET) = 989.83 FLOW LENGTH(FEET) = 439.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.93 PIPE TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 14.78 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 19.00 = 1413.30 FEET. --------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.41 TC(MIN.) = 14.78 PEAK FLOW RATE(CFS) = 14.93 ------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 5 J D 1 LINE5A100.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants s:� �: �•i:� �r DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS MADISON STORM DRAIN LINE 5A (3A -1, 3A -2, 3A -3) MAY 25, 2005 FILE NAME: LINESA.DAT TIME /DATE OF STUDY: 13:48 05/25/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 —YEAR STORM 10— MINUTE INTENSITY(INCH /HOUR) = 2.830 10 —YEAR STORM 60— MINUTE INTENSITY(INCH /HOUR) = 1.000 100 —YEAR STORM 10— MINUTE INTENSITY(INCH /HOUR) = 4.520 100 —YEAR STORM 60— MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 —YEAR INTENSITY— DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - - - -- --- - - - - -- ----------------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.02010.02010.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.° FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------- - - - - -- Page 1 I- 1 i I � I i I I I � I I I I i 1 1 1 LINE5Al00.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.40 UPSTREAM ELEVATION(FEET) = 998.42 DOWNSTREAM ELEVATION(FEET) = 997.95 ELEVATION DIFFERENCE(FEET) = 0.47 TC = 0.359•[( 165.40* 3)/( 0.47)1 * *.2 = 8.955 100, YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.819. CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8437 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.06 C •R•'# 6 ....i: * *ic is it *ire- i :i:�..��ic�..�•�ic �- ..........ir�..��..i ::Y��'c is it ire .....:ic�..��•ic��- 'ki:��i.•.. .. .. ..��ie'.. :: k �i: ::��ir FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< -- » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.95 DOWNSTREAM(FEET) = 991.46 FLOW LENGTH(FEET) = 297.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 10.36 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 27.00 = 462.80 FEET. is it it it .. '.: it it is ir*ie it is *i: .. .. .. �•s: *�• *'.t •'k'.: .. .. .. .. iri .. *ic is it *.. *it *.: *� .. .. .. .. .. .. .. .. .. .. .. .. .. �•ir *.. .. .. *'k * * ** *„ *kic - -FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------------------------------------------------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.36 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 ...... isi:*........** �.... �: r: ri. �: r� ......... .......�- '��•��•:r��::�......., ism'; i..........,.. �it�..., ..�i:�i:�.,.................... FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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) = 109.10 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 998.26 ELEVATION DIFFERENCE(FEET) = 0.43 TC = 0.359 *[( 109.10 * *3) /( 0.43)] * *.2 = 7.101 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.512 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8497 SOIL'CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.15 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62 Page 2 1 LINE5A100.TXT , ---------------------------------------------------------------------------- - - »»> COMPUTE- STREETSFLOW - TRAVEL- TIME)<<<<< SUBAREA «« <-------------- - - - - -- » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 998.26 DOWNSTREAM ELEVATION(FEET) = 996.25 STREET LENGTH(FEET) = 633.70 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 ` DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 6.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 PRODUCT OF DEPTH &VELOCITY(FT =FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 5.78 TC(MIN.) = 12.89 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.902 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8333 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS).= 10.27 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 11.42 #S' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 22.92 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT*FT /SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 742.80 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - - » »> USING- COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------------------------- ------------- ELEVATION DATA: UPSTREAM(FEET) _• 991.66 DOWNSTREAM(FEET) = 991.46 ' FLOW LENGTH(FEET) = 40.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.41 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.42 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. - -FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< -------------------------------------------------------- -------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.42 Page 3 1 isisi; �..., iti .. ............................... �- isi.............�.': WARNING :...................,............... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ■ * PEAK FLOW RATE TABLE ** LINE5A100.TXT i` CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.06 10.36 4.429 0.51 2 11.42 13.01 3.881 3.40 isisi; �..., iti .. ............................... �- isi.............�.': WARNING :...................,............... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ■ * PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.15 10.36 4.429 2 13.22 13.01 3.881 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.22 TC(MIN.) = 13.01 TOTAL AREA(ACRES) = 3.91 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 783.00 FEET. ..mot. is it �•..��'..• ism' ri;i; iri:' r� ..i :ir�-�........�-i:'.r..�•�.. sic �• ��'. r� .......:ir�•�•..�::..��ie��•i: i.•.. �i; �ir'..�k�•�'.r k ire FLOW PROCESS FROM NODE 27.00 ---------------------------------------------------------------------------- TO NODE 31.00 IS CODE �.. = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 1 »»> USING COMPUTER-ESTIMATED PIPESIZE NON _PRESSURE FLOW) < < < < < - - - - ELEVATION DATA: UPSTREAM(FEET) -( - = 991.46 DOWNSTREAM(FEET) -- - - - - -- = 990.52 FLOW LENGTH(FEET) = 188.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.22 PIPE TRAVEL TIME(MIN.) = 0.57 LONGEST FLOWPATH FROM NODE TC(MIN.) = 13.58 28.00 TO NODE 31.00 = 971.70 FEET. iri; ir�ir is it it it it it i... ie�..'.: �i:i:ici.......�•i:�•it�..� -iri �i;��•&�i:i....� *�•ir��'k �ic��i;� .... .. .. .. .. .. .. .. .. .. .. .. .. .. �it�� FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------- - - ---- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.58 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 3.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.22 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 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) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 LINE5Al00.TXT DOWNSTREAM ELEVATION(FEET) = 997.57 ELEVATION DIFFERENCE(FEET) = 1.53 TC = 0.359="[( 303.40 **3)/( 1.53)] * *.2 = 10.177 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.474 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8402 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) _ 2.69 C.i3.4+ ............ i.•ir is i. .. .. .. ire.. .. .. .. .. ., i;* i :....... ............................... it ire.......................... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. t FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 31 - - ---------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.57 DOWNSTREAM(FEET) 990.52 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 31.00 = 385.40 FEET. is it it *�- it *- '.r *ir *�•ir is i.......'. ri..... iri ...ir *......ir'.r'..........* icy ............ .... * * *ic:'................i.- ire - *', .. .. .. .. .. .. is i. .. .. FLOW PROCESS FROM NODE 31.00 TO-NODE 31.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 1 ---------- - =TOTAL NUMBER OF STREAMS=-==2------------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.38 RAINFALL INTENSITY(INCH /HR) = 4.42 ' TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.69 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.22 13.58 3.786 3.91 2 ^^ ^2.69 10^38 . ^^ 4.424 ^^ 0 ^71^^ * *i: *iz *ir *''. *'.t *..•i; is is it is �•* *i: *.ti ... �. * *:'•.'. �. it * * *i: *i•' *'� *....r.....r..r. �. �..n. ,.....r..r..r. �.... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • PEAK FLOW RATE TABLE •• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.80 10.38 4.424 2 15.52 13.58 3.786 COMPUTED-CONFLUENCE ESTIMATES ARE AS FOLLOWS: - PEAK FLOW RATE(CFS) = 15.52 TC(MIN.) = 13.58 TOTAL AREA(ACRES) = 4.62 ' LONGEST FLOWPATH FROM NODE 28.00 TO NODE 31.00 = 971.70 FEET. Page 5 � I LINE5Al00.TXT FLOW PROCESS FROM NODE 31.00 TO NODE 34.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 990.52 DOWNSTREAM(FEET) = 987.23 FLOW LENGTH(FEET) = 658.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 .ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 15.52 PIPE TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 15.51 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 34.00 = 1629.80 FEET. ------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.62 TC(MIN.) = 15.51 PEAK FLOW RATE(CFS) = 15.52 END OF RATIONAL METHOD ANALYSIS Page 6 1 I LINE6A100.TXT RATIONAL METHOD HYDROLOGY ,COMPUTER JPROGRAM ,BASED ,ON,A,,, RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software.(aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS jt MADISON STORM DRAIN LINE 6A (3C -1, 3C -2) MAY 25, 2005 it i.:::k � :. 'r it :. '.r * ........ �• *'t'r :: is *': s: '.c'.r � ..., :c'.. ;; i; '..; 'r � * is ': � it it �• is � 'c'...::r'.e '. * ir'..., �• *'...'.; is ':.. * * * 3: � ...... '.c FILE NAME: LINE6A.DAT TIME /DATE OF STUDY: 14:35 05/25/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY - - AND HYDRAULIC MODEL INFORMATION: -- - - ----------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES •USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT' WIDTH LIP HIKE FACTOR NO_ -(FT) --- (FT)_- SIDE -/- SIDE / -WAY- -(FT)- -(FT) -(FT)- (FT)- - -(n) -- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 43.0 38.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .. .......... - -FLOW PROCESS FROM NODE 28.00 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Page 1 1 1 � I 1 t LINE6Al00.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH' *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 102.80 UPSTREAM ELEVATION(FEET) = 998.69 DOWNSTREAM ELEVATION(FEET) = 997.89 ELEVATION DIFFERENCE(FEET) = 0.80 TC = 0.359*[( 102.80 * *3) /( 0.80)] * *.2 = 6.052 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.047 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8535 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.77 .... �'::** isici: i:'.:** isti :......................�i;��ir is i ;i... sic:.....,........ ......................... :ic'.. .. .; it i. .. .. �ic�.. .. .. .. .. .. FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 62 ---------------------------------------------------------------------------- » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< - - » » >( STREET TABLE SECTION # 2 USED) ««< - -------------------------------------------------------------------- - - ---- UPSTREAM ELEVATION(FEET) = 997.89 DOWNSTREAM ELEVATION(FEET) = 993.78 STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 7.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 4.56 TC(MIN.) = 10.61 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.367 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8391 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 11.62 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 13.39 G •6.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 21.44 FLOW VELOCITY(FEET /SEC.) = 2.80 DEPTH *VELOCITY(FT *FT /SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 36.00 = 773.80 FEET. FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 31 ---------------------------------------------------------------------------- - - » »> USING COMPUTER- TRAVEL - TIME- THRU- SUBAREA«URE FLO------------------ » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 988.78 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 354.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.39 Page 2 LINE6A100.TXT PIPE TRAVEL TIME(MIN.) = 0.71 TC(MIN.) = 11.32 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.32 RAINFALL INTENSITY(INCH /HR) = 4.21 TOTAL STREAM AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.39 FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 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) = 145.50 UPSTREAM ELEVATION(FEET) = 994.61 DOWNSTREAM ELEVATION(FEET) = 992.59 ELEVATION DIFFERENCE(FEET) = 2.02 TC = 0.359=•[( 145.50 **3)/( 2.02)] * *.2 = 6.194 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.966 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8530 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(,CFS) = 2.17 FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 992.59 DOWNSTREAM ELEVATION(FEET) = 989.90 STREET LENGTH(FEET) = 311.90 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 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) = 7.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 8.04 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.128 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SOIL CLASSIFICATION IS "B" Page 3 LINE6Al00.TXT SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 11.51 TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 13.68 G't3•# 2.. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.18 FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH*VELOCITY(FT*FT /SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 40.00 = 457.40 FEET. ........ 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FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 984.90 DOWNSTREAM(FEET) = 983.79 FLOW LENGTH(FEET) = 221.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.60 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.68 PIPE TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 38.00 TO NODE 37.00 = 678.70 FEET. ir�..ici..:ici......: it it is it ir'.r it i:.........rir'....ici:.... sir s:'.,........ sir isire ... ...................�•�'..�ir'.. .. .. .. ..��.. .. �•�i: .. ,, ,, FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< - --------------------------------------------------------- - ----- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.70 RAINFALL INTENSITY(INCH /HR) = 4.90 TOTAL STREAM AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.68 •= CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.39 11.32 4.207 3.51 2 13.68 8.70 4.899 3.08 ��.... �- �i; irir��.. �'. ririr�...... �ir�,. �• ��.. ��- ��• �WARNING�...... iri: �.... �- ��.... i. •i;�...........:iri;��i:��•�•� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. '.t�i;��•i:��i; it is is sir it �•iri:��'.r�•ir ir��•�i: iz ir��it�'.r is is s:��•�•�i; �ir�i:��•i; sir �ic'.r�ir it �i; it it �•��it �•ie�� RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 23.97 8.70 4.899 2 25.13 11.32 4.207 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.97 TC(MIN.) = 8.70 TOTAL AREA(ACRES) = 6.59 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 37.00 = 1127.90 FEET. ----------------------------------------------- ------ END OF STUDY SUMMARY: Page 4 I-] � I � I ['I � I � I � I � I � I i I � I � I LINE6A100.TXT TOTAL AREA(ACRES) = 6.59 TC(MIN.) = 8.70 PEAK FLOW RATE(CFS) = 23.97 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 5 -p- 1 �dSM M s r == r= M M= r M = = = = == M HIDL.OUT 0 FILE: HIDLNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 5:40:19 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE HIDEAWAY LATERAL JUNE 3, 2005 it it it it it it it t tr i<ir tr i< i< i< it it t it it it i< * i< it fr i< ft o n a it i< ft tr ft it ft fr � it � it it ft ft ft it i<tr * tr � i<i<i<ir i<* it � i it it it i<� tr i< tr it i< * tr it i<ir it it it it i<ir it � it ,r * � t � t: it i<i<* i<tr * * i<i<a :r it � t tr t � it i<ir it it it it it it it it it it i<� a tr it tr i< I Invert I Depth I water I Q I vel Vel I EnergyY 1 Super ICriticallFloW TOplHeight /[Base wtl INO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I EIeV I Depth 1 Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "Nrr 1 X -Fa111 ZR IType ch it it it tr k it it i <'.r 1 it it tr it it fr it it it I it it it it it it �4 it I it it i it it it it it it 1 it f it it it it it it i 1 it it it it it sY it 1 it it it it it it it 1 sY it it it i< it it it it 1 it it it it it it it 1 i '.r it f it it k h I it it it it it tr it it 1 it tr it it i it it 1 it it it it it it it 1 it it sY it it I i tr it it at it it I I I I I I I I I I I I I 2002.250 998.080 3.540 1001.620 9.02 5.10 .40 1002.02 .00 1.16 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 37.660 .0239 .0074 .28 3.54 .00 .80 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 2039.910 998.980 2.918 1001.898 9.02 5.10 .40 1002.30 .00 1.16 .00 1.500 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- 71- -1- -1- -1- 1- Page 1 Page 1 HIDM.OUT 0 FILE: HIDMNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE'PROFILE LISTING Date: 6- 3 -2005 Time: 5:34:40 MADISON STREET STROM DRAIN HYDRAULIC ANALYSIS LINE HIDEAWAY MAIN JUNE 3, 2005 it it ir'r it it i <Yr it fr it it is it it i< it it it it it it it i it i it it it i it it it it it i it t it i it it it it Y it it it a4 it it it it it i< it it f< it it 1r it it it it it it it it it it it it it it it 6 it it 4 it i fr it 4 it h it it G it i it k aY it it it it it it it it tr tr i< it it i it it :4 to is it tr it i i i <ir i it i {r it ie tr i i I Invert I Elev Depth I water I Q I vel vel I Ener YY 1 Su er lcriticallFloW ToplHei ht /]Base wtl INO wth Station -]- I ] (FT) I Elev I (CFS) I (FPS) Head Grd.El.I Elev I Depth I width IDiag- FTIor.I.D.1 ZL IPrs /Pip L /Ele m c h Slope SF Avel HF DpthiFroude NiNorm Dp "N" X -Falli ZR ]Type Ch i it it sY t< is it 1r it h ir'.e it ie it it it i I it it it it it it it it it it it it it tr it it it I I it it it it it it it it it i it it it i it it I it ie it it it sY it I fr ir'ir it it it 4 k it ISE at it it tr it it i< it it it it tr it it fr it it it it A it it t i it it it it it it i tr tr it it it it at i it it sY it it it it it it it it it 1002.420 -I- I I 995.810 4.590 I 1000.400 I 19.73 I 6.28 ] .61 1001.01 ] .00 I 1.60 ] .00 I 2.000 I .000 I .00 I 1 .0 7.440 -I- .0417 -I- -I- -I- -I- -I- .0076 -I- .06 -I- 4.59 -I- .00 -I- .91 -I- .013 -I- .00 .00 1- PIPE 1009.860 I t 996.120 4.337 I I 1000.457 19.73 I 6.28 I .61 1001.07 I .00 I 1.60 I .00 I 2.000 I I .000 .00 I 1 .0 19.390 .0413 I .0076 .15 .00 .00 .92 .013 .00 .00 1- PIPE 1029.250 I 996.920 I 3.740 I 1000.660 19.73 I 6.28 I .61 1001.27 I .00 I I 1.60 .00 I 2.000 I I .000 .00 I 1 .0 -I- 70.940 -I- .0118 -I- -I- -I- -I- -I- .0076 -I- .54 -I- .00 -I- .00 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE 1100.190 I I 997.760 I 3.576 I 1001.336 19.73 I 6.28 I .61 1001.95 I .00 I I 1.60 .00 I 2.000 I I .000 .00 I 1 .0' -I- JUNCT STR -I- .0090 -I- -I- -I- -I- -I- .0049 -I- .03 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1105.720 I 997. 