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33076 MADISON ST DELTA 131 �uiiuwim �uiiuwim 1 1 f I' HY*DROLO,�;Y,� HYZIRAI. - (C S sTI,Dy for IVLA�(SON C OUt (Maol%�sow�treet) Volume NB —Della 1 10 -year, 20 -Y�ar; and 10.0 -Year Stgrm. Rational Method Analysis fOr East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 Prepared Vg: a ;Consultants, Inc. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 949.453.0111 knder the supervisiorti of- Jere y W. Patapoff, P.E. pate prepared DV A ril24 200 F) L, r,-- t"o / -X/ZT)A/,-- (ZE,Aj� ) b N 45-/q lb� ir�- 11 110' c- JIVQ TABLE OF CONTENTS I. INTRODUCTION ......................................................... ..............................1 H. METHODOLOGY ........................................................ ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ............................. ...............:..............2 IV. STORM DRAIN HYDRAULICS ....................................... ..............................4 V. DELTA 1 SUMMARY ................................................... ..............................4 VI. 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 u 1 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 Y p storm runoff volumes and how they are conveyed to retention areas (lakes) within Madison Club and 1 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 1 1 The peak storm flow discharge rates from the sub -areas were calculated with integrated rational method /unit hydrograph method hydrology software available from Advanced Engineering Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software was used to analyze the peak discharges generated by a 10 -year, 20 -year and a 100 -year frequency storm. During analysis, conservative C- values were used (Approximately 0.83 -0.84) for the rational method analysis of the landscaped and street areas. Street flow time was included, and the times of concentration and peak runoffs in this report are conservative based on the assumed C- values. The soil group classified for the project area is type "B" soil. Rainfall intensity values were developed from the slope of the intensity duration curves RCFC &WCD Hydrology Manual figure D -4.6. Pipe hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG) Software. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the Manning equation for conduit and channel flow, incorporating principles of continuity and conservation of energy. Street capacities and catch basin sizing were calculated using AES software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for flow -by and sump basins. 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 stone 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 Q. The following table drain line including: 100 -year flow (Q100) is a summary of the results of the hydrology analysis for each main storm catch basin number, tributary sub -area, tributary surface area, and sub -area 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 2.89 Acres 10.37 CFS 10 Line 3F 2 -4 2.23 Acres 9.02 CFS 11 Line 3A 2 -3 4.18 Acres 13.27 CFS 13 Line Hideaway Main 2 -1 1.15 Acres 14.16 CFS TOTAL 111Sanee nW with nn P.Cl nnafP Cn 1 area .1- am n... .o ....... ........_ _....___ _ __ _ _ _.._ 105.31 CFS 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 4 Line 5C Sump 2.69 CFS - 0.38 FT 4.0 FT 30 5 Line 51) 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 13.82 CFS -3.45* 0.55 FT 11.0 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 3 13 Line Hideaway Main Flow -by 10.71 CFS 3.45* 0.60 FT 14.0 FT eeahve number reoresents TOTAL 1 105.31 CFS ........ _.._ __ _______ - 3 IV. T S ORM DRAIN HYDRAULICS rThe 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. IV. DELTA 1 SUMMARY ' The following section summarizes the Delta 1 modifications to "Offsite Storm Drain Improvement Plan — Madison Street ". The "Hideaway" storm drain line has been modified by relocating the bay saver unit H to replace the existing manhole. The upstream flow -by catch basin ' #13 is design to accept 3.41 and 10.71 cfs in the 10 and 100 year storms respectively. In the event that the bay saver unit H becomes clogged, the flow will continue south along Madison Street to sump catch basin #9. Catch basin #9 has an 11' wide opening which is sufficient to accept 100% of the 10 and 100 year combined storm flows from both catch basin #9 and #13 while not exceeding top of curb and maintaining a minimum of one operating traffic lane. All supporting documentation for both normal operating and back -up system capacities are located in the Technical Appendix — Catch Basin Sizing. d 1 4 l� V(4- d 1 4 VI. BIBLIOGRAPHY r1. 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). � I � I 5 �aN�aa�-��oiN+�o� a Sl S%--))VN)v W2ial-S21}f3% -O-G 1 ['I �I 1 LINEHIDIO.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. DESCRIPTION OF STUDY " " ° ° " ° " " " " " " " " " " " " "•• MADISON CLUB 10 YEAR ANALYSIS MADISON STORM DRAIN LINE HIDEAWAY (2A -1) MARCH 30, 2007 FILE NAME: LINEHID.DAT TIME /DATE OF STUDY: 15:04 03/30/2007 ------------------------------------------------------- -- 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 0.020/0.020/0.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM -NODE - - - - -- 1_ - - 00 TO NODE - 2.00 IS CODE 21 --------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH*°3) /(ELEVATION CHANGE)) "*.2 Page 1 LINEHID10.TXT ' 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)1 **.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 G$ CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8134 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.31 Oq CFS ' 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 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 7.00 IS CODE =„ 31�„ Page 2 t LINEHID10.TXT ------------------ - - - - -- _ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 997.50 DOWNSTREAM(FEET) 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.70 t ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 13.