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OUT 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 kkkkkirk itkki<itk ktrkkir irkkkkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkir irk irkkkkkkkkkirkkkkkkkkkk� it irk � kirkkkkkkkir irkkirkkkkkkkkkkkkkkkkkkirkkk kkirk irkkk *1 I Invert I Depth I water Q I vel Vel I Energy super IcriticallFlow ToplHeight /Isase Wtl INO wth station Elev (FT) I Elev (CFS) I (FPS) Head Grd.El Elev I Depth I width Dia. -FT IIor I.D. ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch itkk itkkkkk itkkkkkftkklkkkkkkkklkkkkkkkkklki< kkkkkkklkkkkkkklkkkkkkklkkkkkkkkklkkkkkkklkkkkkkkklkkkkkkkklkkkkkkklkkkkkkklkkit itk Ikkkkkkir 1000.000 I I 973.000 I 11.000 I 984.000 I 46.74 6.61 I .68 I 984.68 .00 I I 2.23 .00 I I 3.000 I .000 .00 I 1 .0 -I- 133.570 -I- .0100 -I- -I- -I- -I- -I- .0049 -I- .66 -I- 11.00 -1- .00 -I- 1.85 -I- .013 -I- .00 .00 1- PIPE 1133.570 I I 974.340 I 10.316 I 984.656 I 46.74 6.61 I .68 I 985.33 .00 I I 2.23 .00 I I 3.000 I .000 .00 I 1 .0 -I- 67.106 -I- .0946 -I- -I- -I- -I- -I- .0049 -I- .33 -I- 10.32 -i- .00 -I- .97 -I- .013 -I- .00 .00 1- PIPE 1200.676 I I 980.689 I 4.296 I 984.985 I 46.74 6.61 I ..68. I 985.66 .00 I I 2.23 .00 I I 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP I 1200.676 I 980.689 I 1.119 I 981.808 I 46.74 19.46 I 5.88 I 987.69 .00 I I 2.23 2.90 I I 3.000 I .000 .00 I 1 .0 .029 .0946 .0560 .00 1.12 3.77 .97 .013 .00 .00 PIPE 1200.705 980.692 1.119 981.811 46.74 19.46 5.88 987.69 .00 2.23 2.90 3.000 .000 .00 1 .0 -I- 11.757 -I- .0946 -I- -I- -I- -I- -I- .0526 -I- .62 -I- 1.12 -I- 3.77 -I- .97 -I- .013 -I- .00 .00 1- PIPE I 1212.462 I 981.804 I 1.159 I 982.963 I 46.74 18.55 I 5.34 I 988.31 .00 I I 2.23 2.92 I I 3.000 I .000 .00 I 1 .0 -I- 9.155 -I- .0946 -I- -I- -I- -I- -I- .0461 -I- .42 -I- 1.16 -I- 3.52 -I- .97 -I- .013 -I- .00 _.00 I- PIPE I 1221.617 I 982.671 I 1.201 I 983.871 I 46.74 17.69 I 4.86 I 988.73 .00 I I 2.23 •2.94 I I 3.000 I .000 .00 I 1 .0 -I- 7.353 -I- .0946 -I- -I- -I- -I- -I- .0405 -I- .30 -I- 1.20 -I- 3.29 -I- .97 -I- .013 -I- .00 .00 1- PIPE I 1228.970 I 983.366 I 1.245 I 984.611 I 46.74 16.86. I 4.42 I 989.03 .00 I I 2.23 2.96 I I 3.000 I .000 .00 I 1 .0 6.024 .0946 .0356 .21 1.24 3.07 .97 .013 .00 .00 1- PIPE I 1234.994 I 983.936 I 1.290 I 985.227 I 46.74 16.08 I 4.01 I 989.24 .00 I I 2.23 2.97 I I 3.000 I .000 .00 I 1 .0 -I- 5.006 -I- .0946 -I- -I- -I- -I- -I- .0312 -I- .16 -I- 1.29 -I- 2.86 -I- .97 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -20.05 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3 2005 kk.k kkkkkkkk{ rkkkirkkkkkkkkkkirkkikkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkk{ kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkirkkirkkkkk kkkkkkkk I Invert I Depth I water I Q I vel vel I Energy 1 super ICritica11F1ow.Top Height /Iaase iDia. Wtl INO wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Ey.I Elev I Depth I Width -FTIor I.D.1 ZL 1Prs /Pip Page 1 i M M i = M = = = M = = = = i = = = s Page 2 3A. OUT -I- L /Elem -I- Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINOrm -I- -I- I "N" -I- I X -Fall) ZR -I Ch k.ICh irkkkfrkkklirk trk kirkkklkkkkitk kklkirkkkkkkklkkkkkkkkklkirkkkkklkkkkkkklkf< kkkkk{ rklkkkkkkklkkkkkkkklkkkklkkit kkkkDp {rkkklkkkkirkirlkkirkk IType kkkkkk{r 1240.000 I 984.410 I 1.338 I 985.748 I I 46.7 4 15.33 I 3.65 989.40 I .00 I 2.23 I 2.98 I 3.000 I I .000 .00 I 1 .0 JUNCT STR .0950 I .0324 .06 1.34 2.67 .013 .00 .00 PIPE 1242.000 984.600 I 1.216 I I 985.816 I 43.44 16.17 I 4.06 989.88 I .00 I 2.15 I 2.95 I 3.000 I I .000 .00 I 1 .0 .118 .0944 .0356 .00 1.22 2.98 .94 .013 .00 .00 PIPE 1242.118 -I- I 984.611 -I- I 1.217 I 985.828 I I 43.44 16.15 I 4.05 989.88 I .00 I 2.15 I 2.95 I 3.000 I I .000 .00 I 1 .0 5.308 .0944 I -I- -I- -I- -I- -I- .0334 -I- .18 -I- 1.22 -I- 2.98 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1247.426 -I- 985.112 I 1.261 I 986.373 I I 43.44 15.40 I 3.68 990.06 I .00 I 2.15 I 2.96 I 3.000 I I .000 .00 I 1 .0 4.431 -I- .0944 I -I- -I- -I- -I- -I- .0293 -I- .13 -I- 1.26 -I- 2.78 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1251.857 -I- 985.531 I 1.307 I I 986.838 I 43.44 14.69 I 3.35 990.19 I .00 I 2.15 I 2.98 I 3.000 I I .000 .00 I 1 .0 3.729 -I- .0944. -I- -I- -I- -I- -1- .0257 71- .10 -1- 1.31 -1- 2.60 -1- .94 -1- .013 -1- .00 .00 1- PIPE 1255.586 I 985.883 I 1.356 I I 987.238 1 43.44 14.00 1 3.04 990.28 1 .00 1 2.15 I 2.99 1 3.000 1 1 .000 .00 1 1 .0 -I- 3.151 -I- .0944 --17 -I- -I- -I- -I- .0226 -I- .07 -I- 1.36 -I- 2.42 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1258.737 I 986.180 I 1.406 I I 987.586 43.44 I 13.35 2.77 I 990.35 I .00 I 2.15 I 2.99 I 3.000, I I .000 .00 I 1 .0 -I- 2.666 -I- .0944 -I- -I- -I- -I- -I- .0199 -I- .05 -I- 1.41 -I- 2.26 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1261.403 -I- I I 986.432 1.459 I I 987.891 I 43.44 12.73 2.52 I 990.41 I .00 I I 2.15 3.00 I 3.000 I I .000 .00 I 1 .0 2.252 -I- .0944 -I- -I- -I- -I- -I- .0175 -I- .04 -I- 1.46 -I- 2.10 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1263.655 I I 986.644 1.515 I I 988.159 I 43.44 12.14 I 2.29 990.45 I .00 I I 2.15 3.00 I 3.000 I I 6000 .00 I 1 .0 -I- 1.896 -I- .0944 -I- -I- -I- -I- -I- .0154 -I- .03 -I- 1.51 -I- 1.96 -I- .94 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 kkkir ick it it irk it it it it it k.k kir irk irki�k kir fk irkkkkkkkirkkkkkkkkirkkkkkkirk irkkkkirkkkkkkirkkkkkkkkkkkkirkkkir '.rt kir irk irkkkkkkkkkirkk {r it irk irk k {rkkkir it irk it {rk it irk irkir it it I invert I Depth I water I Q I vel vel I EnergyY Supper IcriticallFlow TOplHeight /IBase wtl INo wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.R . Elev Depth I width IDia. -FTlor I.D.I ZL 1Prs /Pip -I- L /Elem -I- ICh Slope I -I- -I- I I -I_ _I_ SF Ave l _ HF _ _ SE DpthlFroude _ _I_ NINorm _I_ I "N" _1- I X -Fall) ZR -1 IType ch kkir it it kk kk 1 kkkirkkirk it I kkkkkkkk I irkkkkkir frk 1 kkkkkkkkk I kkkkkkk 1 kkkkkirk I kkkkirk {rkk 1 kkkkkkk I kkkkkkk41 irDp it irk kkkk l kirkkkkk 1 kkkkkkk I kkkkfr I kkkkkirk 1265.551 I I 986.823 1.573 I I 988.397 43.44 11.57 I! 2.08 990.48 1 .00 I I 2.15 3.00 1 3.000 I 1 .000 .00 1 1 .0 -I- 1.582 -I- .0944 -I- -I- -I- -I- -I- .0136 -I- .02 . -I- 1.57 -I- 1.82 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1267.134 I I 986.973 1.634 I I 988.607 I 43.44 11.03 I 1.89 990.50 I .00 I I 2.15 2.99 I 3.000 I 1 .000 .00 1 1 .0 Page 2 3A. OUT 1.303 .0944 .0120 .02 1.63 1.69 .94 .013 .00 .00 PIPE 1268.436 I 987.096 I 1.699 I I 988.795 I 43.44 10.52 I 1.72 I 990.51 .00 I 2.15 I 2.97 I 3.000 I I .000 .00 I 1 .0 1.053 .0944 .0106 .01 1.70 1.57 .94 .013 .00 .00 PIPE 1269.489 I 987.195 I 1.767 I I 988.962 I 43.44 10.03 I 1.56 I 990.52 .00 I 2.15 I 2.95 I 3.000 I I .000 .00 I 1 .0 -I- .825 -I- .0944 -I- -I- -I- -I- -I- .0094 -I- .01 -I- 1.77 -I- 1.46 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1270.314 I 987.273 I 1.839 I I 989.112 I 43.44 9.56 I 1.42 I 990.53 .00 I 2.15 I 2.92 I 3.000 I I .000 .00 I 1 .0 .612 .0944 .0083 .01 1.84 1.35 .94 .013 .00 .00 PIPE 1270.927 I 987.331 I 1.915 I I 989.246 I 43.44 9.12 I 1.29 I 990.54 .00 I 2.15 I 2.88 I 3.000 I I .000 .00 I 1 .0 -I- .413 -I- .0944 -I- -I- -I- -I- -I- .0074 -I- .00 -I- 1.92 -I- 1.25 -I- .94 -I- .013 -I- .00 .00 1- PIPE 1271.340 I 987.370 I 1.997 I I 989.367 I 43.44 8.69 I 1.17 I 990.54 .00 I 2.15 I 2.83 I 3.000 I I .000 .00 I 1 .0 -I- 48.650 -I- .0070 -I- -I- -I- -I- -I- .0067 -I- .33 -I- 2.00 -I- 1.15 -I- 1.99 -I- .013 -I- .00 .00 1- PIPE .1319.990 I 987.710 I 2.051 I I 989.761 I 43.44 8.44 I 1.11 I 990.87 .10 I 2.15 I 2.79 I 3.000 I I .000 .00 I 1 .0 -I- 2.282 -I- .0067 -I- -I- -I- -I- -I- .0064 -I- .01 -I- 2.15 -I- 1.09 -I- 2.02 -I- .013 -I- .00 .00 1- PIPE 1322.272 I 987.725 I 2.054 I I 989.780 I 43.44 8.42 I .1.10 I 990.88 .10 I 2.15 I 2.79 I 3.000 I I .000 .00 I 1 .0 -I- 12.538 -I- .0067 -I- -I- -I- -I- -I- .0061 -I- .08 -I- 2.16 -I- 1.09 -I- 2.02 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN Version•14.06 PAGE 4• Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 hhhhhfr it irh i<h iir irh irhirh ich hirhhfrhhhi hh ihhhhhith irh irh irhhhirhhhhhhhhhhhhhhhhhhhhirhhhhhhhhhhirhhhhhishhhhhhhhhhhhhirh it irh irh hir irh hhir ih irhhhir it hhhir irh it i I Invert I Depth I water I Q . I Vel Vel I EnergyY 1 Super ICriticallFlow ToplHeight /]Base Wtl INO wth Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia. -FTIOr I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm DP I 'rrNrr I X -Fa111 ZR IType Ch hith hic irhhir I hhhhhiihhit I hirhhhirhh I hhhhit is irhh I hhichhhirhh I hhhirhhh I hhhhhhh I irhhhhhi <h i< I hithhhhh I hhit hfrh frh I it irhhhhirh I it it it it it ih ] hhhhhhh I hi <hhh I it hirhhhir '1334.810 ] ] 987.810 I 2.147 I 989.957 I 43.44 8.02 I 1.00 I 990.96 .00 I 2.15 ] 2.71 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0075 -I- -I- -I- -I- -I- .0037 -I- .02 -I- 2.24 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1340.140 I I 987.850 I 2.993 I 990.843 I 28.44 4.02 I .25 I 991.09 .00 I 1.73 I .29 I 3.000 I I .000 .00 I 1 .0 -I- 47.341 -I- .0069 -I- -I- -I- -I- -I- .0017 -I- .08 -I- 3.00 -I- .14 -I- 1.53 -I- .013 -I- .00 .00 1- PIPE 1387.481 I I 988.175 I 2.721 I 990.897 I 28.44 4.22 I .28 I 991.17 .02 I 1.73 I 1.74 I 3.000 I I .000 .00 I 1 .0 -I- 6.479 -I- .0069 -I- -I- -I- -I- -I- .0016 -I- .01 -I- 2.74 -I- .38 -I- 1.53 -I- .013 -I- .00 .00 1- PIPE 1393.960 -I- I I 988.220 I 2.681 I 990.901 I 28.44 4.27 I .28 I 991.18 .00 I 1.73 I 1.85 I 3.000 -I- I I .000 -I- .00 I 1 I- .0 -I- -I- -I- -I- -I- -I- -I- Page -I- 3 -I- -I- Page 4 3A. OUT 23.531 .0070 .0017 .04 2.68 .40 1.52 .013 .00 .00 PIPE I 1417.491 I 988.384 I 2.528 I 990.912 28.44 I 4.47 I .31 991.22 I .00 I 1.73 I 2.18 I 3.000 I I .000 .00 I 1 .0 -I- 6.539 -I- .0070 -I- -I- -I- -I- -I- .0018 -I- .01 -I- 2.53 -I- .46 1.52 -I- -I- .013 -I- .00 .00 1- PIPE I 1424.030 I 988.430 I 2.485 I 990.915 28.44 I 4.54 I .32 991.24 I .00 I 1.73 I 2.26 I 3.000 I I .000 .00 I 1 .0 18.088 .0069 .0019 .03 2.49 .48 1.52 .013 .00 .00 PIPE I 1442.118 I 988.555 I 2.361 I 990.917 28.44 I 4.76 I .35 991.27 I .00 I 1.73 I 2.46 I 3.000 I I .000 .00 I 1 .0 -I- 15.398 -I- .0069 -I- -I- -I- -I- -I- .0021 -I- .03 -I- 2.36 -I- .54 1.52 -I- -I- .013 -I- .00 .00 1- PIPE I 1457.515 I 988.662 I 2.252 I 990.913 28.44 I 5.00 I .39 991.30 I .00 I 1.73 I 2.60 I 3.000 I I .000 .00 I 1 .0 13.251 .0069 .0023 .03 2.25 .59 1.52 .013 .00 .00 PIPE I 1470.766 I 988.753 I 2.152 I 990.905 28.44 I 5.24 I .43 991.33 I .00 I 1.73 I 2.70 I 3.000 I I .000 .00 I 1 .0 -I- 11.373 -I- .0069 -I- -I- -I- -I- -I- .0026 -I- .03 -I- 2.15 -I- .65 1.52 -I- -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 5 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 is it it i< it it it it it i f it it it it rt it s4 it it it i it ie it is it it it is it it it it is { is it it it it i i it it fc it it it it it it it is it it it it it it it it it it it it i it it it i it it fc k it d fc it it it it it fr it it it it ic'.r it it it it it it tr it it it it aY it it it at i it it it i< it it it is it it it it it it it it it it it is is :k it Invert I Depth I water Q I vel vel I Ener y I super lcriticallFlow TOpIHei ht /Igase Wt1 INO wth Station 1 Elev I (FT) I Elev (CFS) 1 (FPS) Head I Grd.El.I Elev I Depth I width IDia9 -FTIOr I.D. ZL Prs /Pip L /Elem ICh slope I I III 1 SF Avel HF ISE DpthlFroude NlNorm DP I "N" I X -Fa111 ZR IType Ch ' ie it it it it it it it it I it it it it it it it it it I it it it it it it it it 1 tr it it it it it it it it I it it it it it it it it it lit it it it i< it it 1 it it ie it Yr it it I ie {r it i it it it ie h I it it it ie it it 4 I it it it i i i 'w it I it it it it is it it fr 1 tr it it it it it it I ik it it it it it it � it it is it sY I it it it it it it it I 1482.139 I 988.832 I 2.060 I 990.892 28.44 I 5.50 I .47 991.36 I .00 I 1.73 I 2.78 I 3.000 I .000 .00 I 1 .0 -I- 9.589 -I- .0069 -I- -1- 71- -1- -1- .0029' -1- .03 -1- 2.06 -1- .71 1.52 -1- -1- .013 -1- .00 .00 1- PIPE I 1491.728 I 988.899 I 1.974 I 990.873 28.44 I 5.77 I .52 991.39 I .00 I 1.73 I 2.85 I 3.000 I I .000 .00 I 1 .0 -I- 2.666 -I- .0069 -I- -I- -I- -I- -I- .0031 -I- .01 -I- 1.98 -I- .77 1.52 -I- -I- .013 -I- .00 .00 1- PIPE I 1494.394 I 988.917 I 1.974 I 990.891 28.44 I 5.77 I .52 991.41 I .00 I 1.73 I 2.85 I 3.000 I I .000 .00 I - 1 .0 HYDRAULIC JUMP I 1494.394 I 988.917 I 1.522 I 990.439 28.44 I 7.90 I .97 991.41 I .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 7.650 -I- .0069 -I- -I- -I- -I- -I- .0069 -I- .05 -I- 1.53 -I- 1.27 1.52 -I- -I- .013 -I- .00 .00 1- PIPE I 1502.044 I 988.970 I 1.522 I 990.492 28.44 I 7.90 I .97 991.46 I .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 79.456 -I- .0069 -I- -I- -I- -I- -I- .0069 -I- .55 -I- 1.53 -I- 1.27 1.52 -I- -I- .013 -I- .00 .00 1- PIPE I 1581.500 I 989.520 1.521 I 991.041 I 28.44 I 7.91 I .97 992.01 I .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 257.955 -I- .0069 -I- -I- -I- -I- -I- .0069 -I- 1.79 -I- 1.52. -I- 1.27 1.52 -I- -I- .013 -I- .00 .00 1- PIPE Page 4 m m m mm = = = = = = Mm ==== 3A. OUT 1839.455 I 991.311 I I 1.521 I 992.832 I 28.44 7.91 I .97 I 993.80 .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 80.484 -I- .0069 -I- -I- -I- -I- -I- .0070 -I- .56 -I- 1.52 -I- 1.27 -I- .1.52 -I- .013 -I- .00 .00 1- PIPE 1919.940 I 991.870 I I 1.519 I 993.389 I 28.44 7.92 I .97 I 994.36 .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 13.991 -I- .0070 -I- -I- -I- -I- -I- .0070 -I- .10 -I- 1.52 -I- 1.28 -I- 1.52 -I- .013 -I- .00 .00 1- PIPE 1933.931 I 991.968 I I 1.519 I 993.486 I 28.44 7.92 I .97 I 994.46 .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 78.554 -I- .0070 -I- -I- -I- -I- -I- .0068 -I- .54 -I- 1.52 -I- 1.28 -I- 1.52 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 6 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING. Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 i} it it k it it it it it it it it it fr it it it it it {r it it it iY h it it it it {r it it it it it it it it it it it it it it it it h {r it it it R it it it it it it i fi it it 4 4 { it it i it b it {r it it {r fr {r it it it it it it it i<ir {r it it it it it it it it it it it it i< it it it fr ie it it it tr it i i aY aY it it it it it it it {r it it it it it it it it I Invert I Depth *I water I Q I vel vel I Ener YY 1 supper ICritical Flow ToplHei ht /IBase Wtl INO Wth Station I EleV I (FT) I Elev I (CFS) (FPS) Head 1 Grd.El.1 Elev I Depth Width IDiag -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X -Fall) ZR IType Ch it {c {r it fr it it it it I it it fr i it it it it it I it it it it it i it ak I it it h it i it it i it I it it {r it it it it it it I {r it it it sY it it I i {r it fi {r h h I it it it it b it h it i< I it it it it it it it I {r it {r it it it i it I it it it it it it it it 1 it it it it it {r it I it {r it it it it it I it it it it to I it it it {r it it ie 2012.485 I I 992.516 I 1.537 I 994.052 I 28.44 7.81 I .95 I 995.00 .00 I 1.73 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 39.960 -I- .0070 -I- -I- -I- -I- -I- .0063 -I- .25 -I- 1.54 -I- 1.25 -I- 1.52 -I- .013 -I- 00 .00 1- PIPE 2052.445 I 992.794 I 1.596 I I 994.390 28.44 I 7.44 I .86 I 995.25 .00 I 1.73 I 2.99 I 3.000 I I .000 .00 I 1 .0 11.163 .0070 .0056 .06 1.60 1.16 1.52 .013 .00 .00 PIPE 2063.608 I 992.872 I 1.658 I I 994.530 28.44 I 7.10 I .78 I 995.31 .00 I 1.73 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 2.552 -I- .0070 -I- -I- -I- -I- -I- .0049' -I- .01 -I- 1.66 -I- 1.08 -I- 1.52 -I- .013 -I- .00 .00 1- PIPE 2066.160 I 992.890 I I 1.725 I 994.615 I 28.44 6.76 I .71 I 995.32 .00 I 1:73 I 2.97 I 3.000 I I .000 .00 I 1 I- .0 -I- JUNCT STR -I- .0072 -I- -I- -I- -I- -I- .0030 -I- .02 -I- 1.73 -I- 1.00 -I- -I- .013 -I- .00 .00 PIPE 2071.690 I 992.930 I 2.250 I I 995.180 22.29 I 3.92 I .24 I 995.42 .00 I 1.52 I 2.60 I 3.000 I I .000 .00 I 1 .0 13.861 .0069 .0014 .02 2.25 .47 1:32 .013 .00 .00 PIPE 2085..551 I 993.026 I I 2.150 I 995.176 I 22.29 4.11 I .26 I 995.44 .00 I 1.52 I 2.70 I 3.000 I I .000 .00 I 1 1- .0 -I- 12.361 -I- .0069 -I- -I- -1- -I- -I- .0016 -I- .02 -I- 2.15 -I- .51 -I- 1.32 -I- .013 -I- .00 .00 PIPE I 2097.912 I 993.111 I I 2.058 I 995.169 I 22.29 4.31 I .29 I 995.46 .00 I 1.52 I 2.78 I 3.000 I I .000 .00 1 .0 6`.779 .0069 .0017 .01 2.06 .56 1.32 013 .00 I .00 PIPE I 2104.691 I I 993.158 I 2.008 I 995.166 I 22.29 4.43 I .31 I 995.47 .00 I 1.52 I 2.82 I 3.000 I .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I Page 5 r ME im• ilm min 09 MEN No ift Ow Page 6 3A. OUT 2104.691 993.158 1.123 994.281 22.29 9.23 1.32 995.60 .00 1.52 2.90 3.000 .000 .00 1 .0 -I- 1.974 -I- .0069 -I- -I- -1- -1 - -I- .0126 -I- .02 -I- 1.13 -I- 1.78 -I- 1.32 -I- .013 -I- .00 .00. I- PIPE 0 FILE: 3anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10: 4:50 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 tttttttir in tfrfrirfrfrfrfrfrttir irtttiettittfr tfrtttttttfrttirtttttttttttttttttttttttirtfrttfrfrfrtfrfrfrttfrfrfrfrtfrtt titfrfrfrfrfrfrtfrfrfrfrfrfrfr frfrfrfrttfrtfrttt tit in ttirfr frfrf fr, I Invert I Depth I water i Q I Vel Vel I Energy I SupPer ICriticallFlow TOplHeight /IBase wt1 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..I ZL IPrs /Pip -I- L /Elem -I- ICh Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch tttttfrfrirfr l4irtfrfrfrirttlttirttfr tfr lttttttfrtfr lfrfrfrfrfrfrfrfrfr ltfrfrfrfrfr41444frtttlttttfrttfrfr ltttttttltttfrttttltfrfrfrfrfrfrfr lfrfrfrfrfrfrfr lfrirfrttfrt144444 ltfrfrfrfrfrfr 2106.665 I 993.171 I 1.123 I 994.294 I 22.29 I 9.23 I 1.32 995.62 I .00 I 1.52 I 2.90 I 3.000 I .000 I .00 I 1 .0 14.295 .0069 .0134 .19 1.13 1.78 1.32 .013 .00 .00 PIPE 2120.960 I I 993.270 1.084 I I 994.354 I 22.29 9.68 I 1.45 995.81 I .00 I 1.52 I 2.88 I 3.000 I 1 .000 .00 1 1 .0 -I- JUNCT STR -I- .1770 -I- -I- -I- -I- -I- .0100 -I- .06 -I- 1.09 -I- 1.91 -I- -I- .013 -I- .00 .00 I- PIPE 2126.780 I I 994.300 1.087 I I 995.387 I 9.72 5.57 I .48 995.87 I .00 I 1.11 I 1.99 I 2.000 I I .000 .00 I 1 .0 70.013 .0056 ,0056 .39 1.09 1.05 1.09 .013 .00 .00 PIPE 2196.793 I I 994.691 1.087 I I 995.779 I 9.72 5.57 I .48 996.26 I .00 I 1.11 I 1.99 I 2.000 I I .000 .00 I 1 .0 12.287 .0056 .0056 .07 1.09 1.05 1.09 .013 .00 .00 PIPE 2209.080 994.760 1.086 995.846 9.72 5.58 .48 996.33 .03 1.11 1.99 2.000 .000 .00 1 .0 -I- 35.895 -I- .0056 -I- -I- -I- -I- -I- .0056 -I- .20 -I- 1.12 -I- 1.05 -I- 1.09 -I- .013 -I- .00 .00 I- PIPE 2244.975 I I 994.962 1.086 I I 996.047 I 9.72 5.58 I .48 996.53 I .03 I 1.11 I 1.99 I 2.000 I I '.000 .00 I 1 .0 -I- 6.825 -I- .0056 -I- -I- -I- -I- -I- .0054 -I- .04 -I- 1.12 -I- 1.05 -I- 1.09 -I- .013 -I- .00 .00 I- PIPE 2251.800 I I 995.000 1.115 I I 996.115 I 9.72 5.40 I .45 996.57 I .03 I 1.11 -I- I 1.99 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 I- -I- 0 -I- -I- -I- -I- -I- -I- -I- -I- Page 6 W 3C. OUT 0 FILE: 3CNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:36:10 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 {r {r it {r it {r it it {r it it it {r it {r {r it it it {r it it {< {r it { <{r {r {r {r {r it {r {< �'• {r {< {< it {r {r it aY it {r {r {r it it it it {r fr i it A {r {r it {r {r i {r it {r {r it it {r it {r {r {r {r it {r {r i {r {r k {r it it it it {r it sY i {r {r {r {r sY {c {r �`• {r i {r {r {r {r it it it {r {r {r {r {r {r it {r {r it {c fr {r it {r {r {r i {r {r {r {r it Invert I Depth I water .1 Q I vel vel 1, Ener El. Y I•Supper ICriticallFlow ToplHei ht /IBase Wt1 INO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.I Elev I Depth I Width IDia9 -FTIor I.D.1 ZL /Pip -I- L/Elem -I- ICh Slope -1- I I -I- I -I- I -1- -I- SF Avel HF -I- -I- ISE DpthIFroude -I- NINorm DP -I- -1- I "N" -1- I X -Fa111 ZR -IPrs IType Ch it it it it {r it it it {r I {r it it it it it s4 it {r I it {r {r it {e {r it {r I it it tr it {r it it i <ir I it it it a4 it it {r it i I it {r {r {r A i< {r 1 {r {r it {r 4 {r it 1 it it it it it fr it fr {r 1 it {r {< is {r i< {r I t at {r {r it it it {r 1 i it {r it it {r {r {e 1 {r {r it it it {r it •I I it {r f it it it it I {< it it {r {r I it it {c it it {r {r 4002.420 I 988.850 I I 1.630 I 990.480 =1- I 15.00 5.47 I .46 990.94 I .02 I 1.40 I 1.55 I 2.000 I .000 .00 I 1 .0 -I- 12.343 -I- .0073 -I- -I- -I- -I- .0047 .06 -I- -I- 1.65 -I- .73 1.32 -I- -I- .013 -I- .00 .00 1- PIPE 4014.763 I 988.940 I I 1.551 I 990.491 I 15.00 5.74 I .51 991.00 I .03 I 1.40 I 1.67 I 2.000 I I .000 .00 I 1 .0 -I- 9.310 -I- .0073 -I- -I- -I- -I- -I- .0052 .05 -I- -I- 1.58 -I- .81 1.32 -I- -I- .013 -I- .00 .00 I- PIPE 4024.073 I 989.008 I I 1.480 I 990.488 I 15.00 6.02 I .56 991.05 I .03 I 1.40 I 1.75 I 2.000 I I .000 .00 I 1 .0 1.029 .0073 .0058 .01 1.51 .89 1.32 .013 .00 .00 PIPE I 4025.103 I 989.016 I I 1.415 I 990.431 I 15.00 6.31 I .62 991.05 I .04 I 1.40 I 1.82 I 2.000 I I .000 .00 1 .0 HYDRAULIC JUMP 4025.103 I 989.016 I I 1.323 I 990.339 I 15.00 6.80 I .72 991.06 I .05 I 1.40 I 1.89 I 2.000 I I .000 .00 I 1 .0 1- -I- 6.173 -I- .0073 -I- -I- -I- -I- -I- .0073 .05 -I- -I- 1.37 -I- 1.11 1.32 -I- -I- .013 -I- .00 .00 PIPE 4031.275 I 989.061 I 1.323 I I 990.384 I 15.00 6.80 I .72 991.10 I .05 I 1.40 I 1.89 I 2.000 I I .000 .00 I 1 .0 I- -I- 29.925 -I- .0073 -I- -I- -I- -I- -I- .0073 .22 -I- -I- 1.37 -I- 1.11. 1.32 -I- -I- .013 -I- .00 .00 PIPE I 4061.200 I 989.280 I 1.324 I I 990.604 15.00 I 6.79 I .72 991.32 I .00 I 1.40 I 1.89 I 2.000 I I .000 .00 1 .0 1- -I- 337.775 -I- .0073 -I- -I- -I- -I- -I- .0073 2.46 -I- -I- 1.32 -I- 1.11 1.32 -I- -I- .013 -I- .00 .00 PIPE I 4398.975 I 991.743 I 1.324 I I 993.067 15.00 I 6.79 I .72 993.78 I .00 I 1.40 I 1.89 I 2.000 I I .000 '.00 1 .0 27.341 .0073 .0072 .20 1.32 1.11 1.32 .013 .00 .00 PIPE 1 4426.315 I 991.942 I 1.337 I I 993.279 I 15.00 6.72 I .70 993.98 I .00 I 1.40 I 1.88 I 2.000 I 1 .000 .00 1 .0 9.305 .0073 .0067 .06 1.34 1.09 1.32 .013 .00 .00 PIPE 0 FILE: 3CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:36:10 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 {r it it it it it {r it it it a4 {r at it it it it :t it i rt h it {r {r it Yr it it rt Yr it it {r aY rt {r it {r a4 at it it it it it A {c {r it k {r it it it h A• {r i it h k k it it it {r it {r it {r it {r {r i i it it t aY it it at {r {r i it h f it it it {r h fr k h it i {r {r it it it it {r {e it it it it rt d it {r it tr i<ir {r i {r 'X Y it it h it at k I Invert I Depth I water I Q I vel vel Energy 1 Super ICriticallFlow ToplHeight /Isase wtl INO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head Grd.Ey.I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip Page 1 e tft 3c. OUT -I- L /Elem -I- Slope -I- I -I- I -I- I -I- I -I- SF Avel -I- HF -I- DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch kICh {< kkkirkkkIkklitkkkfrk kkkkirkk kklkkkkkkkkklkkkkkkkkklkkkkkkklkkkkkkklirk kkkISE irkkklkkkkkkirlkkkkkkk{< Ikkkkkkkklkkkkkkklkkkkkkklkkkkk Ikkkkkkk 4435.620 I 992.010 I 1.396 I 993.406 I 15.00 I 6.41 I .64 994.04 I .00 I 1.40 I 1.84 I 2.000 I .000 I .00 I 1 .0 -I- JUNCT STR -I- .0036 -I- -I- -I- -I- -I- .0042 -I- .02 -I- 1.40 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 4441.160 I 992.030 I 2.007 I 994.037 I 10.24 I 3.26 I .16 994.20 I .00 I 1.15 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 1.312 -I- .0073 -I- -I- -I- -I- -I- .0020 -I- .00 -I- 2.01 -I- .00 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4442.472 I 992.040 I 2.000 I 994.040 I 10.24 I 3.26 I .16 994.20 I .00 I 1.15 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 31.317 -I- .0073 -I- -I- -I- -I- -I- 0019 -I- .06 -I- 2.00 -I- .00 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4473.789 I 992.267 I 1.815 I 994.082 I 10.24 I 3.42 I .18 994.26 I .00 I 1.15 I 1.16 I 2.000 I I .000 .00 I 1 .0 16.562 .0073 .0019 .03 1.81 .37 1.04 .013 .00 .00 PIPE 4490.351 I 992.387 I 1.707 I 994.094 I 10.24 I 3.59 I .20 994.29 I .00 I 1.15 I 1.41 I 2.000 I I .000 .00 I 1 .0 -I- 13.101 -I- .0073 -I- -I- -I- -I- -I- .0020 -I- .03 -I- 1.71 -I- .44 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4503.452 I 992.482 I 1.618 I 994.101 I 10.24 I 3.76 I .22 994.32 I .00 I 1.15 I 1.57 I 2.000 I I .000 .00 I 1 .0 11.051 .0073 .0022 .02 1.62 .50 1.04 .013 .00 .00 PIPE 4514.503 I 992.563 I 1.540 I 994.103 I 10.24 I 3.94 I .24 994.34 I .00 I 1.15 I 1.68 I 2.000 I I .000 .00 I 1 .0 -I- 9.531 -I- .0073 -I- -I- -I- -I- -I- .0025 -I- .02 -I- 1.54 -I- .56 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4524.034 I 992.632 I 1.470 I 994.102 I 10.24 I 4.14 I .27 994.37 I .00 I 1.15 I 1.77 I 2.000 I I .000 .00 I 1 .0 -I- 8.292 -I- .0073 -I- -I- -I- -I- -I- .0027 -I- .02 -I- 1.47 -I- .62 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4532.326 I 992.692 I 1.406 I 994.098 I 10.24 I 4.34 I .29 994.39 I .00 I 1.15 I 1.83 I 2.000 I I .000 .00 I 1 .0 3.834 .0073 .0030 .01 1.41 .67 1.04 .013 .00 .00 PIPE 0 FILE: 3CNEW.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE ? Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:36:10 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 kirkkkirkkirkkkir f< irkkirkkkkkkkirk kkkkkkkkkkkkkkkkkkkirkkkkkirk kkkkkkf <kkkkkkkkkkkkkkkkkkir irkkkkkkkkirk ikkkkkkkkk{ri kkkkkkkkkkkkitkkkkkk kkkkkkkk I Invert I Depth I water I Q I vel vel ' Energyy I supper ICriticallFlOW TOplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.El.l EIeV I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh slope I I I I SF Avel _I_ HF _I_ ISE DpthlFroude _I_ NlNorm Dp I "N" I X -Fall) ZR [Type Ch kirk kkkkkk I kkkirk it it irk I itkkirkkkk I kkkkkfrkkk I kkkkkirkk {r I kkk kkkk I frkkkirk it I kirkkkirkkk I irk kkkkfr I kkkkkkkk I kkfrkkkk k I kkkkkkk I kirkkkirk I kkkirk I irk irkkkk 4536.160 I 992.720 I 1.375 I I 994.095 10.24 I 4.45 I .31 994.40 I .02 I 1.15 I 1.85 I I 2.000 I .000 .00 I 1 .0 -I- 6.479 -I- .0073 -I- -I- -I- -I- -I- .0033 -I- .02 -I- 1.39 -I- .70 -I- 1.03 -I- .013 -I- .00 .00 I- PIPE 4542.640 I 992.768 I 1.318 I I 994.086 10.24 I 4.66 I .34 994.42 I .02 I 1.15 I 1.90 I I 2.000 I .000 .00 I 1 .0 Page 2 tft �� 1 a .j t 't i 1� frt: air► OW, aid ON NP AWik =6 WO sue► fib Page 3 3c. OUT -I- 5.336 -I- .0073 -I- -I- -I- -I- -I- .0037 -I- .02 -I- 1.34 -I- .76 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4547.976 I I 992.807 I 1.265 I 994.071 I 10.24 4.89 I .37 I 994.44 I .02 I 1.15 1.93 I I 2.000 I .000 .00 I 1 .0 -I- .278 -I- .0073 -I- -I- -I- -I- -I- .0041 -I- .00 -I- 1.29 -I- .83 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE I 4548.254 I 992.809 I 1.214 I 994.023 I 10.24 5.13 I .41 I 994.43 I .03 I 1.15 1.95 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP I 4548.254 I 992.809 I 1.033 I 993.842 I 10.24 6.25 I .61 I 994.45 I .04 I 1.15 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 29.804 -I- .0073 -I- -I- -I- -I- -I- .0070 -I- .21 -I- 1.07 -I- 1.22 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE I 4578.058 -I- I 993.028 I 1.060 I 994.087 I 10.24 6.06 I .57 I 994.66 I .04 I 1.15 2.00 I I 2.000 I .000 .00 I 1 .0 10.565 -I- .0073 -I- -I- -I- -I- -I- .0064 -I- .07 -I- 1.10 -I- 1.16 -I- 1.03 -I- .013• -I- .00 .00 1- PIPE I 4588.623 I 993.105 I 1.101 I 994.206 I 10.24 5.78 I .52 I 994.72 I .03 I 1.15 1.99 I I 2.000 I .000 .00 I 1 .0 -I- 2.027 -I- .0073 -I- -I- -I- -I- -I- .0056 -I- .01 -I- 1.14 -I- 1.08 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE I 4590.650 I 993.120 I 1.146 I 994.266 I 10.24 5.50 I .47 I 994.74 I .00 I 1.15 1.98 I I 2.000 I .000 .00 I 1 .0 -I- 2.060 -I- .0049. -I- -I- -I- -I- -I- .0051 -I- .01 -I- 1.15 -I- 1.00 -I- 1.17 -I- .013 -I- .00 .00 1- PIPE 4592.710 -I- 993.130 1.164 994.294 10.24 5.40 .45 994.75 .00 1.15 1.97 2.000 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 v ` . ` . 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OUT 0 FILE: 3DNEW.WSW W.S.P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:44:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3D JUNE 3, 2005 kirAAkkAAkkAkAAkAkAAAkkkAkAkAkAkkkAAkAkkkkAkkkkAkkkkAAkkkkkAkAkkkAkkAkkkAkAkkkAkkkAAkAir itAAkirAAA�AkirkAkkkAkAkirk irkkkAkAkirkirkk kkkkkkkk I Invert I Depth I water Q I vel vel I Energy I super ICriticallFloW ToplHeight /Isase wtl INO wth Station I Elev 1 (FT) Elev (CFS) I (FPS) Head I Grd.El Elev I Depth I'Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF IlI!SE DpthlFroude NINOrm Dp I "N" I X -Fall) ZR 'Type Ch kkkkAAkAklkkkkkkAAklkkkirAAkAIAkkAkkkkAlAAkkAkkAklkkkkkkklkkkAkAAlkkkkkAkkklkkkkkkklkkirkAkkAlkkkAkkAklAkAirkkklkAkkAkAlAkkkk IkirkkAAA 5002.250 -I- I I 992.270 1.450 I I 993.720 4.76 I 2.72 .12 I II 993.83 .00 .84 I .54 I 1.500 I .000 I .00 I 1 .0 2.718 -I- .0367 I -1- -I- -I- -I- -I- .0018 -I- .00 -I- 1.45 -I- .27 .50 -I- -I- .013 -I- .00 .00 1- PIPE 5004.968 I 992.370 1.342 I I 993.712 4.76 I 2.85 .13 I I 993.84 .00 I .84 I .92 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 5004.968 I I 992.370 .498 I I 992.868 4.76 I 9.29 1.34 I I 994.21 .00 I .84 I 1.41 I 1.500 I .000 I .00 I 1 .0 -I- 30.822 -I- .0367 -I- -I- -I- -I- -I- .0356 -I- 1.10 -I- .50 -I- 2.72 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5035.790 I I 993.502 .503 I I 994.005 I 4.76 9.15 I 1.30 I 995.30 .00 I .84 I 1.42 I 1.500 I I .000 .00 I 1 .0 24.663 .0367 .0327 .81 .50 2.66 .50 .013 .00 .00 PIPE 5060.453 -1- I I 994.408 .521 I I '994.929 I 4.76 8:72 I 1.18 I 996.11 .00 I I .84 1.43 I 1.500 I I .000 .00 I 1 .0 10.952 -I- .0367 -I- -I- -I- -I- -I- .0286 -I- .31 -I- .52 -I- 2.49 -I- .50 -I- .013 -I- .00 .00 I- PIPE 5071.405 I I 994.810 I .540 I 995.350 4.76 I 8.31 1.07 I I 996.42 .00 I .84 I 1.44 I 1.500 I .000 I .00 I 1 .0 -I- 6.730 -1- .0367 -I- -1- -1- -I- -1- .0251 -1- .17 -I- .54 -I- 2.32 -I- .50 -I- .013 -1- .00 .00 1- PIPE 5078.135 -I- I I 995.057 I .559 I 995.616 I 4.76 7.93 I .98 I 996.59 .00 I I .84 1.45 I 1.500 I I .000 .00 I 1 .0 4.655 -I- .0367 I -I- -I- -I- -I- -I- .0220 -I- .10 -I- .56 -I- 2.17 -1- .50 -I- .013 -I- .00 .00 1- PIPE 5082.790 I 995.228 I .579 I 995.807 I 4.76 7.56 I .89 996.69 I .00 I .84 I 1.46 I 1.500 I .000 I .00 I 1 .0 3.430 .0367 .0193 .07 .58 2.03 .50 .013. .00 .00 PIPE 5086.219 I I 995.354 I .600 I 995.954 I 4.76 7.21 .81 I 996.76 I .00 I .84 I 1.47 I 1.500 I .000 I .00 I 1 .0 2.599 .0367 .0169 .04 .60 1.89 .50 .013 .00 .00 PIPE 0 FILE: 3DNEW.WSW W S PG W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:44:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3D JUNE 3, 2005 irkirkAkkAAAAkkkkAkkAAAAkkkirAirkAkAAAkirAkkkkAAAAAkAkkkkkirkkkkkirAirkkirkAkAkAAkAkAkkAkkAkkAkkkAAAAAAAkAkkAkkkkkkkirkkkkirkkkAkkkkk AkAAirAkA I Invert I Depth I water I Q I Vel Vel I Energy 1 Super ICriticallFloW ToplHeight /laase Wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Ey.I Eiev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip Page 1 !I law Page 2 3D. OUT L /Elem ICh Slo -I- P a -I- I I -I- -I- I -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Falll -I ZR IType Ch it it it it it it it i it l is i< it it it it it it it I it it a4 tr fr i< it it I it ir.ak it it it it it it 1 it it it it it it it it it I it it it it it it is I h M1 it i fe i it I it tr it it it it it it it I it it it it it it it I it it it i it it it it it I it it it it it it it I is i it it i it it I tr i i it Y it � I it it is it it 1 fr it it it i it it 5088.818 I 995.450 I I .622. 996.072 I 4.76 I 6.87 I .73 996.80 I .00 I .84 I 1.48 I 1.500 I .000 I .00 I 1 .0 -I- 2.007 -I- .0367 -I- -I- -I- -I- -I- .0149 -I- .03 -I- .62 -I- 1.77 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5090.825 I 995.523 I I .645 996.168 I 4.76 I 6.55 I .67 I 996.83 .00 I .84 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 1.551 -I- .0367 -I- -I- -I- -I- -I- .0131 -I- .02 -I- .64 -I- 1.65 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5092.376 995.580 .669 996.249 4.76 6.25 .61 996.85 .00 .84 1.49 1.500 .000 .00 1 .0 -I- .1.196 -I- .0367 -I- -I- -I- -I- -1- .0115 -17 .01 -1- .67 -I- 1.54 -I- .50 -I- .013 -1- .00 .00 1- PIPE 5093.572 -I- I I 995.624 I .694 996.318 I I 4.76 5.96 I .55 I 996.87 .00 I .84 I 1.50 I 1.500 I I .000 .00 I 1 .0 .904 -I- .0367 -I- -I- -I- -I- -I- .0101 -I- .01 -I- .69 -I- 1.44 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5094.476 I I 995.657 I .720 996.377 I I 4.76 5.68 I 30 I 996.88 .00 I .84 I 1.50 I 1.500 I I .000 .00 I 1 .0 .655 .0367 .0089 .01 .72 1.34 .50 .013 .00 .00 1- PIPE 5095.131 I I 995.681 I .747 996.428 I I 4.76 5.41 I .46 I 996.88 .00 I .84 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .442 -I- .0367 -I- -I- -I- -I- -I- .0078 -I- .00 -I- .75 -I- 1.25 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5095.573 I I 995.698 I .776 996.473 I I 4.76 5.16 .41 I 996.89 I .00 I .84 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .255 -I- .0367 -I- -I- -I- -I- -I- .0069 -I- .00 -I- .78 -I- 1.16 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5095.829 I I 995.707 I .806 I 996.513 I 4.76 4.92 I .38 996.89 I .00 I .84 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .082 -I- .0367 -I- -I- -I- -I- -I- .0061 -I- .00 -I- .81 -I- 1.08 -I- .50 -I- .013 -I- .00 .00 1- PIPE 5095.910 -I- I I 995.710 I .838 I 996.548 I 4.76 4.69 .34 I I 996.89 .00 I .84 I I 1.49 1.500 I I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 6' 1W �E< ; ii ate, i� �v :W!; a� 3E.OUT 0 FILE: 3ENEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:50:12 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3E JUNE 3, 2005 aaaaaaaaa�aaaaairfr afraaaairiraaaaafrfrfrafraaaaaaaaaaaaaaaaaaaaaaaaaairairfraaaafraaaaaaaa��aaaaaaaaa{< a�aaaaaaaaaaaafraa�aaaaafrfraaaaaaa aaaaaaaa Invert I Depth 1 water I Q I vel vel I EnergyY 1 Su er ICriticallFlow ToplHeight /[Base wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem _1_ _1_ Ich Slope _1_ _I_ _I_ _I_ _1_ SF Avel _1_ _1_ HF DpthIFroude _1- NINorm _1_ Dp _1_ "N" _1_ X -Falli ZR -1 Ch aaairaafraa aaaaairaira aaaairaaa I aaaaaaaaa I I aaaaaaaair aaaaaaa I aaaaaaa I ISE aaairaaaaa aaaaaaa aaaaaaaa aaaaaaaa aaaaaafr I aaaaaira i aaaira IType aaaaaaa 6002.250 I 993.690 I 1.210 I I 994.900 6.15 I 4.03 I .25 I 995.15 .00 I .96 I 1.18 I 1.500 I I .000 .00 I 1 .0 -I- 1.686 -I- .0127 -I- -I- -I- -I- -I- .0037 -I- .01 -I- 1.21 -I- .62 -I- .77 -I- .013 -I- .00 .00 [- PIPE 6003.936 I 993.711 I 1.152 I I 994.863 6.15 I 4.22 I .28 I 995.14 .00 I .96 I 1.27 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 6003.936 I 993.711 I .768 I I 994.479 6.15 I 6.76 I .71 I 995.19 .00 I .96 I 1.S0 I 1.500 I I .000 .00 I 1 .0 15.294 .0127 .0127 .19 .77 1.53 .77 .013 .00 .00 PIPE 6019.229 I 993.905 I .768 I I 994.673 6.15 I 6.76 I .71 I 995.38 .00 I .96 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 47.105 -I- .0127 -I- -I- -I- -I- -I- .0122 -I- .57 -I- .77 -I- 1.53 -I- .77 -I- .013 -I- .00 .00 1- PIPE 6066.335 I I 994.502 .786 I I 995.288 6.15 I 6.56 I .67 I 995.96 .00 I .96 I 1.50 I 1.500 I I .000 .00 I 1 .0 18.055 .0127 .0110 .20 .79 1.46 .77 .013 .00 .00 PIPE. 6084.390 I I 994.731 .817 I I 995.548 6.15 I 6.25 I .61 I 996.15 .00 i .96 I 1.49 I I 1.•500 I .000 .00 I 1 .0 -I- 7.756 -I- .0127 -I- -I- -I- -I- -I- .0097 -I- .08 -I- .82 -I- 1.36 -I- .77 -I- .013 -I- .00 .00 1- PIPE 6092.146 I I 994.829 .849 I I 995.678 6.15 I 5.96 I .55 I 996.23 .00 I .96 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 3.944 -I- .0127 -I- -I- -I- -I- -I- .0086 -I- .03 -I- .85 -I- 1.26 -I- .77 -I- .013 -I- .00 .00 1- PIPE 6096.091 I I 994.879 .883 I I 995.762 6.15 I 5.68 I .50 I 996.26 .00 I .96 I 1.48 I I 1.500 I .000 .00 I 1 .0 1.886 .0127 .0076 .01 .88 1.17 .77 .013 .00 .00 1- PIPE 6097.977 I I 994.903 .919 I I 995.822 6.15 I 5.42 I .46 I 996.28 .00 I .96 I 1.46 I I 1.500 I .000 .00 I 1 .0 -I- .553 -I- .0127 -I- -I- -I- -I- -I- .0067 -I- .00 -I- .92 -I- 1.08 -I- .77 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3ENEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:50:12 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3E JUNE 3, 2005 aaaaaaaaairaairaaira afraaaaaaaaaaaairaaaaaaaaaaaaaaaaaaaaaaaaa airaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaair iraaaaaaaaaaaaaaaaaaaaira airy iraaaa invert I I Depth water I I Q vel I vel I Energy I Super criticallFlow I ToplHeight /[Base wt1 No wth IPrs Station Elev (FT) Elev [ (CFS) (FPS) Head Grd.El.1 EieV Depth I width IDia. -FTIor I.D.I ZL /Pip Page 1 0 tw 0-0- *-m { i aft �w Aw., � low On- Page 2 3E.OUT L /Elem ICh Slope I I I I SF Avel HF SE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch irfi it irk kir itQ I it ie i <ir it *kirfr 1 irk *ir it it it fr 1 it it it it it it it it it � i<ir trit irh 4ir {< I it it4 it iri * I ir44iri fd i 1F it frd ir'r tri i it it4 it it it it i it it iri {r iti it i it it it it it it it it i dditGi it fr i i it it fr i<ir4fr i it it iri it i it *it ith i<4 6098.5301 994.9101 .9581 995.868 6.15 5.16 .41 996.28 .00 .96 1.44 1.500 .000 .00 1 .0 0 Page 2 3F.OUT 0 FILE: 3FNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 4:55:20 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3F JUNE 3, 2005 it it i it it it it it aY :4 it {r {r it it 4 it at it it it it it ie it it s4 it it it {r it it {r i it it {r it it it it it it it i it it it it {r it i�'j it it it it it it it it it it i it it it it t � it tr ie i �Y 4 it it it it it it it it �k it it it it it it it it it it it it it it iY i it it h it it i it 4 it it it it it i it it it it it it it it it it it it it it Invert Depth water Q vel vel I EnergyY I Super ritical FLOW ToplHeight /IBase wtl INO wth Station I Elev. I (FT) Elev I (CFS) I (FPS) Head Grd.E1.I Elev I C I Depth width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X -Fall) ZR IType ch it it it it it it it it st I is it it it it it it it at lit it it it it it it it I it it it it it it it it tr I it it it it it it it d it I it irir it it it it I it it it it it it it I it it i it fi it it fr � I it it it it it it fr 14 it it it fr it it it I it it it it it it it it I it fr d it it fr i< I it it it it is it it I it it it it is I it it it it it it it I I I I I I I I I I I I I 7002.420 994.300 1.266 995.566 12.57 6.00 .56 996.12 .00 1.27 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 16.639 .0058 .0058 .10 1.27 1.01 1.27 .013 .00 .00 PIPE I I I I I I I I I I I I I 7019.059 994.397 1.266 995.663 12.57 6.00 .56 996.22 .00 1.27 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 2.241 .0058 .0058 .01 1.27 1.01 1.27 .013 .00 .00 PIPE 7021.300 994.410 1.275 995.685 12.57 5.95 .55 996.23 .00 1.27 1.92 2.000 .000 .00 1 -.0 0 Page 1 1 t I M �1 � l i1 A f U I < - - 1. -6 100 lo; so "M AM 5A. OUT 0 FILE: 5anew.wSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 irk i< kkirrt'. rrtrtkirkitkkkrtkkkkkirkkkkkkkkrtrtkrtkkirrtrtrtrtkrtrtkrtkirkkkkkrtrtkkkkrtrtkrtkkirrtkkrtkkkrtrtrtrtir k irk kirkirk kirkkkrtkkkitkkkkkkkkkit ft rt irkkkkkkitkkrtk rtkkkir irkir I Invert I Depth I water I Q I vel vel I Energyy I Supper IcriticallFlOw TOplHeight /]Base Wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev Depth I width IDia. -FTlor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE 4pthlFroude NINOrm Dp I "N" I X -Fall) ZR IType Ch rtrtkkkkirkk ] rtrtirrtkkkkk I fr irk irrtkkrt I rtkkrtrtirrtrtk 1 rtrtikkrtkirk I kkkrtkkk I kkkkrtkrt I krtrtrtrtrtrtirk I rtirkkkirk I kkirkir irk fr ] it irkkkkkk 1 kkkirk iir ] irk kirkkk I kkkkk I kirk irkkrt 1000.000 ] ] 965.520 6.780 I I 972.300 I 19.47 6.20 I .60 972.90 I .00 I 1.59 I .00 I 2.000 1 .000 I .00 I 1 .0 72.220 .0238 .0074 .53 6.78 .00 1.07 .013 .00 .00 1- PIPE 1072.220 I I 967.240 5.595 I I 972.835 I 19.47 6.20 I .60 973.43 I .00 I 1.59 I .00 I 2.000 I .000 I .00 I 1 .0 -I- 21.879 -I- .1000 -I- -1- -17 -1- -1- .0074 -1- .16 -1- 5.59 -1- .00 .71 -1- -1- .013 -1- .00 .00 1- PIPE 1094.099 I I 969.428 3.568 I I 972.996 I 19.47 6.20 I .60 I 973.59 .00 I 1.59 I .00 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1094.099 I I 969.428 .722 I I 970.151 ] 19.47 19.03 I 5.63 I 975.78 .00 I 1.59 I 1.92 ] I 2.000 I .000 .00 I 1 .0 -I- 47.337 -I- .1000 -I- -I- -I- -I- -I- .0913 -I- 4.32 -I- .72 -I- 4.60 .71 -I- -I- .013 -I- .00 .00 1- PIPE 1141.436 I I 974.162 .739 I I 974.901 I 19.47 18.46 I 5.29 I 980.19 .00 I 1.59 I 1.93 I I 2.000 I .000 .00 I 1 .0 -I- 25.261 -I- .1000 -I- -I- -I- -I- -I- .0820 -I- 2.07 -I- .74 -I- 4.40 .71 -I- -I- .013 -I- .00 .00 1- PIPE 1166.697 I I 976.688 .766 I I 977.454 I 19.47 17.60 I 4.81 I 982.26 .00 I 1.59 I 1.94 I I 2.000 I .000 .00 I 1 .0 -I- 14.597 -I- .1000 -I- -I- -I- -I- -I- .0720 -I- 1.05 -I- .77 -I- 4.11 .71 -I- -I- .013 -I- .00 .00 1- PIPE 1181.293 I I 978.148 I .793 I 978.941 I 19.47 16.78 I 4.37 I 983.31 .00 I 1.59 I 1.96 I I 2.000 I .000 .00 I 1 .0 -I- 10.000 -I- .1000 -I- -I- -I- -I- -I- .0631 -I- .63 -I- .79 -I- 3.84 .71 -I- -I- .013 -I- .00 .00 1- PIPE 1191.293 I I 979.148 I .822 I 979.970 I 19.47 16.00 I 3.97 I 983.94 .00 I 1.59 I 1.97 I I 2.000 I .000 .00 I 1 .0 -I- 7.430 -I- .1000 -I- -I- -I- -I- -I- .0554 -I- .41 -I- .82 -I- 3.59 .71 -I- -I- .013 -I- .00 .00 1- PIPE 1198.723 I I 979.891 .852 I I 980.743 I 19.47 15.25 I 3.61 I 984.36 .00 I 1.59 I 1.98 I I 2.000 I .000 .00 I 1 .0 -I- 5.787 -I- .1000 I -I- -I- -I- -I- -1- .0487 -17 .28 -I- .85 -I- 3.35 -I- .71 -I- .013 -I- .00 .00 I- PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 it it it irk it irkkir it it irkkirkkkirkrtkkkkkkkkkkkkkkrtkrtkkkkrtkrtrtkirrtkkkkkkrtkkrtkkkkkrtkkkkrtkrtrtrtrtkkkkrtkkirrtkrtrtirkkirkkkkkrtkkirk kit irk kYrkkir irk kir it it irk irkir kkrtrtkkkk Invert I Depth I water I Q 1 vel vel I Energy 1 Super ICriticallFlOw TOplHeight /lBase Wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.Ey.I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip Page 1 1 v' i �= 111" O�� W' 4W t "0, tam ow, W �' �` 111a 5A. OUT -I- L /Elem -I- ICh Slope -I- I -I- I I -I- -I- I -I- SF Avel -I- HF -I- ISE DpthlFroude -1- NINOrm -I- Dp -17 I "N" -1- I X -Fa111 ZR -1 IType Ch tttt�ttttltttt�ttttlttttttttlttttttt�tlt�* ttt�t�lttt* tt�Ittttt��I�ttttttttl�* tttt{: Ittt�ttirtltt��ttttltttt�ttltttttttl��ttt I�>< *tttt 1204.510 I 980.470 I .884. I I 981.354 19.47 I 14.54 I 3.28 984.64 I .00 I 1.59 I 1.99 I 2.000 I I .000 .00 I 1 .0 JUNCT STR .1000 .0626 .13 .88 3.12 .013 .00 .00 PIPE 1206.510 I I .980.670 .686 I I •981.356 16.17 I 16.95 I 4.46 985.82 I .00 I 1.45 I 1.90 I 2.000 I I .000 .00 I 1 .0 11.089 .1000 .0762 .84 .69 4.21 .65 .013 .00 .00 PIPE 1217.599 I I 981.778 .703 I I 982.481 16.17 I 16.41 I 4.18 986.66 I .00 I 1.45 I 1.91 I 2.000 I I .000 .00 I 1 .0 -I- 11.227 -I- .1000 -I- -I- -I- -I- -I- .0683 -I- .77 -I- .70 -I- 4.03 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1228.826 I I 982.901 .728 I I 983.628 16.17 I 15.65 I 3.80 987.43 I .00 I 1.45 I 1.92 I 2.000 I I .000 .00 I 1 .0 -I- 7.980 -I- .1000 -I- -I- -I- -I- -I- .0599 -I- .48 -I- .73 -I- 3.76 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1236.806 I I 983.698 .754 I I 984.452 16.17 I 14.92 I 3.46 987.91 I .00 I 1.45 I 1.94 I 2.000 I I .000 .00 I 1 .0 -I- 6.055 -1- .1000 71- -1- -1- -1- -1- .0525 -1- .32 -1- .75 -1- 3.52 -1- .65 -1- .013 -1- .00 .00 1- PIPE 1242.861 I I 984.303 .781 I I 985.084 16.17 I 14.23 I 3.14 988.23 I .00 I 1.45 I 1.95 I 2.000 I I .000 .00 I 1 .0 -I- 4.780 -I- .1000 -I- -I- -I- -I- -I- .0461 -I- .22 -I- .78 -I- 3.29 -I- .65 -I- .013 -I- .00 .00 I- PIPE 1247.641 I I 984.781 .809 I I 985.590 16.17 I 13.56 I 2.86 988.45 I .00 I 1.45 I 1.96 I 2.000 I I .000 .00 I 1 .0 -I- 3.869 -I- .1000 -I- -I- -I- -I- -I- .0405 -I- .16 -I- .81 -I- 3.07 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1251.509 I I 985.168 .839 I I 986.007 16.17 I 12.93 I 2.60 988.60 I .00 I 1.45 I 1.97 I 2.000 I I .000 .00 I 1 . .0 -I- 3.187 -I- .1000 -I- -I- -I- -I- -I- .0355 -I- .11 -I- .84 -I- 2.86 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1254.697 985.486 .870 986.356 16.17 12.33 2.36 988.72 .00 1.45 1.98 2.000 .000 .00 1 .0 -I- 2.655 -I- .1000 -I- -I- -I- -I- -I- .0312 -I- .08 -I- .87 -I- 2.67 -I- .65 -I- .013 -I- .00 .00 I- PIPE 0 FILE: 5anew.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 irttt {r it it t{: irttir irtttir it kirk irt{rttttti: {: it irttttttttttttttttf ttttttfrtttirtttttttttttttttttttttttirtttttttttttt {:tttt t f irtttttttttirtttttt {:tttt kirk I invert Depth water I Q I Vel vel I Energy I Super I CriticallFlow ToplHeight /IBase wt1 INO wth Station '1 Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.El. I E ev Depth. I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem -I- I -I- I -I- I -I- -i- I -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINOrm -I- Dp -I- I "N" -I- I X -Fa11I ZR -I IType Ch ttttt {t ir tICh .slope I tir irttttirt 1 tttttttir I ttttt{rtirt I ttittttttt 1 ttttttt I tir irtttt I ttt tittttt I ttt{rttt 1 tttttttir 1 ttt ttittt I ttttttt I tttttti 1 irtttt I {<tttttt 1257.351 I I 985.752 I .902 I 986.654 16.17 I 11.76 I 2.15 988.80 I .00 I 1.45 I 1.99 I 2.000 I I .000 .00 I 1 1- .0 -I- 2.227 -I- .1000 -I- -I- -I- -I- -I- .0274 -I- .06 -I- .90 -I- 2.49 -I- .65 -I- .013 -I- .00 .00 PIPE 1259.578 I. I 985.974 I .936 I 986.910 16.17 I 11.21 I 1.95 988.86 I .00 I 1.45 I 2.00 I 2.000 I 1 .000 .00 1 1 .0 Page 2 V �l I � V �, � } 5A. OUT 1.874 .1000 .0241 .05 .94 2.32 .65 .013 .00 .00 PIPE 1261.452 I 986.161 I .971 I I 987.133 I 16.17 10.69 I 1.77 I 988.91 .00 I 1.45 I 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 1.580 -I- .1000 -I- -I- -I- -I- -I- .0212 -I- .03 -I- .97 -I- 2.17 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1263.032 986.319 1.008 987.327 16.17 10.19 1.61 988.94 .00 1.45 2:.00 2.000 .000 .00 1 .0 -I- 1.328 -I- .1000 -I- -I- -I- -I- -I- .0187 -I- .02 -I- 1.01 -I- 2.02 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1264.361 I 986.452 I 1.047 I I 987.499 I 16.17 9.72 I 1.47 I 988.96 .00 I 1.45 I 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 1.109 -I- .1000 -I- -I- -I- -I- -I- .0165 -I- .02 -I- 1.05 -I- 1.88 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1265.470 I 986.563 I 1.087 I I 987.650 I 16.17 9.26 I 1.33 I 988.98 .00 I 1.4S I 1.99 I I 2.000 I .000 .00 I 1 .0 -I- .917 -I- .1000 -I- -I- -I- -I- -I- .0146 -I- .01 -I- 1.09 -I- 1.74 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1266.387 I 986.655 I I 1.130 I 987.785 I 16.17 8.83 I 1.21 I 989.00 .00 I 1.45 I 1.98 I I 2.000 I .000 .00 I 1 .0 -I- .746 -I- .1000 -I- -I- -I- -I- -I- .0129 -I- .01 -I- 1.13 -I- 1.62 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1267.132 I 986.729 I I 1.175 I 987.905 I 16.17 8.42 I 1.10 I 989.01 .00 I I 1.45 1.97 I I 2.000 I .000 .00 I 1 .0 -I- .591 -I- .1000 -I- -I- -I- -I- -I- .0114 -I- .01 -I- 1.18 -I- 1.50 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1267.723 I 986.788 I I 1.223 I 988.012 I 16.17 8.03 I 1.00 I 989.01 .00 I I 1.45 1.95 I I 2.000 I .000 .00 I 1 .0 .449 .1000 .0101 .00 1.22 1.39 .65 .013 .00 .00 PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 kirk f< kkkitkkkkkkkkkkkkkkkkkkkkkkkkkkkirkkkkkkirk irkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkirkfrkkkkkkkitkkkkkkitkkkki< itkkkkkit it kir itkirk itkkkit itkkkk irkkkkkitk Invert I Depth water I Q l vel vel I EnergyY supper IcriticallFlow TOplHeight /laase Wt1 INO wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch kitkkf: kit irk I irkiir irkkkk 1 kkkkkkkk 1 kirk kirk kirk I kkkkitk it irk 1 it irkkkkk I kkkkkkk I kkirkkkkkk I kkirk irkk I irkkkkfr irk I i <k kirk itkk I kirk kk kit I kkkkkkk 1 kkkkk 1 irkki <irkit 1268.172 I I 986.833 I 1.274 I '988.107 I 16.17 7.66 I .91 I 989.02 .00 I I 1.45 1.92 I I 2.0.00 I .000 .00 I 1 .0 .315 .1000 .0089 .00 1.27 1.29 .65 .013 .00 .00 PIPE 1268.487 I I 986.865 I 1.328 I 988.193 I 16.17 7.30 I .83 I 989.02 .00 I I 1.45 1.89 I I 2.000 I .000 .00 I 1 .0 .188 .1000 .0079 .00 1.33 1.19 .65 .013 .00 .00 PIPE 1268.675 I I 986.884 I 1.386 I 988.269 I 16.17 6.96 I .75 I 989.02 .00 I I 1.45 1.85 I I 2.000 1 .000 .00 1 1 .0 -I- .065 -I- .1000 -I- -I- -I- -I- -I- .0071 -I- .00 -I- 1.39 -I- 1.09 -I- .65 -I- .013 -I- .00 .00 I- PIPE 1268.740 -I- I I 986.890 -I- I 1.449 I 988.339 I 16.17 6.63 I .68 I 989.02 .00 -I- I I 1.45 -I- 1.79 -I- I I 2.000 -I- I .000 -I- .00 I 1 I- .0 -I- -I- -I- -I- -I- -I- Page 3 "I 5A. OUT 5.074 .0052 .0063 .03 1.45 1.00 1.63 .013 .00 .00 PIPE 1273.814 I 986.916 I 1.517 I I 988.434 16.17 I 6.32 .62 I I 989.05 .00 I 1.45 I 1.71 I 2.000 I I .000 .00 I 1 .0 -I- 35.172 -I- .0052 -I- -I- -I- -I- -I- .0057 -I- .20 -I- 1.52 .91 -I- -I- 1.63 -I- .013 -I- .00 .00 1- PIPE 1308.986 I 987.098 I 1.592 I I 988.690 16.17 I 6.03 .56 I I 989.25 .00 I 1.45 I 1.61 I 2.000 I I .000 .00 I 1 .0 -I- 33.344 -I- .0052 -I- -I- -I- -I- -I- .0053 -I- .18 -I- 1.59 .82 -I- -I- 1.63 -I- .013 -I- .00 .00 1- PIPE 1342.330 I 987.270 I 1.610 I I 988.880 16.17 I 5.97 .55 I I 989.43 .01 I 1.45 I 1..59 I 2.000 I I .000 .00 I 1 .0 -I- 62.030 -I- .0050 -I- -I- -I- -I- -I- .0052 -I- .32 -I- 1.62 .80 -I- -I- 1.66 -I- .013 -I- .00 .00 1- PIPE 1404.360 987.580 1.642 989.222 16.17 5.86 .53 989.75 .00 1.45 1.53 2.000 .000 .00 1 .0 64.135 .0051 .0051 .33 1.64 .77 1.64 .013 .00 .00 1- PIPE 1468.495 I 987.909 I 1.636 I I 989.545 16.17 I 5.88 .54 I I 990.08 .00 I 1.45 I 1.54 I 2.000 I I .000 .00 I 1 .0 97.715 .0051 .0051 .50 1.64 .78 1.64 .013 .00 .00 PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 5 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 h irh h ith h h ith h i<h h h iieh h irh irh h h h h h iih h h irh h h h irh h irh h h h hat h h h h h h h h h h h h h h h h h h h irh h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h ih h h h h h h h h h h h h h Invert I Depth I water I Q I Vel vel I EnergyY 1 Super IcriticallFlow TOplHeight/ Base Wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia. -FT,or I.D.1 ZL IPrs /Pip L /Elem IIICh Slope I I I I SF Ave HF ISE DpthlFroude NINOrm Dp.l °N" I X -Fall ZR Type Ch hh hhhhhihlhihhhhhhhhihhhhhhhhhihhhhhhhhhihhhhhhhllhhhhhhhhh iehhhhhha' r hhhhhhh hhhhhhhlhhhhhhhhllhhhhhhhlhhhhhhhl hhhhhhhh hhhhh irhhhhhh 1566.210 988.410 1.636 990.046 16.17 5.88 .54 990.58 .00 I 1.45 I 1.54 1 2.000 1 .0001 .00 I 1 .0 -1- 347.640 -I- .0051 -I- -I- -I- -I- -I- .0051 -I- 1.78 -I- 1.64 .78 -I- -I- 1.65 -I- .013 -I- .00 .00 1- PIPE 1913.850' I 990.170 I I 1.636 I 991.806 16.17 I 5.88 .54 I I 992.34 .00 I 1.45 I 1.54 I 2.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0056 -I- -I- -I- -I- -I- .0042 -I- .02 -I- 1.64 .78 -I- -I- -I- .013 -I- .00 .00 I- PIPE 1919.180 I 990.200 I I 1.987 I 992.187 13.48 I 4.29 .29 I I 992.47 .00 I 1.32 I .32 I 2.000 I I .000 .00 I 1 .0 -I- 54.778 -I- .0059 -I- -I- -I- -I- -I- .0032 -I- .18 -I- 1.99 .24 -I- -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 1973.958 I 990.522 I I 1.812 I 992.335 13.48 I 4.50 .32 I I 992.65 .00 I 1.32 I 1.17 I 2.000 I I .000 .00 I 1 .0 -I- 28.467 -I- .0059 -I- -I- -I- -I- -I- .0032 -I- .09 -I- 1.81 .50 -I- -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2002.426 I I 990.690 I 1.705 I 992.395 13.48 I 4.72 .35 I I 992.74 .00 I 1.32 I 1.42 I 2.000 I I .000 .00 I 1 .0 -I- 22.478 -I- .0059 -I- -I- -I- -I- -I- .0035 -I- .08 -I- 1.71 .59 -I- -I- 1.32 -I- .013 -I- .00 .00 1- PIPE I 2024.904 I 990.822 I 1.617 I 992.438 13.48 I 4.95 .38 I I 992.82 .00 I 1.32 I 1.57 I 2.000 I I .000 .00 I 1 .0 19.304 .0059 .0038 .07 1.62 .66 1.32 .013 .00 .,.00 1- PIPE Page 4 `J 1. I 5A. OUT 2044.208 -I- 990.935 I 1.539 I 992.474 I 13.48 I 5.20 I .42 I 992.89 .00 I 1.32 I 1.68 I 2.000 I I .000 .00 I 1 .0 17.228 -I- .0059 I -I- -I- -I- -I- -I- .0043 -1- .07 -I- 1.54 -I- .74 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2061.435 991.037 I 1.469 I 992.506 I 13.48 I 5.45 I .46 I 992.97 .00 I 1.32 I 1.77 I 2.000 I I .000 00. I 1 .0 15.914 .0059 I .0048 .08 1.47 .81 1.32 .013 .00 .00 PIPE 2077.349 991.130 I 1.405 I I 992.535 13.48 I 5.72 I .51 I 993.04 .00 I 1.32 I 1.83 I 2.000 I I .000 .00 I 1 .0 15.181 .0059 .0053 .08 1.41 .89 1.32 .013 .00 .00 PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 kkkkkkkkkkkkkkkkitk{( irkkirkkkkkkkirkkirkkkkkkkfrkkkkkkkkkkkkkkkkkirkkkirkkkkkkkkfrk itkkkkkkirkkkirk kirkkkfrkkkkkkkkkitkkkitkkkkirkkkk kit irkkk kkkkkirkk Invert + I Depth I water I Q I vel vel I Energy super I CriticallFlow Top Height /laase wt INO wth Station Elev I (FT) I Elev (CFS) I (FPS) Head Grd.ET.I Elev Depth I width Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem -I- ICh slope -I- I I -I- I -I- -.I- I SF Avel HF ISE DpthlFroude NlNorm _E_ Dp _ "N" I -I- I _ X -FallI ZR -I IType Ch kk kkir irkkirlkkirkkirkkirlkkkkirkkklkkkkkkkirklk{ rkkkkkkklkirk{ rkkklkirkkkkklkkkkkkkkklkkkkkir irlkklirkkkkkkklkkkkkkklkkkkkkklkkkkk kkkkkk Ikkkkkkk I 2092.531 I 991.219 I 1.346 I 992.565 13.48 I 6.00 I .56 I 993.12 I .00 I 1.32 1.88 I 2.000 I I .000 .00 I 1 .0 .5.138 I .0059 .0057 .03 1.35 .97 1.32 .013 .00 .00 1- PIPE 2097.669 -I- I 991.250 I 1.325 I 992.575 13.48 I 6.10 I .58 I 993.15 I .00 I 1.32 1.89 I 2.000 I I .000 .00 I 1 .0 8.541 I -I- .0059 -I- -I- -I- -I- -I- .0058 -I- .05 -I- 1.32. -I- 1.00 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2106.210 -I- I 991.300 I 1.325 I 992.625 13.48 I 6.10 I .58 I 993.20 I .00 I 1.32 1.89 I 2.000 I I .000 .00 I 1 .0 .340 -I- .0059 -I- -I- -I- -I- -I- .0059 -I- .00 -I- 1.33 -I- 1.00 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE I 2106.550 I 991.302 I 1.324 I 992.626 13.48 I 6.11 I .58 I 993.21 I .00 I 1.32 1.89 I 2.000 I I .000 .00 I 1 .0 36.970 I .0059 .0059 .22 1.32 1.00 1.32 .013 .00 .00 PIPE 2143.520 I 991.520 I 1.324 I 992.844 13.48 I 6.11 I .58 I 993.42 I .00 I 1.32 1.89 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .0909 .0031 .02 1.33 1.00 .013 .00 .00 I- PIPE I 2149.350 -I- I 992.050 I 1.603 I 993.653 2.06 I 1.17 I .02 I 993.67 I .00 I .54 .00 I I 1.500 I .000 .00 I 1 .0 18.895 -I- .0058 -I- -I- -I- -I- -I- .0004 -I- .01 -I- .00 -I- .00 -I- .52 -I- .013 -I- .00 .00 1- PIPE I 2168.245 I 992.161 I 1.500 I 993.661 2.06 I 1.17 I .02 I 993.68 I 1.50 I .54 .00 I I 1.500 I .000 .00 I 1 .0 -I- 24.754 -I- .0058 -I- -I- -I- -I- -I- .0004 -I- .01 -I- 1.50 -I- .00 -I- .52 -I- .013 -I- .00 .00 1- PIPE I 2192.999 -I- I 992.305 I 1.361 I 993.666 2.06 I 1.22 I .02 I 993.69 I .00 I .54 .87 I I 1.500 I .000 .00 I 1 .0 14.265 I -I- .0058 I -I- I -I- I -I- -I- I -I- .0003 -I- .00 -I- 1.36 -I- .15 -I- .52 -I- .013 -I- .00 .00 1- PIPE I I Page I 5 I I I I I 5A. OUT •2207.265 992.389 1.280 993.669 2.06 1.28 .03 993.69 .00 .54 1.06 1.500 .000 .00 1 .0 11.703 .0058 .0004 .00 1.28 .18 .52 .013 .00 .00 PIPE 0 FILE: 5anew.WSw-- W S P G W- CIVILDESIGN version 14.06 PAGE 7 Program Package serial Number: 1735 .WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 hir irhhhir it it irh hirhirhhhhir irh it it ie it irh hhhhith hhirhhhhhhhhfrh it it it it irh irhhhhhhhhhhf hhirhhhhhhirh hithhhh hhhirh hirhhhirh hhhhhhhhhhhhhh irhhhiehhhh #hhirh hhhirhhhir I Invert I Depth I water I Q I vel vel I Energy I SuFFer IcriticallFlOw To p (Height /Iaase wtl INO wth_ Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.E1.1 Elev I Depth I width 1Dia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude N1Norm DP I "N" I X -Fall) ZR IType Ch ie ih.h it ieh irh I hir it irh hir ith I I it ie irhhhhh I l it iir it irhhhh I I hhhhhhhih I hir it it irhir l ith irhir ith I ithhhiehhhh I hhhhhieh I hhhhhhhh l it it it irh it ieh I hhhhhhh I hhhhhhh l ithhhh I hithhhhh 2218.968 -I- 992.457 1.214 I 993.671 I 2.06 1.34 I .03 I 993.70 .00 I .54 I 1.18 I I 1.500 I .000 .00 I 1 .0 10.210 -I- .0058 I -I- -I- -I- -I- -I- .0004 -I- .00 -I- 1.21 -I- .21 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2229.178 992.517 I 1.155 I I 993.672 I 2.06 1:41 I .03 I 993.70 .00 I .54 I 1.26 I I 1.500 I .000 .00 I 1 .0 9.168 .0058 I .0005 .00 1.16 .23 .52 .013 .00 .00 PIPE 2238.346 992.571 I I 1.103 I 993.673 I 2.06 1.48 I .03 I 993.71 .00 I I .54 1.32 I I 1.500 I .000 .00 I 1 .0 8.377 .0058 .0005 .00 1.10 .25 .52 .013 .00 .00 PIPE 2246.723 -I- 992.620 1.055 993.674 I 2.06 I 1.55 .04 I 993.71 I .00 I .54 I 1.37 I 1.500 I .000 .00 1 .0 7.729 -I- .0058 I -I- -I- -I- -I- -I- .0006 -I- .00 -I- 1.05 -I- .28 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2254.452 I 992.665 I 1.010 993.675 I 2.06 I 1.63 .04 I 993.72 I .00 I .54 I 1.41 I 1.500 I I .000 .00 I 1 .0 7.167 .0058 I .0006 .00 1.01 .30 .52 .013 .00 .00 PIPE 2261.618 -I- I 992.707 I .969 I 993.675 I 2.06 1.71 I .05 I 993.72 .00 I I .54 1.43 I I 1.500 I .000 .00 I 1 .0 6.712 -I- .0058 -I- -I- -I- -I- -I- .0007 -I- .00 -I- .97 -I- .33 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2268.331 I I 992.746 I .930 I 99.3.676 I 2.06 1.79 I .05 I 993.73 .00 I I .54 1.46 I I 1.500 I .000 .00 I 1 .0 6.270 .0058 .0008 .01 .93 .35 .52 .013 .00 .00 PIPE 2274.601 I I 992.783 I .893 993:676 I 2.06 I 1.88 .05 I 993.73 I .00 I .54 I 1.47 I 1.500 I .000 I .00 I 1 .0 -I- 5.919 -I- .0058 I -I- -I- -I- -I- -I- .0009 -I- .01 -I- .89 -I- .38 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2280.520 I 992.817 I .859 I 993.676 I 2.06 1.97 I .06 993.74 I .00 I .54 I 1.48 I 1.500 I .000 I .00 I 1 .0 -I- 5.560 -I- .0058 -I- -I- -I- -I- -I- .0011 -I- .01 -I- .86 -I- .41 .52 -I- -I- .013 -I- .00 .00 1- PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date':10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 Page 6 I:-_, 40 •M M= on. so ao ,E; sir i0 V0 aw EK MW �r 5A.OUT {r it it irh� hhhir irh ichhir{ rhhhhhhhhhhhhhhhhhhhhhirhhhhhhhh '.chit ithhhhhhhhhhhh�hhhh hirh{t{rhhhhhhhhirhhhhirhh �•hhhhhhhhhh{e h {t h {rhhhhhhhhhhhhhhhhir hhithhhhh Invert I Depth I Water I Q I Vel Vel I Energyy I Supper ICriticallFlOW ToplHeight /IBase WtI INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I EIeV I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem Slope I I I I SF Avel _1_ HF _1_ ISE DpthlFroude _I_ NINOrm Dp I "N" I X -Fal1I ZR IType Ch irhICh ith teh ithhlhhhhhhhhlirhhhhhith i< lhhhhh{ rhhitlhhhhhhhhhlhhhhhhhlhhh{ thhhlhhhhithhhhlht hhhhhlhhhhhhhhlhlhhhhhhhlhhhhhhhlhhhhh hhhhhhh Ihhhhhhh 2286.080 992.850 .826 993.676 2.06 2.07 .07 993.74 I .00 I .54 I 1.49 1.500 .000 .00 1 .0 -I- 5.232 -I- .0058 -I- -I- -I- -I- -I- .0012 -I- .01 -I- .83 -I- .45 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2291.312 I 992.880 I .795 I I 993.675 2.06 I 2.17 I .07 993.75 I .00 I .54 I 1.50 I I 1.500 I .000 .00 I 1 .0 4.960 .0058 .0014 .01 .80 .48 .52 .013 .00 .00 PIPE 2296.272 I 992.909 I .765 I I 993.675 2.06 I 2.27 I .08 993.75 I .00 I .54 I 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 4.653 -I- .0058 -I- -1- -I- -I- -I- .0015 -I- .01 -I- .77 -I- .51 -I- .52 -I- .013 -I- .00 .00 I- PIPE 2300.925 I .992.937 I .737 I I 993.674 2.06 I 2.38 I .09 993.76 I .00 I .54 I 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 2.285 -I- .0058 -I- -I- -I- -I- -I- .0017 -I- .00 -I- .74 -I- .55 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2303.210 I 992.950 I .723 I I 993.673 2.06 I 2.44 I .09 993.77 I .00 I .54 I 1.50 I I 1.500 I .000 .00 I 1 .0 -1- 4.233 -1- .0059 -1- -1- -1- -1- -1- .0019 -1- .01 -1- .72 -1- .57 -I- .52 -I- .013 -I- .00 .00 I- PIPE 2307.443 I 992.975 I I .697 I 993.672 2.06 I 2.56 I .10 993.77 I .00 I .54 I 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 3.933 -I- .0059 -I- -I- -I- -I- -I- .0021 -I- .01 -I- .70 -I- .62 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2311.375 I 992.998 I I .672 I 993.670 2.06 I 2.69 I .11 993.78 I .00 I I .54 1.49 I I 1.500 I .000 .00 I 1 .0 3.681 .0059 .0024 .01 .67 .66 .52 .013 .00 .00 PIPE 2315.057 I 993.020 I I .648 I 993.668 2.06 I 2.82 I .12 993.79 I .00 I I .54 1.49 I I 1.500 I .000 .00 I 1 .0 -I- 3.365 -I- .0059 -I- -I- -I- -I- -I- .0027 -I- .01 -I- .65 -I- .71 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2318.422 I I 993.039 I .625 I 993.665 2.06 I 2.95 I .14 993.80 I .00 I I .54 1.48 I I 1.500 I .000 .00 I 1 .0 3.056 .0059 .0031 .01 .63 .76 .52 .013 .00 .00 PIPE 0 FILE: 5anew.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 hhhhir irhhhhhhiehhir irh hhhhiehhhirhhhirhh{ ehhhhirh h{r irh ieh iehhhh{ehhhhhhhhhhhfe { tie {eh hhhhhhir{ rhh {rh{rhhhhhh {rhhhhhirh{rhhhhfr irhir irhhhhit {r h {r {rhhhhhir {rh hir i<h hit it it I Invert I Depth I water I Q vel Vel Ener Y Super Critical FLOW To pIDia9 Height/ Base Wtl No wth IPrs Station I Elev I (FT) I Elev (CFS) I (FPS) Head Grd.El Elev ' Depth I Width -FTlor I.D.I ZL /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X -Fall) ZR IType Ch ith it frhhhhh I hhhhhhirhh I h'.th h{rh hie 1 hie {rh {r ith {eh I ieh {ehhhir it it I hh{rhi<h {r I h{rhhhhh 1 hhhhhhhhh I hhhhhhh I pithhhhhh 1 hhhithhhh I hhhhirhh 1 hhhhhhh I hhhhir I hh'.r {rhhh 2321.478 I I 993.057 I .603 I 993.661 2.06 I 3.10 I .15 993.81 I .00 I I .54 1.47 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 (- -I- -I- -I- -I- -I- -I- -I- -I- -I- Page 7 -I- ow Page 8 5A. OUT 2.658 .0059 .0036 .01 .60 .81 .52 .013 .00 .00 PIPE 2324.136 I I 993.073 .582 I I 993.655 I 2.06 3.25 I .16 993.82 I .00 I .54 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- 1.770 -I- .0059 -I- -I- -I- -I- -I- .0041 -I- .01 -I- .58 -I- .87 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2325.906 993.084 .562 993.645 2.06 3.41 .18 993.83 .00 .54 1.45 1.500 .000 .00 1 .0 HYDRAULIC JUMP 2325.906 I I 993.084 .517 I 993.601 I 2.06 I 3.81 .23 I 993.83 I .00' I .54 I 1.43 I 1.500 I .000 I .00 I 1 .0 -I- 17.703 -I- .0059 I -I- -I- -I- -I- -I- .0059 -I- .10 -I- .52. -I- 1.09 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2343.609 I 993.188 .517 I I 993.705 I 2.06 3.81 I .23 993.93 I .00 I .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 8.901 -I- .0059 I -I- -I- -I- -I- -I- .0059 -I- .05 -I- .52 -I- 1.09 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2352.510 I 993.240 .518 I I 993.758 I 2.06 3.80 I .22 993.98 I .01 I .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 80.159 -I- .0058 -I- -I- -I- -I- -I- .0058 -I- .47 -I- .53 -I- 1.09 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2432.669 993.708 .518 994.227 2.06 3.80 .22 994.45 .01 .54 1.43 1.500 .000 .00 1 .0 8.851 .0058 .0058 .05 .53 1.09 .52 .013 .00 .00 1- PIPE 2441.520 I I 993.760 .518 I I 994.278 I 2.06 3.80 I .22 994.50 I .00. I .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 1.468 -I- .0062 -I- -I- -I- -I- -I- .0058 -I- .01 -I- .52 -I- 1.09 -I- .51 -I- .013 -I- .00 .00 1- PIPE 2442.988 I I 993.769 .522 I I 994.291 I 2.06 3.77 I .22 994.51 I .00 I .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 1.782 .0062 .0053 .01 .52 1.07 .51 .013 .00 .00 PIPE 6 FILE: 5aneW.WSW W S P G W - CIVILDESIGN version 14.06 PAGE 10 Program Package Serial Number: 1735 - WATER SURFACE PROFILE LISTING Date:10 -12 -2005 Time:10:44: 0 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5A JUNE 3, 2005 ft is it i; i; is f: it is is is f; it i; it is it it is i; it i.• i< i; it it it it i; i; f: it it is at it i; is is f is i; is i; is i; i; :Y i; it f; i; i; it is it f i; it is i; is is at i; is is i; i; i; i; is i; it i< i; it is i; it is i; i; it i; f; i; f; it i; i; it is it rt i; i; i; is is it { i; is Y: f; i; is is it i; i; i; i; is i; i; i; is i; at is i; a` it it tr i; is is I Invert I Depth I water I Q I vel vel I Ener YY I Supper ICriticallFloW_TO IHei ht /(Base plDiag wt1 No wth IPrs Station I Elev II (FT) I Elev I (CFS) I (FPS) Head I Grd.El. 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OUT 0 FILE: SCNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial- Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 2: 9:40 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5C JUNE 3, 2005 Invert I Depth I water I Q I Vel vel I EnergyY I Super ICriticallFlow ToplHeight /IBase wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head- Grd .'E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope -I- I -I- I I -I- I -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- DP -I- I "N" -I- I X -Fall) ZR -I IType Ch it it it is it {r it it i< 1 {r it i< it it {r is {r it I {r it it it it {: {� it 1 {r {r it it {r it {r it it I it {r {r {r fr {r i< it it I it it it it {e it it I i< it {r {r {r it {r I {r {r {r {r {r fr it {r {r I it it it it it it it I it it {r {r {r {r {r {t I {r {� it it {r it it {r 1 it it {r it i� it it I it A i d it it it I it {r it {r it I it {r {: {r it it k 5002.420 I I 990.770 1.260 I I 992.030 I 2.69 1.70 I .04 I 992.07 .00 I .62 I 1.10 I 1.500 I I .000 .00 I 1 .0 -I- 1.835 -I- .0330 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 1.26 -I- .25 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5004.255 I I 990.831 1.196 I I 992.027 I 2.69 1.78 I .05 I 992.08 .00 I .62 I 1.21 I 1.500 I I .000 .00 I 1 .0 -I- 1.596 -I- .0330 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 1.20 -I- .28 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5005.852 I I 990.883 1.140 I I 992.023 I 2.69 1.87 I .05 I 992.08 .00 I .62 I 1.28 I 1.500 I I .000 .00 I 1 .0 -I- 1.417 -I- .0330 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 1.14 -I- .31 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5007.269 I I 990.930 1.089 I I 992.019 I 2.69 1.96 I .06 I 992.08 .00 I .62 I 1.34 I 1.500 I I .000 .00 I 1 .0 -1- 1.277 71- .0330 -1- -1- -1- -1- -1- .0009 -I- .00 -1- 1.09 -1- .34 -1- .38 -1- .013 -1- .00 .00 1- PIPE 5008.546 I I 990.972 1.042 I I 992.014 I 2.69 2.05 I .07 I 992.08 .00 I .62 I 1.38 I 1.500 I I .000 .00 I 1 .0 -I- 1.154 -I- .0330 -I- -I- -I- -I- -I- .0010 -I- .00 -I- 1.04 -I- .37 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5009.700 I I 991.010 .998 I I 992.008 I 2.69 2.15 I .07 I 992.08 .00. I .62 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- .899 -I- .0330 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.00 -I- .40 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5010.599 I I 991.040 .957 I I 991.998 I 2.69 2.26 I .08 I 992.08 .00 I .62 I 1.44 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 5010.599 991.040 .381 991.421 2.69 7.62 .90 992.32 .00 .62 1.31 1.500 .000 .00 1 .0 -I- 16.810 -I- .0330 -I- -I- -I- -I- -I- .0327 -I- .55 -I- .38 -I- 2.58 -I- .38 -I- .013 -I- .00 .00 I- PIPE 5027.409 I I 991.596 I .382 I 991.978 I 2.69 7.59 I .89 I 992.87. .00 I .62 I 1.31 I 1.500 I I .000 .00 I 1 .0 I- -I- 26.209 -I- .0330 -I- -I- -I- -I- -I- .0304 -I- .80 -I- .38 -I- .2.57 -I- .38 -I- .013 -I- .00 .00 PIPE 0 FILE: 5CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 2: 9:40 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5C JUNE 3 , 2005 {r {r it {r {r {r {r it at � {r {r it {r it {r t it {r {r it it it it it it it b it h h i it it it {r it {r it it it {r it {r {r ik it b it it it it h it it it {r it h {r {r Yr it it +Y it {r {r b {r it it it fi h it h h it G fr {r {r Aie {r it it it it fr it it it it 4 it A i b i it it it it it A {r b it it it i it it {< it it it ie it {r it it it it {r d fr Invert I Depth water I Q i vel vel I Energyy super ICriticallFlow Top Height /IBase IDia. wt INO wth Station'' Elev I (FT) I Elev I (CFS) (FPS) Head Grd.El.i Elev I Depth I Width -FTIor I.D.I ZL IPrs /Pip Page 1 5C.OUT L /Elem Ich Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I . "N" X -Fall) ZR IType Ch itfr frfrfrfrir irfr 1 friti frir irfrfrfr I f it irfrfrfr 4fr 1 frfrfrfrfrfrfr irfr I frfrfrfrfrfrfrfrfr I frirfrfrfrfrfr I frfrfrfrfrfrfr 1 frfri frfrfrfrfrfr I frfrfrfrfrfrfr I frfrfrfri irfrfr I frfrfrfrfrfrfrfr I frfrfrfrfrfr fr'I frfrfrfrfrfrfr I fr {rfrfrfr I frfi kfric icfr 5053.619 I 992.461 I .395 I 992.857 I 2.69 I 7.23 I .81 993.67 I I .00 .62 I 1.32 I 1.500 I I .000 .00 I 1 .0 -I- 9.381 -I- .0330 -I- -I- -I- -I- -I- .0266 -I- .25 -I- .40 -I- 2.40 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5063.000 I 992.771 I .409 I 993.180 I 2.69 I 6.90 I .74 993.92 I I .00 .62 I 1.34 I 1.500 I I .000 .00 I 1 .0 5.435 .0330 .0233 .13 .41 2.25 .38 .013 .00 .00 PIPE 5068.435 I 992.951 I .423 I 993.374 I 2.69 I 6.58 I .67 994.05 I I .00 .62 I 1.35 I 1.500 I I .000 .00 I 1 .0 -I- 3.663 -I- .0330 -I- -I- -I- -I- -I- .0204 -I- .07 -I- .42 -I- 2.10 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5072.097 I • 993.072 I .438 I 993.510 I 2.69 I 6.27 I .61 994.12 I I .00 .62 I 1.36 I 1.500 I I .000 .00 I 1 .0 -I- 2.645 -I- .0330 -I- -I- -I- -I- -I- .0178 -I- .05 -I- .44 -I- 1.97 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5074.742 I 993.159 I .453 I I 993.612 2.69 I 5.98 I .55 994.17 I I .00 .62 I 1.38 I 1.500 I I .000 .00 I 1 .0 -I- 1.989 -I- .0330 -I- -I- -I- -I- -I- .0156 -I- .03 -I- .45 -I- 1.84 -I- .38 -I- .013 -I- .00 .00 1- PIPE . 5076.731 I 993.225 I .469 I I 993.694 2.69 I 5.70 I .50 994.20 I I .00 .62 I 1.39 I 1.500 I I .000 .00 I 1 .0 1.517 .0330 .0137 .02 .47 1.72 .38 .013 .00 .00 PIPE 5078.248 I 993.275 I .485 I I 993.761 2.69 I 5.43 I .46 994.22 I I .00 .62 I 1.40 I 1.500 I I .000 .00 I 1 .0 -I- 1.163 -I- .0330 -I- -I- -I- -I- -I- .0120 -I- .01 -I- .49 -I- 1.61 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5079.411 I 993.314 I .503 I I 993.816 2.69 I 5.18 . I .42 994.23 I I .00 .62 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- .892 -I- .0330 -I- -I- -I- -I- -I- .0105 -I- .01 -I- .50 -I- 1.51 -I- .38 -I- .013 -I- .00 .00 1- PIPE 5080.303 I 993.343 I .520 I I 993.864 2.69 I 4.94 I .38 994.24 I I .00 .62 I 1.43 I 1.500 I I .000 .00 I 1 .0 .669 .0330 .0092 .01 52 1.41 .38 .013 .00 .00 PIPE 0 FILE: 5CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time: 2: 9:40 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 5C JUNE 3, 2005 frfrit icfr irfrirfr frir it irfr irfrfrfrfr it tfrfrfrit i <ir itfrfrfrfrfritfr frfrfritfrfrfrfrfrfrfrfrfrfrirfrfrirfrfrfrfrfrfrfrfrfrfrfrfrfrfrt frirfrfr it iti it irfrfrfrfr irfrfrfrfr frfrfrfrfrfrfrfrYrfrfrfrfri< it irfr irfrfrfrfrfrir irfrfritfrfr irfrfrir it it irfr itfrfritfrfr I Invert I Depth I water I Q I vel vel I Ener YY I Super IcriticallFlOW ToplHei ht /IBase wt INO wth Station I 'Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia9 -FTlor I.D. 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ZL IPrs /Pip Page 1 an m -20 000. -20 M- r► 'r ■r m r it Page 2 5D.oUT L/Elem -I- -I- lCh Slope -I- I -I- I I -I- -I- I -I- SF ravel -I- HF ISE -I- DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch {r {r {r it {r ie it it it I it it it it it it it it it I it it it Yr it it {r it I i A h it it it it it it I {r {r it {` {r it it {r'ir I it it is {r it tr it I {r h i h {r h h I it it it ir'.r ir'r it it I it tr it it it {r tr I it it it tr it i it it I i {r it it s4 i {r it I it it at it it to {r I tr A {c is it {r k I it it it {r fr I it it it {t b it a4 6038.347 992.532 1.078 993.610 11.42 6.62 .68 994.29 .00 1.21 1.99 2.000 .000 .00 1 .0 -I- 1.051 -I- .0259 -I- -I- -I- -I- -I- .0075 -I- .01 -I- 1.08 -I- 1.25 -I- .77 -I- .013 -I- .00 .00 1- PIPE 6039.397 I 992.559 I 1.120 I I 993.'679 11.42 I 6.31 I .62 I 994.30 I .00 1.21 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .599 -I- .0259 -I- -I- -I- -I- -I- .0066 -I- .00 -I- 1.12 -I- 1.16 -I- .77 -I- .013 -I- .00 .00 1- PIPE 6039.997 I 992.575 I 1.165 I I 993.740 11.42 I 6.02 I .56 I 994.30 I .00 1.21 I 1.97 I 2.000 I I .000 .00 I 1 .0 -I- .193 -I- .0259 -I- -I- -I- -I- -I- .0058 -I- .00 -I- 1.16 -I- 1.08 -I- .77 -I- ..013 -I- .00 .00 1- PIPE 6040.190 I 992.580 I 1.213 I I 993.793 11.42 I 5.73 I .51 I 994.30 I .00 1.21 I 1.95 I 2.000 I I .000 .00 I 1 .0 -I- 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 6A. OUT 0 FILE: 6ANEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 5:59:42 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6A JUNE 3, 2005 hhhhtthhhhhthttthhhhthththhhhhhthttththththhthhttttthhhhhhhhhttthhhhhtt�hthtthhtthtthtththhhhhhhirthhhtttthttttiihtthtthhttt httthttt Invert Depth I I water I Q I Vel vel I Energyy I super. ICriticallFloW ToplHeight /IBase wtI INO wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- -I- -I- I "N" I X -Fall) ZR -I IType Ch hthttht hh hhhthth h I f I htthhhhit I h tith tir irhh I hiahhhhhth I htthhhh I hirh ht <ht I ttir irhhthh I i.h hfrhhh I thhtirh tt irDp I hhhttht I thirhthh I tthhhht I Ytthhh I ihhhttt 2000.000 -I- I 963.000 I 9.300 I I 972.300 34.62 I 11.02 1.89 I 974.19. I .00 I 1.92 I .00 I 2.000 I .000 I .00 I 1 .0 125.000 -I- .0250 I -I- -I- -I- -I- -I- .0234 -I- 2.93 -I- 9.30 -I- .00 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 2125.000 -I- I 966.120 9.107 I I 975.227 I 34.62 11.02 I 1.89 I 977.11 .00 I 1.92 I .00 I I 2.000 I .000 .00 I 1 .0 71.510 -I- .0984 I -I- -I- -I- -I- -I- .0234 -I- 1.67 -I- 9.11 -I- .00 .99 -I- -I- .013 -I- .00 .00 1- PIPE 2196.510 -I- I 973.160 -I- 3.742 I I 976.902 34.62 I 11.02 1.89 I 978.79 I .00 I 1.92 I .00 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .1000 I -I- -I- -I- -I- -I- .0190 -I- .04 -I- 3.74 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2198.510 -I- I 973.360 4.792 I I 978.152 27.32 I 8.70 1.17 I 979.33 I .00 I 1.81 I .00 I I 2.000 I .000 .00 I 1 .0 8.733 -I- .0983 -I- -I- -I- -I- -I- .0146 -I- .13 -I- 4.79 -I- .00 .86 -I- -I- .013 -I- .00 .00 1- PIPE 2207.243 I I 974.218 4.061 I I 978.279 I 27.32 8.70 1.17 I I 979.45 .00 I 1.81 I .00 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 2207.243 I I 974.218 .917 I I 975.136 I 27.32 '19.43 5.86 I I 981.00 .00 I 1.81 I 1.99 I I 2.000 I .000 .00 I 1 .0 -I- 9.045 -I- .0983 -I- -I- -I- -I- -I- .0766 -I- .69 -I- .92 -I- 4.08 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2216.289 I I 975.108 .931 I I 976.039 I 27.32 19.07 I 5.64 I 981.68 .00 I 1.81 I 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 16.982 -I- .0983 -I- -I- -I- -I- -I- .0701 -I- 1.19. -I- .93 -I- 3.96 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2233.270 -I- I I 976.777 .966 I I 977.743 I 27.32 18.18 5.13 I 982.87 I .00 I 1.81 I 2.00 I 2.000 I .000 I .00 I 1 .0 11.753 -I- .0983 -I- -I- -I- -I- -I- .0617 -I- .73 -I- .97 -I- 3.69 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2245.023 -I- I I 977.932 1.003 I I 978.935 I 27.32 17.33 I 4.66 I 983.60 .00 I 1.81 I 2.00 I 2.000 I .000 I .00 I 1 .0 8.777 -I- .0983 -I- -I- -IL -I- -I- .0544 -I- .48 -I- 1.00 -I- 3.44 -I- .86 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 6ANEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 5:59:42 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6A JUNE 3, 2005 iYh hirtttirtttfthhtthhhhttthhhhhhtrthhhhththtthhtf< hthhhhththhhthtthttttttththhthhirhhhthhthichhhirhirhhhhirhht irh hhhhhirhthhhhhthhhtie ttttirtth I Invert I Depth I Water I Q I vel vel I Energyy I Super ICriticallFloW ToplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I EIev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip Page 1 6A. OUT -I- L /Elem -I- ICh slope -I- I -I- I I -I- -I- I' -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fall) -I IType Ch kk irk frkk kkikkkkkir k itk ikkkkkkkkikkkkirkkkkiitkkkkkkkkikkkkkkklkkkkirkk�kkkkkkklkkkit kk kkk lkkkkirkkklkkkkkkkklkkkkkkklkkkkkkkl kkkZR kk Ikkkkf kk 2253.800 978.795 1.041 979.836 27.32 16.53 4.24 984.08 I .00 1 1.81 I 2.00 1 2.000 I .0001 00 I 1 .0 -I- 6.851 -I- .0983 -I- -I- -I- -I- -I- .0479 -I- .33 -I- 1.04 -I- 3.20 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2260.651 I 979.468 I 1.082 I I 980.550 27.32 I 15.76 I 3.86 984.40 I .00 I 1.81 I 1.99 I 2.000 I I .000 .00 I 1 .0 5.497 .0983 .0423 .23 1.08 2.98 .86 .013 .00 .00 PIPE 2266.148 I 980.008 I 1.124 I I 981.133 27.32 I 15.02 I 3.50 984.64 I .00 I 1.81 I 1.98 I 2.000 I I .000 .00 I 1 .0 -I- 4.490 -I- .0983 -I- -I- -I- -I- -I- .0373 -I- .17 -I- 1.12 -I- 2.77 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2270.638 I 980.450 I 1.169 I I 981.619 27.32 I 14.32 I 3.19 984.80 I .00 I 1.81 I 1.97 I 2.000 I I .000 .00 I 1 .0 -I- 3.711 -I- .0983 -I- -I- -I- -I- -I- .0330 -I- .12 -I- 1.17 -I- 2.57 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2274.349 I 980.815 I 1.216 I I 982.031 27.32 I 13.66 2.90 I 984.93 I .00 I 1.81 I 1.95 I 2.000 I I .000 .00 I 1 .0 -I- 3.084 -I- .0983 -I- -I- -I- -I- -I- .0292 -I- .09 -I- 1.22 -I- 2.38 -I- .86 -I- .013 -I- .00 .00 I- PIPE 2277.433 I 981.118 I 1.267 I I 982.384 27.32 I 13.02 I 2.63 985.02 I .00 I 1.81 I 1.93 I 2.000 I I .000 .00 I 1 .0 -I- 2.567 -I- .0983 -I- -I- -I- -I- -I- .0259 -I- .07 -I- 1.27 -I- 2.20 -I- .86 -I- .013 -I- .00 .00 1- PIPE 2280.000 I 981.370 I 1.320 I I 982.690 27.32 I 12.42 I 2.39 985.08 I .00 I 1.81 I 1.89 I 2.000 I I .000 .00 I 1 .0 -I- 9.345 -I- .0320 -I- -I- -I- -I- -I- .0237 -I- .22 -I- 1.32 -I- 2.03 -I- 1.20 -I- .013 -I- .00 .00 1- PIPE 2289.345 I 981.669 I 1.346 I I 983.016 27.32 I 12.14 I 2.29 985.31 I .00 I 1.81 I 1.88 I 2.000 I I .000 .00 I 1 .0 -I- 14.597 -I- ..0320 -I- -I- -I- -I- -I- .0218. -I- .32 -i- 1.35 -I- 1.95 -I- 1.20 -I- .013 -I- .00 .00 I- PIPE 2303.942 982.137 1.406 983.543 27.32 11.58 2.08 985.62 .00 1.81 1.83 2.000 .000 .00 1 .0 9.984 .0320 .0195 .19 1.41 1.80 1.20 .013 .00 .00 1- PIPE O'FILE: 6ANEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 5:59:42 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6A JUNE 3, 2005 kkkki< kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkki :kkkkkkkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk 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.Ey. I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh slope I -I- I -I- I -I- -I- I -I- SF Avel -I HF - -I- ISE DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fall1 ZR -I IType Ch it irk kkkkirk lark kkkkkkklir irk irk irkklkkirkkkkkklkkkkkkkkklkkkikkklikkkkkklkkkkkkkkklkkkkkkklkkkkkkkklkkkkkkkklkkkkkkklkkkkkkklkkkirk Iir irkkkkk 2313.926 I I 982.457 I 1.470 I 983.927 27.32 I 11.04 I 1.89 985.82 I .00 I 1.81 I 1.77 I 2.000 I I .000 .00 I 1 .0 -I- 7.003 -I- .0320 -I- -I- -I- -I- -I- .0175 -I- .12 -I- 1.47 -I- 1.64 -I- 1.20 -I- .013 -I- .00 .00 1- PIPE 2320.929' I 982.682 I 1.540 I 984.221 27.32 I .10.53 I 1.72 985.94 I .00 I 1.81 I 1.68 I 2.000 I I .000 .00 I 1 .0 Page 2 'ors im "N er Su la m W snoft 0W _ter M iVft Man m Page 3 6A. OUT 4.829 .0320 I .0157 .08 1.54 1.49 1.20 .013 .00 .00 PIPE 2325.757 -I- I 982.836 1.617 I I 984.454 I 27.32 10.04 I 1.56 986.02 I .00 I 1.81 I 1.57 I .2.000 I I .000 .00 I 1 .0 3.016 -I- .0320 I -I- -I- -I- -I- -I- .0143 -I- .04 -I- 1.62 -I- 1.34 -I- 1.20 -I- .013 -I- .00 .00 1- PIPE 2328.773 -I- I 982.933 1.706 I 984.639 I I 27.32 '9.57 I 1.42 986.06 I .00 I 1.81 I 1.42 I 2.000 I I .000 .00. I 1 .0 1.156 -I- .0320 -I- -I- -I- -I- -I- .0132 -I- .02 -I- 1.71 -I- 1.19 -I- 1.20 -I- .013 -I- .00 .00 1- PIPE 2329.930 I I 982.970 1.815 I I 984.785 I 27.32 9.12 I 1.29 986.08 I .00 I 1.81 I 1.16 I 2.000 I I .000 .00 I 1 .0 JUNCT STR .0094 .0083 .04 1.81 1.00 .013 .00 .00 I- PIPE 2335.260 I I 983.020 3.297 I I 986.317 I 13.93 4.43 I .31 986.62 I .00 I 1.34 I .00 I 2.000 I I .000 .00 I 1 .0 4.210 .0095 .0038 .02 3.30 .00 1.15 .013 .00 .00 PIPE 2339.470 I I 983.060 3,.273 I I 986.333 I 13.93 4.43 I .31 986.64 I .00 I 1.34 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 62.410 -I- .0101 -I- -I- -I- -I- -I- .0038 -I- .24 -I- .00 -I- .00 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 2401.880 983.690 2.929 986.619 13.93 4.43 .31 986.92 .00 1.34 .00 2.000 .000 .00 1 .0 -I- 95.400 -I- .0100 -I- -I- -I- -i- -I- .0038 -I- .36 -I- .00 -I- .00 -I- 1.14 -I- .013 -I- .00 .00 I- PIPE 2497.280 I I 984.640 I 2.356 I 986.996 I 13.93 4.43 I .31 987.30 I .00 I 1.34 I .00 I 2.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0094 -I- -I- -I- -I- -I- .0037 -I- .02 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 0 FILE: 6ANEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 5:59:42 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6A JUNE 3, 2005 { w'- it it {e {r it {; it it it fe {r {r {r it it it ir'< i< it it it it fr {r {r it {r it {<{r it it it it it it {; :: it it fr it {r it * rt ir.h M1 rt fr i<fr h h {r fr 4 {r tr G it {r t it it it {r it it {r it i; b * R it it 4 tr it it fr 4 fi it it it it it it { tr it it it it it it {r {r it it {r it it {r it it it it f Y it { it it it {r it it h it {r it {r it I Invert I Depth I water I Q I vel Vel I Energyy I Super ICriticallFloW ToplHeight /Isase WtI 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- L /Elem Ich.Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR IType Ch it it {e it i<'.r it {; it I it it {e it I it {r it it {e tr it {r I it it {r h it {r rt it it I it it it {r it it it {r it I it it fr it it it it I fr ft it it it {r it I it it it :k it it it ie it I {r it it h it it i< I it {r rt it rt it i it it I {r it it it it it it I it it it it it it i 1 it it i fi it {r i< I it it it it 4 I rt rt {r R fr {r i 2503.660 I I 984.700 I 2.341 I 987.041 I 13.68 4.35 I .29 987.34 I .00 I 1.33 I .00 I 2.000 I .000 I .00 I 1 .0 -I- 49.100 -I- .0102 -I- -I- -I- -I- -I- .0037 -I- .18 -I- .00 -I- .00 -1- 1.12 -I- .013 -I- .00 .00 I- PIPE 2552.760 I I 985.200 I 2.066 I 987.266 I 13.68 4.35 I .29 987.56 I .00 I 1.33 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 3.030 -I- .0099 -I- -I- -I- -I- -I- .0037 -I- .01 -I- 2.07 -I- .00 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 2555.790 -I- I I 985.230 -I- I 2.047 -I- I 987.277 -I- I 13.68 -I- 4.35 -I- I .29 -I- 987.57 -I- I .00 -I- I 1.33 -I- I .00 -I- I I 2.000 -I- I .000 -I- .00 I 1 I- .0 Page 3 am. ism so i 0-0 it W - M = oft � M M r IM " " M M 6B.OUT 0 FILE: 6BNEW.WSW W 5 P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time:10:40:30 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6B JUNE 3, 2005 rtit it itrt irfr it frrtrtrtfrit frfrrt'.rrtrtrtitrtfr irfrfrfr it itfr rtfrrtrtrtrtfr rtfrfr i <frfr it h Y a4rtrtir s44 it it ie it tr iri it it it irrti rtY it it it it it fr it it irb it fr it irfr irfr it i4 iri 4ir it it it it it it ati it tr it it it it it irfri frfricfr it irfr it irrt it to it it irrt it it it it it I Invert I Depth I water I Q I vel Vel I Energyy I Super ICritical Flow ToplHeight/ Base wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth ' width IDia. -FTlor I.D.I ZL IPrs /Pip -I- L /Elem -I- Ch Slope -I- -I- -I- -I- -I- SF Avel -I- -I- HF DpthiFroude -I- NINorm -I- Dp -I- "N" -I- X -Falli ZR -I Ch itrtfrrtrtrtrt frfr frrtrtrtrtrtirfrfr I frrtrtitrtrtrtrt I I frfrir frfrfrfr it4 I I I frrtfr rtrtrtrtfrfr frfr rtitfrfrfr I fritfr rtrtfrrt I ISE frfrfrfrfrfrfrrtfr rtfrrtrti•frfr frfrfrfrfrfrfrfr frirfrfrfrfrfr ir frfrrtrtfr rtfr i rtrtfrrtfrfrrt i rtrtirrtfr ]Type frit it itfrfrfr 4002.420 -I- 983.040 2.650 I 985.690 I 13.39 4.26 I .28 I 985.97 .00 I 1.32 I .00 I 2.000 I I .000 .00 I 1 .0 2.280 -I- .0176 -I- -I- -I- -I- -I- .0035 -I- .01 -I- 2.65 -I- .00 -I- .94 -I- .013 -I- .00 .00 I- PIPE 4004.700 -I- I 983.080 I 2.618 I I 985.698 I 13.39 4.26 I .28 I 985.98 .00 I 1.32. I .00 I 2.000 I I .000 .00 I 1 .0 48.549 -I- .0171 -I- -I- -I- -I- -I- .0035 -I- .17 -I- .00 -I- .00 -I- .94 -I- .013 -I- .00 .00 1- PIPE 4053.249 -I- I 983.909 I 2.000 I I 985.909 I 13.39 4.26 I .28 I 986.19 2.00 I 1.32 I .00 I 2.000 I I .000 .00 I 1 .0 11.305 -I- .0171 -I- -I- -I- -I- -I- .0033 : -I- .04 -I- 2.00 -I- .00 -I- .94 -I- .013 -1- .00 .00 I- PIPE 4064.554 I 984.102 I 1.815 I I 985.916 I 13.39 4.47 I .31 I 986.23' .01 I 1.32 I 1.16 I 2.000 I .000 I .00 I 1 .0 ..738 .0171 .0031 .00 1.83 .49 .94 .013 .00 .00 PIPE 4065.292 I I 984.114 1.815 I I 985.929 I 13.39 4.47 I .31 I 986.24 .01 I I 1.32 1.16 I I •2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 4065.292 I I 984.114 .944 I I 985.058 I 13.39 9.18 I 1.31 I 986.37 .09 I I 1.32 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 4.448 -I- .0171 -I- -I- -I- -I- -I- .0171 -I- .08 -I- 1.03 -I- 1.89 -I- •.94 -I- .013 -I- .00 .00 1- PIPE 4069.740 I I 984.190 .944 I I 985.134 I 13.39 9.18 I 1.31 I 986.44 .01 I I 1.32 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 35.110 -I- .0171 -I- -I- -I- -I- -I- .0171 -I- .60 -I- .95 -I- 1.89 -I- .94 -I- .013 -I- .00 .00 1- PIPE 4104.850 I I 984.790 .944 I I 985.734 I 13.39 9.17 I 1.31 I 987.04 .00 I I 1.32 2.00 I I 2.000 I .000 .00 I 1 .0 76.515 .0171 .0171 1.30 .94 1.89 .94 .013 .00 .00 1- .PIPE 4181.365 I I 986.095 .944 I I 987.039 I 13.39 9.17 I 1.31 I 988.35 .00 I I 1.32 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 81.805 -I- .0171 -I- -I- -I- -I- -I- .0167 -I- 1.36 -I- .94 -I- 1.89 -I- .94 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 6BNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6- 3 -2005 Time:10:40:30 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6B .JUNE 3, 2005 frfrfrfrfrrtit it irrtrtrt {rrtrtit irrt irrt rtirfrfrfrfrfrfr irfrfrfrfrfrfrfritfrrtrtrtitfrrtrtrtrtrtrtrtrtrtit itfrfrrtrtrtrtrtitfr rtfrfrfrfrfrfrfrfrfrfrrtfr frfr frfr irfrfrrtfr frit frrtrtfrfrfr it itfr rtrtrti frfrfrfrfrrtitrt rtirrtrtrtrtrtrtrtfrfrfrfrfr rtfrrtrtrttrrtrt Invert I Depth I water I Q I vel Vel I Energy I Su Ter IcriticallFlOw ToplHeight /(Base wti INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Ey.I Elev I Depth I width IDia. -FTIOr I.D.1 ZL IPrs /Pip Page 1 S Page 2 6B. OUT L /Elem iCh I I I SF Avel HF ISE DpthlFroude NlNorm Dp l "N" I X -Fall) ZR IType Ch irhhhhhh hh hhSlope lir irhhhhhlhhhhhhhhlhhhhhhhhh hithhhhhhhlhhhhhhtlirhhhhhh hhhhhhhhhlhhhhhhhlhhhhhhhh hhhhhhhhlhhhirhhhl� 4263.170 I 987.490 I .958 I 988.448 13.39 I 9.01 I 1.26 989.71 I .08 I '1.32 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 31.926 -I- .0170 -I- -I- -I- -I- -I- .0158 -I- .50 -I- 1.04 -I- 1.84 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4295.096 I 988.032 I .974 I I 989.006 13.39 I 8.81 I 1.21 990.21 I .08 I 1.32 I 2.00 I 2.000 I .000 I .00 I 1 .0 -I- 28.260 -I- .0170 -I- -I- -I- -I- -I- .0144 -I- .41 -I- 1.05 -I- 1.78 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4323.356 I 988.512 I 1.011 I I 989.523 13.39 I 8.40 I 1.10 990.62 I .07 I 1.32 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 14.191 -I- .0170 -I- -I- -I- -I- -I- .0127 -I- .18 -I- 1.08 -I- 1.66 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4337.548 I 988.753 I 1.050 I I 989.803 13.39 I 8.01 I 1.00 990.80 I .07 I 1.32 I 2.00 I 2.000 I .000 I .00 I 1 .0 -I- 8.595 -1- .0170 -I- -I- -I- -I- -I- .0112 -I- .10 -I- 1.12 -I- 1.54 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4346.143 988.899 1.091 989.990 13.39 7.64 .91 990.90 .06 1.32 1.99 2.000 .000 .00 1 .0 -I- 5.547 -I- .0170 -I- -I- -I- -I- -I- .0099 -I- .05 -I- 1.15 -I- 1.44 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4351.689 I 988.993 I i 1.134 I 990.127 13.39 I 7.28 I .82 990.95 I .05 I 1.32 I 1.98 I 2.000 I I .000 .00 I 1 .0 -I- 3.575 -I- .0170 -I- -I- -I- -I- -I- .0087 -I- .03 -I- 1.19 -I- 1.33 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4355.264 989.053 1.179 990.233 13.39 6.95 .75 990.98 .05 1.32 1.97 2.000 .000 .00 1 .0 -I- 2.156 -I- .0170 -I- -I- -I- -I- -I- .0077 -I- .02 -I- 1.23 -I- 1.24 -I- .95 -I- .013 -I- .00 .00 1- PIPE 4357.420 I I 989.090 I 1.228 I 990.318 13.39 I 6.62 I .68 991.00 I .00 I 1.32 I 1.95 I 2.000 I I .000 .00 I 1 .0 .659 .0200 .0070 .00 1.23 1.15 .90 .013 .00 .00 PIPE 4358.079 989.103 1.262 990.366 13.39 6.41 .64 991.00 .00 1.32 1.93 2.000 .000 .00 1 .0 -I- 341 -I- .0200 -I- -I- -I- -I- -I- .0063 -I- .00 -I- 1.26 -I- 1.09 -I- .90 -I- .013 -I- .00 .00 1- PIPE 9 FILE: 6BNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING. Date: 6- 3 -2005 Time:10:40:30 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6B JUNE 3, 2005 irh {rhhirh hf hhhir {rh'.r it it irhhf <i <irhhhhhhh irh hhhhhirhhhhir {r{rhhirhhhhhhhhirh irh it irh irhhhh{rh hhir ir{rh it irh irh it irhhirh it h`ir{rh{rhhir irhhir irhhhirhhir it irhhh{r it h irhhh hirhhhhhh I.Invert I Depth I water I Q vel I vel I Energy 1 Super JCriticallFloW ToplHeight /1Base wt1 INO wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.E�I.I Elev I Depth I width IDia. -FT1or I.D.1 ZL IPrs /Pip _I_ L /Elem _I_ lch Slope 1' _I_ 1 _I_ 1 _I_ -I_ 1 _1_ SF Ave[ _1_ HF _1_ ISE DpthlFroude _1_ NJ _1_ orm Dp _1_ I "N" I _1_ X -Fa111 ZR _1 1Type.Ch hir irh it irh irh 1 hir i <irhhhir i< 1 hh { <hhhhit I ithhhhhh hh 1 ith irh irh hh{r I hhhir ith it 1 hhhhhich 1 hhhhhithhh 1 irh irhithh I hihhirh h { I hhhirh hit it 1 hhhhh{rh I hhh{rhirh [ ithirhh 1 hhhhhir it 4358.420 -I- I I 989.110 -I- I 1.317 -I- I 990.427 -I- 13.39 -I- I 6.10 -I- I .58 -I- 991.01 -I- I .00 -I- I 1.32 -I- I 1.90 -I- I I 2.000 -I- I .000 -I- .00 I 1 .0 I- Page 2 M mom 6c. OUT 0 FILE: 6CNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C JUNE 3, 2005 I invert I Depth water I Q I vel vel I EnergyY 1 Super ICriticallFlow ToplHeight /IBase Wt1 INO wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev 1 Depth I Width IDia. -FT1or I.D.1 ZL IPrs /Pip L /Elem 1Ch Slope I I I I SF Avel _I_ _1_ HF ISE DpthlFroude NlNorm DP I °N° I X -Fall) IType ch ii_I_ it i it it itiilii it it h iriiitlihihiiiilihihiiiiilhhirhhhihhlhhihhiilhiiiihh f lihhithhith llhhhhhiihlithiiiihitliiiihihlhhhhiiil iihhiih hZR hhhh Iiriiiihh 5003.460 I I 985.300 1.730 I I 987.030 .25 I .14 I .00 987.03 I .00 I .18 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 6.732 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.73 -I- .00 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5010.192 I I 985.530 1.500 I I 987.030 .25 I .14 I .00 I 987.03 .00 I I .18 .00 I I 1.500 I .000 .00 I 1 .0 4.040 .0342 .0000 .00 1.50 .00 .12 .013 .00 .00 PIPE 5014.232 I I .985.668 1.361 I I 987.029 .25 I .15 I .00 I .987.03 .00 I I .18 .87 I I 1.500 I .000 .00 I 1 .0 -I- 2.363 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.36 -I- .02 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5016.595 I I 985.749 I 1.280 I 987.029 .25 I .16 I .00 I 987.03 .00 I I .18 1.06 I I 1.500 I .000 .00 I 1 .0 -I- 1.948 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.28 -I- .02 .12 -I- -I- .013 -I- .00 .00 I- PIPE 5018.543 I I 985.815 I 1.214 I 987.029 .25 I .16 I .00 I 987.03 .00 I I .18 1.18 I I 1.500 I .000 .00 I 1 .0 1.705 .0342 .0000 .00 1.21 .03 .12 .013 .00 .00 PIPE 5020.248 I I 985.874 I 1.155 I 987.029 .25 I .17 I .00 I 987.03 .00 I I .18 1.26 I I 1.500 I .000 .00 I 1 .0 -I- 1.535 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.16 -I- .03 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5021.783 I I 985.926 I 1.103 I 987.029 .25 I .18 I .00 I 987.03 .00 I I .18 1.32 I I 1.500 I .000 .00 I 1 .0 1.406 .0342 .0000 .00 1.10 .03 .12 .013 .00 .00 PIPE 5023.189 I I 985.974 I 1.055 I 987.029 .25 I .19 I .00 I 987.03 .00 I I .18 1.37 I I 1.500 I .000 .00 I 1 .0 -I- 1.301 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.05 -I- .03 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5024.490 I I 986.019 I 1.010 I 987.029 .25 I .20 I .00 I 987.03 .00 I I .18 1.41 I I 1.500 I .000 .00 I 1 .0 -I- 1.210 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.01 -I- .04 .12 -I- -I- .013 -I- .00 .00 1- PIPE 0 FILE: 6CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C JUNE 3, 2005 irh hiihirhhir iri hhiiithihiihhir irihhhhhhiiiiiiihh {rihhhhhhiir'.ri iiriiirhhhir ifrh ihihhiriiiirhhhhhhirh iiri it irh tir iri it it iri irh iiiihihhiri ith irh ii<h it it it iri iiir it it it irh I Invert I Depth I water I Q I vel vel I Energy j 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 IDia. -FTIor I.D.1 ZL IPrs /Pip Page 1 _I_ 6C. OUT L /Elem _I_ Slope _I_ I _I_ I I _I_ _I_ I _I_ SF Avel _I_ HF ISE _I_ DpthlFroude _I_ NlNorm _I_ Dp _I_ I "N" _1_ I X -Fall) _1. IType Ch frfrfrfr frfrfr f frICh I frfrfrirfrfrirfrfr I I {r icfrfr frfrfrfr I 1 frfrfrfrfrfrfrfrfr 1 I I frirfrfr frirfrfri< 1 irfrfrfrfrfrfr I frfr{cfrfrfrfr I frfrfrfrfrfrfrfrfr I frfrfrfrfrfrfr 1 frfrfrfr{c is {rfr I irfrfrfrfrfrfrir 1 frirfrfrfrfrfr I frfr{cfr frfrfr 1 irfrZR frfr fr I frfr frir irfr fr 5025.700 -I- 986.060 -I- .969 987.029 .25 I .21 .00 I I 987.03 .00 I .18 I 1.43 I 1.500 I .000 I .00 I 1 .0 1.137 .0342 I -I- I -I- -I- -I- -I- .0000 -1- .00 -I- .97 -I- .04 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5026.837 986.099 .930 I I 987.029 .25 I .22 I .00 I 987.03 .00 I .18 I 1.46 I 1.500 I I .000 .00 I 1 .0 1.066 .0342 I I .0000 .00 .93 .04 .12 .013 .00 .00 1- PIPE 5027.903 -I- 986.135 -I- .893 I I 987.029 .25 I .23 I .00 I 987.03 .00 I .18 I 1.47 I 1.500 I I .000 .00 I 1 .0 1.010 .0342 I -I- I -I- -I- -I- -I- .0000 -I- .00 -I- .89 -I- .05 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5028.914 986.170 .859 I 987.029 I .25 I .24 I .00 987.03 I .00 I .18 I 1.48 I 1.500 I I .000 .00 I 1 .0 .955 .0342 I I 0000 .00 .86 .05 .12 .013 .00 .00 PIPE 5029.868 -I- 986.203 -I- .826 I I 987.029 .25 I .25 I .00 I 987.03 .00 I .18 I 1.49 I 1.500 I I .000 .00 I 1 .0 .905 .0342 I I -I- -I- -I- -I- -I- .0000 -I- .00 -I- .83 -I- .05 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5030.773 986.233 .795 I I 987.028 .25 I .26 I .00 I 987.03 .00 I .18 I 1.50 I 1.500 I I .000 .00 I 1 .0 .863 .0342 I .0000 .00 .80 .06 .12 .013 .00 .00 PIPE 5031.636 -I- I 986.263 .765 I 987.028 I .25 I .28 .00 I I 987.03 .00 I .18 I 1.50 I 1.500 I .000 I .00 I 1 .0 .819 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .77 -I- .06 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5032.456 986.291 .737 987.028 .25 .29 .00 987.03 .00 .18 1.50- 1.500 .000 .00 1 .0 .781 .0342 I .0000 .00 .74 .07 .12 .013 .00 .00 PIPE 5033.236 -I- I 986.318 .711 I I 987.028 .25 I .30 I .00 I 987.03 .00 I I .18 1.50 I 1.500 I I .000 .00 I 1 .0 .749 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .71 -I- .07 -I- .12 -I- .013 -I- .00 .00 1- PIPE Q FILE: 6CNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6c JUNE 3, 2005 frirfrfrirfrfrfrfrfr frirfrfr is itfr frfricfr irfr frfr{rfr frfr frfrfrfrfrfrfrfr *frfrfrfrfrfrfrfrfr frirfr{c icfrfrfrirfrfrfrfrfrfrfrfrfrfrfr irfrfrfrirfrfrfrfr : k it irfrfrfrfrfrfrfrfr {rfrfr frfrfrfrfricfrfrfrfrfrfrfrfrfrfri<frfrirfrfrfrfrfrfrir irfr frirfr frirfrfr',rfrfr it I Invert ' ' Depth I water I Q I vel vel I Energy I super ICriticallFloW TOplHeight /IBase wtI INO wth station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.EI.I EIeV I Depth I width Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem Slope I I I I SF Avel HF ISE DpthlIIFroude NlNorm Dp I "N" I X -Fall) ZR IType ch irfrfrfr icfr it it frICh I frfritfrfrfrfrf fr 1 is fr{r fr it irfrfr I frfri frirfrfrfrfr 1 irfrfr frfrfrfrfrfr I icfrfrfrfrirfr frfrfr frfrfrfrfr{r I irfr frfrir {rfr 1 frfrfrfrfrfr 1 fr I itfrfrfrfrfrfrit I frfrfr frfrfrfrfr I frfrfrfrfricfr 1 {r {r irfr {r irfr I frfrfrfrfr 1 frfrfrfrt<ie it 5033.985 I I 986.343 I .685 I 987.028 .25 I .32 .00 I 987.03 I .00 I .18 I 1.49 I 1.500 I .000 I .00 I 1 .0 -I- .713 -I- .0342 -I- -I- -I- -I- -I- .0000 -I- .00 -I- :68 -I- .08 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5034.698 I I 986.368 I .660 I 987.028 I .25 .33 .00 I 987.03 I .00 I .18 I 1.49 I 1.500 I .000 I .00 I 1 .0 Page 2 a M M M I M I M M M M mum" m m m m m M M 6C. OUT .683 .0342 I .0000 .00 .66 .08 .12 .013 .00 .00 PIPE 5035.381 -I- 986.391 I .637 I I 987.028 I .25 .35 I .00 I 987.03 .00 I .18 I 1.48 I 1.500 I I .000 .00 I 1 .0 .651 -I- .0342' -I- -I- -I- -I- -I- .0000 -I- .00 -I- .64 -I- .09 -I- .12 -I- :013 -I- .00 .00 1- PIPE 5036.032 -I- 986.413 .614 987.028 .25 .37 .00 987.03 .00 .18 1.48 1.500 .000 .00 1 .0 .627 -I- .0342 I -I- -I- -I- -I- -I- .0000 -I- .00 -I- .61 -I- .10 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5036.659 986.435 I I .593 I 987.027 .25 I .38 I .00 987.03 I .00 I .18 I 1.47 I 1.500 I .000 I .00 I 1 .0 .600 .600 1 .0342 -I- I -I- -I- -I- -I- .00011 .00 -1 .591 .10 -1 .12 -I- .013 -1 .00 I- PIPE 5037.259 986.455 I I .572 I 987.027 I .25 .40 I .00 I 987.03 .00 I .18 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- .573 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .57 -I- .11 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5037.832 986.475 .552 987.027 .25 .42 .00 987.03 .00 .18 1.45 1.500 .000 .00 1 .0 -I- .552. -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .55 -I- .12 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5038.384 986.494 .533 987.027 .25 .44 .00 987.03 .00 .18 1.44 1.500 .000 .00 1 .0 -I- .528 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .53 -I- .12 -I- .12 -I- .013 -I- .00 .00 I- PIPE 5038.912 I I 986.512 I .515 I 987.026 I .25 .47 I .00 I 987.03 .00 I .18 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- .506 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .51 -I- .13 -I- .12 -I- .013 -I- .00 .00 I- PIPE 0 FILE: 6CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C 7UNE 3, 2005 kirkkkkkkirkkkkkir irkkkkkirkkkkitkkirkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkirkkkkkkitkkkkkkkkkkukkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk it itkkkkirk I Invert I Depth I water I Q I vel vel I Energyy Supper ICriticallFl0W ToplHeight /IBase wtl INO wth 'IPrs Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia. -FTIor I.D.1 ZL' /Pip L /Elem Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" .I X -Fall] ZR IType Ch kkICh irkkkk'. rklkkkkkkkkklkkkkkkirklkkkkkkkkklk'. rkkkkkkklkkkkkkklkkkkkkklkkkkkkkkklkkkkirkklkkkkkkk :4lirk kkkkkirlkirf i <k irklkkkkkkklkkkk'.r Ikkirk kirk I 5039.418 I 986.529 I .497 987.026 I .25 I .49 .00 I 987.03 I .00 I .18 I 1.41 I 1.500 I .000 I .00 I 1 .0 -I- .488 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .50 -I- .14 -I- .12 -I- .013 -I- .00 .00 1- PIPE I 5039.906 I 986.546 I .480 I 987.026 I .25 .51 I .00 I 987.03 .00 I .18 I 1.40 I 1.500 I I .000 .00 I 1 .0 -I- .467 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .48 -I- :is -I- .12 -I- .013 -I- .00 .00 1- PIPE I 5040.373 I 986.562 I .464 I 987.026 I .25 .54 I .00 I 987.03 .00 I .18 I 1.39 I 1.500 I I .000 .00 I 1 .0 -I- .448 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .46 -I- .16 -I- .12 -I- .013 -I- .00 .00 1- PIPE I 5040.821 -I- I 986.577 -I- I .448 -I- I 987.025 -I- I .25 .56 I .00 I 987.03 .00 I .18 I 1.37 I 1.500 I I .000 .00 I 1 .0 -I- -I- -I- -I- Page -I- 3 -I- -I- -I- -I- I- MM M i M r M min r M= r m m m= r M 6c. OUT .429 .0342 I .0002 .00 .45 .17 .12 .013 .00 .00 PIPE 5041.250 -I- 986.591 I .433 I I 987.025 .25 I .59 I .01 I 987.03 I .00 .18 I 1.36 I 1.500 I I .000 .00 I 1 .0 .411 -I- .0342 -I- -I- -I- -1- 4- .0002 -1- .00 -1- .43 .19 -1- -1- .12 -1- .013 -1- .00 .00 1- PIPE 5041.661 I 986.606 I .419 I I 987.024 .25 I .62 I .01. I 987.03 I .00 .18 I 1.35 I 1.500 I I .000 .00 I 1 .0 -I- .395 -I- .0342 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .42 .20 -I- -I- .121 -I- .013 -I- .00 .00 1- PIPE 5042.056 I 986.619 I .405 I I 987.024 .25 I .65 I .01 I 987.03 I .00 .18 I 1.33 I 1.500 I I .000 .00 I 1 .0 -I- .378 -I- .0342 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .40 .21 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5042.434 I 986.632 I .391 I I 987.023 .25. I .68 I .01 I 987.03 I .00 .18 I 1.32 I 1.500 I I .000 .00 I 1 .0 -I- .365 -I- .0342 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .39 .23 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5042.799. I 986.644 I .378 I I 987.023 .25 I .72 I .01 I 987.03 I .00 .18 I 1.30 I 1.500 I I .000 .00 I 1 .0 -I- 346 -I- .0342 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .38 .24 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 6CNEW.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 .Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C JUNE 3, 2005 i<t itrtttttttirttttirt irttir irttttttirttttttttttir ict ti<ttttitrt irtf tttttttti<tttttirttirt irti<t titt trt it irttir in in it in irttttirttttttirttttttit itt kirk irttt tir irttttt I Invert I Depth I water I Q I vel vel I EnergyY super 1CriticallFloW Top Height /IBase IDia. Wt INO wth station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.' Elev I Depth I width -FTIor I.D. ZL 1Prs /Pip _I_ L /Elem ICh slope I I I I SF Ave1 HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch in in tir ir tt I ti ittir in tit I tttirt ti<ir I it it it in in it it I itt it it tit it in I itt irtttit I ttir irttt 1 it itt 1 tttittt 4444444 I ttit it in itt 1 tttt ttirt 1 tttirt in 1 4444444 1 ttit in I it irttt tit 5043.145 I I 986.656 I .366 987.022 .25 I .75 I .01 I 987.03 I .00 .18 I 1.29 I 1.500 I .000 I .00 I 1 .0 -I- .332 -I- 0342 -I- -I- -I- -I- -I- .0004 -I- .00 -I- .37 .26 -I- -I- .12 -I- .013 -I- .00 .00 I- PIPE 5043.477 986.668 .354 987.021 .25 .79 .01 987.03 _ .00 .18 1.27 1.500 .000 .00 1 .0 -I- .318 -I- .0342 -I- -I- -I- -I- -I- .0004 -I- .00 -I- .35 .28 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5043.795 I I 986.678 I .342 I 987.020 .25 I .82 I .01 I 987.03 I .00 .18 I 1.26 I 1.500 I I .000 .00 I 1 .0 -I- .304 -I- .0342 -I- -I- -I- -I- -I- .0005 -I- .00 -I- .34 .30 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5044.099 I I 986.689 I .331 I 987.019 .25 I .87 I .01 I 987.03 I .00 .18 I 1.24 I 1.500 I I .000 .00 I 1 .0 -I- .290 -I- .0342 -I- -I- -I- -I- -I- .0005 -I- .00 -I- .33 .32 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5044.388 I I 986.699 I .320 I 987.018 .25 I .91 I .01 I 987.03 I .00 .18 I 1.23 I 1.500 I I .000 .00 I 1 .0 -I- .275 -I- .0342 -I- -I- -1= -I- -I- .0006 -1- .00 -I- .32 .34 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5044.663 I I 986.708 I .309 I 987.017 .25 I .95 I .01 I 987.03 I .00 .18 I 1.21 I 1.500 I I .000 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I.- -I- -I- -I- -I- I- .260 .0342 .0007 .00 . .31 .36 .12 .013 .00 .00 PIPE Page 4 M W r i i M == r M r r= M = = = = � 6c. OUT 5044.923 I 986.717 I .299 I I 987.016 I .25 1.00 .02 I 987.03 I .00 I .18 I 1.20 I 1.500 I .000 I .00 I 1 .0 -I- .247 -I- .0342 -I- -I- -I- -I- -I- .0008 -I- .00 -I- .30 -I- .38 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5045.170 I 986.725 I .289 I I 987.015 I .25 1.05 .02 I I 987.03 .00 I .18 I 1.18 I 1.500 I I .000 .00 I 1 .0 -I- .234 -I- .0342 -I- -I- -I- -I- -I- .0009 -I- .00 -I- .29 -I- .41 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5045.404 I 986.733 I .280 I I 987.013 I .25 1.10 I .02 I 987.03 .00 I .18 I 1.17 I 1.500 I I .000 .00 I 1 .0 -I- .218 -I- .0342 -I- -I- -I- -I- -I- .0011 -I- .00 -I- .28 -I- .44 -I- .12 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 6CNEW.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C JUNE 3, 2005 AA {rAitA AAir irAAAAAirAAAAAir Gi AAAAAAAAAAirAAAirAAAAAA{ rAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAirAAAAAAAAAAAAAirAAAAAAAirAAAAAir it i <A it it irAAAAA AAAAAAAA I Invert I Depth Water Q I Vel vel I Energy I Supper criticallFloW I ToplHeight /IBase wtl No Wth IPrs Station I Elev I. (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev Depth I width IIDia. -FTIor I.D.1 ZL /Pip L /Elem ICh Slope I I I SF Ave HF ISE DpthlFroude NINorm DP I "N" I X -Fal11 ZR IType Ch AAAAAirAA ir I AAAAirAAAA I I itA itAAAAA 1 AAirA it irAAA AirAAAAAAA 1 AAAAAAA 1 AAAAAAA 1 {rAAAiAAAir I AAirAAAA 1 AAAirAAAA I AAAAirAAA 1 AAAAAAi I AAAir it iA I AirAAA I AAAAiirA 5045.623 986.741 I I .271 I 987.011 I .25 1.15 I .02 I 987.03 .00 I .18 I 1.15 I 1.500 I I .000 .00 I 1 .0 -I- .016 -I- .0342 -I- -I- -I- -I- -I- .0012 -I- .00 -I- .27 -I- .47 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5045.639 I 986.741 I I .262 I 987.003 I .25 1.21 I .02 I 987.03 .00 I .18 I 1.14 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 5045.639 I I 986.741 I .119 I 986.861 I .25 3.81 I .23 I 987.09 .00 I .18 I .81 I 1.500 I I .000 .00 I 1 .0 -I- 24.585 -I- .0342 -I- -I- -I- -I- -I- .0342 -I- .84 -I- .12 -I- 2.36 -I- .12 -I- .013 -I- .00 .00 I- PIPE 5070.224 I I 987.582 I .119 I 987.701 I .25 3.81 I .23 I 987.93 .00 I .18 I .81 I 1.500 I I .000 .00 I 1 .0 -I- 7.596 -I- :0342 -I- -I- -I- -I- -I- .0337 -I- .26 -I- .12 -I- 2.36 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5077.820 I I 987.841 I .120 I 987.961 I .25 3.77 I .22 I 988.18 .00 I ..18 I .81 I 1.500 I I .000 .00 I 1 .0 -I- 5.348 -I- .0342 -I- -I- -I- -I- -I- .0311 -I- .17 -I- .12 -I- 2.33 -I- .12. -I- .013 -I- .00 .00 1- PIPE 5083.168 I I 988.024 I .124 I 988.148 I .25 3.60 I .20 I 988.35 .00 I .18 I .83 I 1.500 I I .000 .00 I 1 .0 2.022 .0342 .0272 .05 .12 2.19 .12 .013 .00 .00 1- PIPE 5085.190 I I 988.093 I .128 I 988.221 I .25 3:43 I .18 'I 988.40 .00 I .18 I .84 I I 1.500 I .000 .00 1 1 .0 -I- 1.185 -I- .0342 -I- -I- -I- -I- -I- .0237 -I- .03 -I- .13 -I- 2.05 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5086.375 I I 988.134 I .132 I 988.266 I ..25 3.27 I .17 I 988.43 .00 I .18 I .85 I I 1.500 1 .000 .00 1 . 1 .0 -I- .793 -I- .0342 -I- -I- -I- -I- -I- .0207 -I -. .02 -I- .13 -I- 1.92 -I- .12 -I- .013 -I- .00 .00 I- PIPE Page 5 � � rr r■rr rr r� �r �r rr rr rr r� rr� rr rr r� rr r � Page 6 6c. OUT 5Q87.168 988.161 .137 988.298 .25 3.12 .15 988.45 .00 .18 .86 1.500 .000 .00 1 .0 -I- 572 -I- .0342 -I- -I- -I- -I- -I- .0180 -I- .01 -I- .14 -I- 1.80 -I- .12 .013 -I- -I- .00 .00 1- PIPE 0 FILE: 6CNEW.WSW W 5 P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 6 -15 -2005 Time: 6:11:15 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 6C JUNE 3, 2005 irkkkir irk frk irkkir irk it it it irkkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkitkkkkkirkkkkkkkkkkkkkkfrkkkkkirkkkkkkkkkkkkkkirkkkkkf kkkkkit it it irkkkkkkkkkkkkkk kkkkkkkk 1 invert I Depth I water I Q I Vel vel I Energyy 1 Super ICriticallFloW ToplHeight /IBase 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. -FTIor I.D. ZL IPrs /Pip L /Elem ICh I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 IType Ch kkkkkkf kk irSlope I irk kirk kkfr I I I irkkkirk kit I kkkkkkkirk I kirkitk it itkk I kkkirkkk I kki kkkk I irk irkkk kirk I kkkkkkk I kkkkkkkk I kkkkirkkk I kkkir itkk I kkkkkkk I kkZR k kk I kkkirkkk 5087.741 988.180 I .141 I 988.322 I .25 2.97 I .14 988.46 I .00 I .18 I .88 I 1.500 I .000 I .00 I 1 .0 -I- .428 -I- .0342 -I- -I- -I- -I- -I- .0157 -I- .01 -I- .14 -I- 1.69 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5088.168 I I 988.195 I .146 I 988.341 I .25 2.84 I .12 988.47 I .00 I .18 I .89 I 1.500 I I .000 .00 I 1 .0 -I- .320 -I- .0342 -I- -I- -I- -I- -I- .0137 -I- .00 -I- .15 -I- 1.59 -I- 12 -I- .013 -I- .00 .00 1- PIPE 5088.489 I I 988.206 I .151 I 988.357 I .25 2.70 I .11 988.47 I .00 I .18 I .90 I 1.500 I I .000 .00 I 1 .0 -I- .240 -I- .0342 -I- -I- -I- -I- -I- .0120 -I- .00 -I- .15 -I- 1.49 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5088.729 I I 988.214 I .156 I 988.370 I .25 2.58 I .10 988.47 I .00 I .18 I .91 I 1.500 I I .000 .00 I 1 .0 -I- .180 -I- .0342 -I- -I- -I- -I- -I- .0104. -I- .00 -I- .16 -I- 1.39 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5088.909 -I- I I 988.220 I .161 I 988.381 I .25 2.46 I .09 988.47 I .00 I .18 I .93 I 1.500 I I .000 .00 I 1 .0 .129 -I- .0342 -I- -I- -I- -I- -I- .0091 -I- .00 -I- .16 -I- 1.31 -I- .12 -I- .013 -I- .00 .00 I- PIPE 5089.038 988.225 .166 988.391 25 2.34 .09 988.48 .00 .18 .94 1.500 .000 .00 1 .0 .086 .0342 .0080 .00 .17 1.23 .12 .013 .00 .00 PIPE 5089.124 I I 988.228 I .171 I 988.399 I .25 2.23 I .08 988.48 I .00 I .18 I .95 I 1.500 I I .000 .00 I 1 .0 -I- .049 -I- .0342 -I- -I- -I- -I- -I- .0069 -I- .00 -I- .17 -I- 1.15 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5089.173 I I 988.229 I .177 I 988.406 I .25 2.13 I .07 988.48 I .00 I .18 I .97 I 1.500 I I .000 .00 I 1 .0 -I- .017 -I- .0342 -I- -I- -I- -I- -I- .0060 -I- .00 -I- .18 -I- 1.08 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5089.190 I I 988.230 I .184 I 988.414 I .25 2.02 I .06 988.48 I .00 I .18 I .98 I 1.500 I I .000 .00 I 1 .0 -I- o -I- -I- -I- -I- .. -I- -I- -I- -I- -I- -I- -I- -I- I- Page 6 1 1 1 1� 1 I r �JNI21S NIS�da- 101�'J � 1 [B#2 SIZE.txt >>>>SUMP TYPE BASIN INPUT INFOKMATI0N«<x< ---------------------------------------------------------------------------- Curb Inlet capacities are approximated based on the Bureau of Public Roads nomograph plots for flowbv basins and sump basins. BASIN IN FS} = 13.68 BASIN OPENING(FEET) ~ 1.00 DEPTH OF WATER(FEET) 0'66 >>>>[AL[ULATED ESTIMATED SUMP BASIN WIDTH(FEET) 8.26 Page 1 [8#2 DEPTH.tXt >>>>STDEETFL0W MODEL INPUT INFORMATI0N<«<< ---------------------------------------------------------------------------- CONSTANT STREET GKADE(FE FEET) = 0'005500 CONSTANT STREET FLOW([FS) = I3.68 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [ROSSFALL GRADEBREAK[FEET] 32'00 INTERIOR STREET [ROSSFALL(DE[IMxL) = 0.030000 OUTSIDE STREET [ROS5FALL(DE[IMAL] = 0.030000 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) '66 HALFSTKEET FLOOD WIDTH[FEET] = 17.23 -- AVERAGE FLOW VEL0[ITY(FEET/SE['] = 2.96 - PRODUCT OF DEPTHQVELOCITY = 1'94 -\ F -1 � L� Page 1 CB #3 SIZE.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) = 13.39 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.33 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 1 1 1 1 1 1 1 1 1 1 CB #3 DEPTH.txt »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW(CFS) = 13.39 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY = 1.58 Page 1 � I CB #4 SIZE.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) = 2.69 ' BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.38 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.72 � I � i � I � I � I � I � I 1 1 1 Page 1 CB #4 DEPTH.txt »» STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW(CFS) = 2.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95 PRODUCT OF DEPTH &VELOCITY = 0.73 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 CB #5 SIZE.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) = 11.42 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.61 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.76 Page 1 v 1 �� .r, i A •� CB #5 DEPTH.txt » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW(CFS) = 11.42 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 15.83 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF DEPTH &VELOCITY u \�r 1 ul i F1 Page 1 n 11 it CB #6 SIZE.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) = 2.06 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.36 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.09 ------------------------------------------------------------------------ ------------------------------------------------------------------------ Page 1 l �_ �"'�� u- Y CB #6 DEPTH.tXt is is i :i. �i;i .................i:i :'.... .. .. .. .. .. .. ., .. .. .. .. .. .. is i; �...,................ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. �ir�.. .. .. .. .. .. .. .. .. .. .. .. .. »» STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW(CFS). = 2.06 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.74 PRODUCT OF DEPTH &VELOCITY = 0.62 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 _.1 r 6 CB #7 SIZE.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) = 10.24 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.14. CB #7 DEPTH.txt . ..............................r ir'z'.......: � � .......: it t. .......................... .............................., ...: ir'......................... »» STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW(CFS) = 10.24 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 15.36 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH &VELOCITY = 1.65 Page 1 CB#8 SIZE .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) = 4.76 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.45 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.11 � 111 � I itI 1 1 1 Page 1 V r �� t �N CB#B DEPTH.txt »»>>STREETFL0W MODEL INPUT INF0KMATION<<<< ----- [-----ON5TANT -----�TKEET --------GRADE[FE ------------FEET) --- =-0---0-0--5-50-0- ------------------------------ CONSTANT STREET FLOW([FS)�= 4.76 AVERAGE STAEETFLOW FRICTION FACTOR(MANNING) 0'015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [R0SSFALL GRADEBREAK(FEET) 32'00 - INTERIOR STREET [ROS5FALL(DE[IMAL} = 0.020000 OUTSIDE STREET [RO5SFALL(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) = 0.45 HALFSTREET FLOOD WIDTH[FEET] = 14'66 `- AVERAGE FLOW VEL0CITY(FEET/SE[.] = 2.04 / PRODUCT OF DEPTH&VELO[ITY = 0'92 � I � 1, . .` Page l . -- I'll t CB #9 SIZE.txt S »» SUMP TYPE BASIN INPUT INFORMATION «« ---------------------------------------------------------------------- - - - - -- � I � i 't 1 t i i 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.15 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.43 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.07 Page 1 [8#9 DEPTH.tXt >>>>STREETFL0W MODEL INPUT INFOKMATION«<<< ----- [----ONSTANT ---------ET--GRADE{FE -----------FEET] -_----= --0.0I00O0 ------------------------------------- CONSTANT STREET FLOW([FS} = 6.15 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [ROSSFALL GRADEDpEAK(FEET) 33'00 INTERIOR STREET [ROSSFALL(DE[IMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DE[IMAL) ~ 0.020000 CONSTANT SYMMETRICAL [UK8 HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'03125 � CONSTANT SYMMETRICAL GUTTER-HIKE[FEET] = 0'I0700 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] ~ 13'72 AVERAGE FLOW VELO[ITY(FEET/SE[.] = 2'97 | PRODUCT OF DEPTH8VELO[ITY I'28 Page 1 t CB #10 SIZE.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) = 12.57 1 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.55 - - -_ »» CALCULATED - ESTIMATED - SUMP - BASIN - WIDTH (FEET)- =- _ - - - -- 998------ _ -__ -- � i r i r Page 1 w 1 11 r CB #10 DEPTH.tXt »» STREETFLOWMODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 12.57 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE-FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY = 1.74 Page 1 CB #11 SIZE.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) = 13.27 GUTTER FLOWDEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.48 2.14 2.50 2.16 3.00 2.56 3.50 2.95 4.00 3.34 4.50 3.73 5.00 4.12 5.50 4.50 6.00 4.89 6.50 5.27 7.00 5.64 7.50 6.01 8.00 6.32 8.50 6.63 9.00 6.93 ' 9.50 7.23 10.00 7.52 10.50 7.81 11.00 8.10 11.50 8.39 12.00 8.67 12.50 8.95 13.00 9.21 13.50 9.47 14.00 9.72 14.50 9.95 15.00 10.18 15.50 10.40 16.00 10.61 16.50 10.82 17.00 11.01 17.50 11.20 18.00 11.38 18.50 11.56 19.00 11.73 19.50 11.89 20.00 12.05 20.50 12.20 21.00 12.34 21.50 12.48 22.00 12.61 22.50 12.74 23.00 12.87 23.50 12.98 24.00 13.10 24.50 13.21 Page 1 Z a6Ed LZ'�T 6L'�Z 1XI'3ZIS TT #8D [B#lI DEPTH.txt >>>>STREETFL0W MODEL INPUT INFORMATI0N<<<« ------------------------------------------ ---------------------------------- CONSTANT STREET GRADE[FEsT/FEET] = 0'009900 CONSTANT STREET FL0W(CFS) = 13.27 AVERAGE STKEETFLOW FRICTION FACTOR(MANNING) 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET ) 32.00 DISTANCE FROM CROWN TO [R0SSFALL GRADE8REAK(FEET) ~ 32'00 INTERIOR STREET CROSSFALL(DE[IMAL} = 0.020008 OUTSIDE STREET [ROSSFALL(DE[IMAL] = 0'020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03135 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0'16700 FLOW ASSUMED TO FILL STKEET.DN ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ------------------------------------------------------------- w -------------- STREET FLOW ( '55 HALFSTREET FLOOD WIDTH(FEET) = I9'34 AVERAGE FLOW VEL0CITY[FEET/SEC.] ~ 3'38 PRODUCT OF DEPTH&VELO[ITY = 1.84 Page 1 CB #12 SIZE.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) = 9.02 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.90 1.42 2.00 1.49 2.50 1.83 3.00 2.18 3.50 2.52 4.00 2.85 4.50 3.19 5.00 3.52 5.50 3.85 6.00 4.15 6.50 4.43 7.00 4.69 7.50 4.95 8.00 5.21 8.50 5.46 9.00 5.71 9.50 5.96 10.00 6.19 10.50 6.42 11.00 6.64 11.50 6.84 12.00 7.04 12.50 7.22 13.00 7.39 13.50 7.56 14.00 7.72 14.50 7.88 15.00 8.03 15.50 8.17 16.00 8.30 16.50 8.43 17.00 8.56 17.50 8.68 18.00 8.80 18.50 8.91 19.00 9.01 19.03 9.02 Page 1 s J r f CB #12 DEPTH.tXt » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 9.02 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.09 PRODUCT OF DEPTH &VELOCITY = 1.51 Page 1 CB #13 SIZE.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) = 14.16 GUTTER FLOWDEPTH(FEET) = 0.60 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.41 2.34 2.50 2.42 3.00 2.87 3.50 3.31 4.00 3.75 4.50 4.18 5.00 4.61 5.50 5.04 6.00 5.46 6.50 5.88 7.00 6.29 7.50 6.66 8.00 7.00 8.50 7.34 9.00 7.68 9.50 8.01 10.00 8.33 10.50 8.66 11.00 8.98 11.50 9.29 12.00 9.60 12.50 9.89 13.00 10.18 13.50 10.45 14.00 10.71 14.50 10.96 15.00 11.19 15.50 11.42 16.00 11.64 16.50 11.85 17.00 12.05 17.50 12.25 18.00 12.43 18.50 12.61 19.00 12.78 19.50 12.94 20.00 13.10 20.50 13.25 21.00 13.39 21.50 13.53 22.00 13.66 22.50 13.79 23.00 13.91 23.50 14.02 24.00 14.13 24.13 14.16 Page 1 [8#13 DEPTH'txt >>>>STREETFLOW MODEL INPUT INR0RMATION«<«« ---------------------------------------------------------------------------- CONSTANT STREET GKADE{FEET/FEET} = 0'005500 CONSTANT STREET FLOW([FS] = 14'I6 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 32'00 DISTANCE FROM CROWN TO [R0SSFALL GRADEBREAK{FEET} ~ 32.00 INTERIOR STREET [ROS5FALL(DE[IMAL} ~ 0.020000 OUTSIDE STREET [ROSSFALL(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) .60 HALFSTREET FLOOD WIDTH(FEET) = 22'I6 �~ AVERAGE FLOW VELO[ITY(FEET/SE[.} = 2.78 PRODUCT OF DEPTH&VELO[ITY 1.67 [ Page 1 � 1 1 1 �l ),Llovavo N 011�3S- SS021� 1��2LLS I I 1 1 1 Fl STCAP CB #2.txt »» STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0.67 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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) = 17.73 HALFSTREET FLOW(CFS) = 14.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH &VELOCITY = 2.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 ST[AP [B#].txt- »>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------7------------------------------------------------ CONSTANT STREET GRADE(F FE = 0'005500 CONSTANT STREET FLOW DEPTH(FEET) = 0.60 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM CROWN TO [ROSSFALL GRADEBREAK{FEET} 32'00 . INTERIOR STREET [ROSSFALL(DE[IMAL} = 0.020000 OUTSIDE STREET [RO5SFALL(DE[IMAL} ~ 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) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22'09 ~- HALFSTREET FL0W([FS} = 13.53 AVERAGE FLOW VELO[ITY(FEET/SE[') = 3.67 PRODUCT OF DEPTH&VELO[ITY ~ 1'60 ) | | � I - I Page 1 ST[AP [B#4-6'txt >>>>STREETFLOW MODEL INPUT INFDRMATION<<<^c ---------------------------------------------------------------------------- CONSTANT STREET GRADE(F FE ~ 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0'60 AVERAGE STREETFL0* FRICTION FACTOR(MANNING) ~ 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 32'00 DISTANCE FROM CROWN TO [ROSSFALL GRADE8REAK(FEET) = 33.00 INTERIOR STREET [ROSSFALL(DE[IMAL) ~ 0.020080 OUTSIDE STREET CRUSSFALL(DE[IMAL} = 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) = 0.60 HALFSTREET FLOOD WIDTH[FEET] = 22'09 HALFSTREET FL0W(CFS) = 13'53 AVERAGE FLOW VELO[ITY(FEET/SE[.} ~ 2'57 PRODUCT OF DEPTH&VELO[ITY I'60 � Page 1 I ' STCAP CB #5.txt »» STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0.67 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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) = 17.73 HALFSTREET FLOW(CFS) = 14.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT _OF_ DEPTH& VELOCITY-=__-- 2_ 00------ --- --------- -------- -- --- - - ---- r 1 1 1 1 61 Page 1 STCAP CB #7.txt » »STREETFLOW MODEL INPUT INFORMATION «« --------------7------------------------------------------------ CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0.67 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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: -------------------------------------------7-------------------------------- STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 17.73 HALFSTREET FLOW(CFS) = 14.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH &VELOCITY = 2.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 1 ST[AP CD#8'txt >>»>5TKEETFLOW MODEL INPUT INFORMATIUN<«<< ---------------------------------------------------------------------------- CONSTANT STREET GKADE(F FE = 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0'60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32'00 DISTANCE FROM CROWN TO [R0SSFALL GKADEDKEAK(FEET) 32.00 INTERIOR STREET [DOSSFALL DE[IMAL ~ 0'020000 OUTSIDE STREET [R0SSFALL(DE[IMAL] = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0'03I25 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 8.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW ( .00 *ALFSTREET FLOOD WIDTH(FEET) = 22'09 HALFSTREET FL0W[[FS) ~ I3.53 AVERAGE FLOW VELO[ITY(FEET/SE[.) 2.67 PRODUCT OF DEPTH&VEL0CITY = I.60' Page 1 STCAP [8#9-10'txt >>>»STREETFL0W MODEL INPUT INF0RMATION«<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(F FEET ) = 0.010000 CONSTANT STREET FLOW DEPTH(FEET) = 0.80 AVERAGE STKEETFLOw FRICTION FACTOR(MANNING) = 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32'00 DISTANCE FROM CROWN TO [R0SSFALL GRADE8REAK{FEET} 32.00 INTERIOR STREET CRO5SFALL (DE[IMAL} = 0.020000 OUTSIDE STREET [KOSSFALL(DE[IMAL) ~ 0.020000 CONSTANT SYMMETRICAL [UK8 HEIGHT(FEET) = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP[FEET] '-- 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0'I6700 FLOW ASSUMED TO FILL STREET ON ONE SIDE' STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0'60 HALFSTREET FLOOD WIDTH(FEET) = 22.09 HALFSTREET FLOW(CFS) = 18.25 AVERAGE FLOW VELO[ITY(FEET/SE[') ~ 3'60 PRODUCT OF DEPTH8VELO[ITY 2'16 Page 1 ST{]\P [8#II.txt >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(F FEET ) = 0.009900 CONSTANT STREET FLOW DEPTH(FEET) = 0.60 AVERAGE STnEETFLOW FRICTION FACTOR(MANNING) ~ 0'015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO [KOSSFALL GKADEBKEAK(FEET) = 32'00 INTERIOR STREET [ROSSFALL(DE[IM*L} = 0'020000 OUTSIDE STREET [RO5SFALL(DE[IMxL) ~ 0.820000 CONSTANT SYMMETRICAL [UK8 HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.I8700 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) ~ 22'09 HALF5TREET FLOW([FS) = 18.16 AVERAGE FLOW VELO[ITY{FEET/5EC.} = 3'58 PRODUCT OF DEPTH&VELO[ITY 2.15 Page 1 1 r STCAP CB #12.txt ' »» STREETFLOW -MODEL -INPUT INFORMAT,ION«« CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW DEPTH(FEET) = 0.'60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.09 HALFSTREET FLOW(CFS) = 18.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.60 PRODUCT OF DEPTH &VELOCITY = 2.16 1 ' Page 1 STCAP CB #13.txt » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005500 CONSTANT STREET FLOW DEPTH(FEET) = 0.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 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) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.09 HALFSTREET FLOW(CFS) = 13.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.67 PRODUCT OF DEPTH &VELOCITY = 1.60 ----------------=----------------------------------------------------------- ---------------------------------------------------------------------------- N Page 1 5�1�`ld "10211N0� QOO"1� i. LNYlO� 3QI5219/�I21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Z- Yti } i� 4 SY (`j .,�-J t•�r�,j] f �- i Vr� t C. X✓ CU 11.1—C Vu. Jk :A 3 C AQUA CALICNTX 12 IW—W gt&--t— . ..... J, AQUA —11. OTC 13 Th.—W ?.I- - I.c. . . '), NA:1 14 -C. . . u. 7 —1 L A.0 A 1.1 i L'IC TV-. f AGUA CALICUTC u o lilt, 22 23 24 19 ',b y INOIAN P IENVATIOM 'il" 1 �! i� 11'��F" 9'�f I.—V 4EN CPVarION I I IMUIAW RESCIIVATilolf A�y T r 'A A' I LIE r. V' o: LC S E o 27 AW.—r. _4 19 1:':- 3, JI --e �h / 7 � %,' t ti;•h =. r�� IL�' �.`�'� :'.�••_; �:: ; ... ;.'� I 5• 5•i a o�� V 1—j 54•410• LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION FOR R C F C a W C D CATHEDRAL CITY HYDROLOGY NIANUAL 0 FEET 5000 PLATE C-1.36 (THOUSAND PALMS—N.E.) B tj L% A 3 3 Dr 4' A "7- A A A 4 6 1,0 J r—i k S 14 jr.l. N. CRD 22 23 .... .... .. el A L L A 271 25 • / [3 + W7. '67 0 3'3" 35 .,6 31 A L L y 0 2 5 4/f A G "L r 6 9 to it 33.45' LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION R C F C a W C D MYOMA HYr)R0L0r3Y J\./]AtqUAL 0 FEET 5000 PLATE C-1.37 y NI ii coo 17 a V , m Cl ` Ls. ClIt • 27 j7 �-X j ..... .......... ..... mayfitbOA "ki G ";" Poll, �D INK . . . . . . L' ,voll NRii MER IV LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESMATION FOR R C F C Ek W C® G;J 9-ml ml RANCHO MIRAGE HYDROLOGY J\/JANUAL 0 FEET 5000 PLATE C-1.48 9 Nag - -TA-9 go K. rm �lnzp! 011m, ;? RM M Wit P, om J., 41, lu�;_ 'd . I � Y� . -� • ;a _ it Z�1 -�• . � - cr- ,t-'�3 �S• �t,.•_..i2a� <: ' � -s�� ' ..ti• � ' ``t 'tila: ��a �' r, ,1�, I mll —IM I Ow go lie= 7iDd,a•,ra o L E t," •mr _ _ .R - l�- .•'��r f �• ei - r.1•rs,- ��;,T��'� -- ` -� K 5f 'Sz' +.i '� �" g-p 'N- L 'R I dAaL F. A JL 1-",;7 'wv ml - kki, AMATO, 10M .411 k Z� lk, 9�1 694 zy 5z: 17, MR. i '. M; An.5, FoLW -A M RIVERSIDE COUNTY FLOOD CONTROL iER-IF AND 23_Q WATER CONSERVATION DISTRICT 100 -YEAR — 3' HOUR PRECIPITATION -P. E -5.2_ P.LATE 1..- RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS Cover Type (3) Quality of Cover (2) A AREAS -AMC II Soil Group B C D NATURAL COVERS - Barren .(Rockland, eroded and graded land) 78 86 91 93 Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Poor Fair 53 70 80 85 40 63 75 81 Good 31 57 71 78 i Chaparrel, Narrowleaf (Chamise and redshank) Poor 71 82 88 91 Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair. 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas (Areas with seasonally high water table, Poor Fair 63 77 85 88 Principal vegetation is sod forming grass) Good 51 30 70 80 84 58 72 78 Open Brush .(Soft wood shrubs - buckwheat, sage, etc.) Poor Fair 62 76 84 88 46 66 77 83 Good 41 63 75 81 Woodland (Coniferous or. broadleaf trees predominate. Poor- Fair 45 36 66 77 83 Canopy density is at least 50 percent) Good 60 73 79 28 55 70 77 Woodland, Grass (Coniferous or broadleaf trees with canopy Poor Fair 57 44 73 82 86 65. density from 20 to 50 percent) Good 33 77 82 58 72 79 URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Good 32 56 69 75' Turf (Irrigated and mowed grass) Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL, COVERS - Fallow (Land - plowed but not tilled or seeded) 76 85 90 92 RCFC Si WCD i'1YDROLOOY IMANUAL RUNOFF INDEX NUMBERS FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B C D Cover (2 ) AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy; etc.) Good 58 72 81 85 Orchards, Deciduous I See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 1 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69, 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 8.3 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row. Crops - - - • -Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, 'etc.) Good 67 78 85 89 Small Grain . Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 Vineyard 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 areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description'of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C Q"WIF C C RUNOFF INDEX NUMfBERS HYDROLOGY . JNiJANUAL FOR PERVIOUS AREAS PLATE E- 6.1(2of 2) 1 F� 1 I 1 1 F� 1 1 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 Business 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. R C F Ci & C ® IMPERVIOUS COVER HYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E-6.3 a�w .�'�o-�o�a�+ -i