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.15 TC(MIN.) = 13.71 PEAK FLOW RATE(CFS) = 2.75 END OF RATIONAL METHOD ANALYSIS -- - -____ 1 1 fl Page 3 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, Inc. DESCRIPTION OF STUDY �•�� * MADISON CLUB 10 YEAR ANALYSIS * MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) MARCH 30, 2007 FILE NAME: LINE3AN.DAT TIME /D.ATE OF STUDY: 16:05 03/30/2007 ---------------------------------------------------------------------------- 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 0.02010.02010.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative F1oW -Depth = 1.00 FEET as (Maximum Allowable. street Flow Depth) - (Top -of -curb) 2. (Depth) *(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 « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH' *3) /(ELEVATION CHANGE)] * *.2 Page 1 i LINE3AN10.TXT 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 CZ # �� 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 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 Page 2 J LINE3AN10.TXT » » >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 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 ... ............................... - -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" SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 5.46 CS 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. Page 3 LINE3AN10.TXT - -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 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. -- 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 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE AUSED JIS� BASED AJ ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF P ' ,..,. ,. � .......... ........................................................... ............................... EAK ^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 10.43 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. 7 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 Page 4 LINE3AN10.TXT 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.) = 16.02 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.00 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)]='.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 18.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 866.70 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 �rl, "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 6.61 TC(MIN.) = 12.22 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.544 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8081 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: Page 5 3.37 5.67 6.12 CT; 1� 9 LINE3ANlO.TXT DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.98 FLOW VELOCITY(FEET /SEC.) = 2.52 DEPTH *VELOCITY(FT*FT /SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 18.00 = 936.80 FEET. ' -- FLOW - PROCESS FROMNODE 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 12.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.12 PIPE TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 12.58 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 15.00 = 1035.70 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 ««< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.58 RAINFALL INTENSITY(INCH /HR) = 2.50 ' TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 CONFLUENCE DATA ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.00 16.02 2.174 6.41 2 6.12 12.58 2.501 2.89 .. �- �.. �: �- �: �..:: �• ��• ��• �- �..�- �- ::�•�-�� ..............�. WARNING''................................... .............,................. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED�J 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 15.55 12.58 2.501 2 17.33 16.02 2.174 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.33 TC(MIN.) _ TOTAL AREA(ACRES) = 9.30 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 1 16.02 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 Page 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 LINE3AN10.TXT DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.33 PIPE TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 18.03 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.30 TC(MIN.) = 18.03 PEAK FLOW RATE(CFS) = 17.33 END OF RATIONAL METHOD ANALYSIS Page 7 �J I' LJ LINE3AS10.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 MADISON CLUB 10 YEAR ANA MADISON STORM DRAIN LINE MAY 25, 2005 Analysis prepared by: RCE Consultants DESCRIPTION OF STUDY LYSIS 3A SOUTH (2A -6, 2A -7) 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 0.02010.02010.020 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 12.00 TO NODE 23.00 IS CODE = 21 --------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------- ------ Page 1 I1 I LINE3AS10.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)1* *.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 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS' CODE �= 62J, ------------------------------------------------------------------------ » » >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 C-`5: # 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. 1 FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS, CODE 31J1,------- » » >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) PIPE- FLOW(CFS) = 6.16 = 18.00 NUMBER OF PIPES = 1 ' Page 2 1 fl LINE3AS10.TXT PIPE TRAVEL TIME(MIN.) = 0.5S 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 ..:: it t �- i; .: is � � �. is i; ::., is '.: ':::.. �- �-'•: �• ..............r. ..,. ... . ... . _...._ .......... .. .,_ .,. . r. . . a. 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) = 0.1S TOTAL RUNOFF(CFS) = 0.42 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODED= „ 62JJ -------------------------------------------------- » » >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 1 fl LINE3ASl0.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. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = A31J� ---------------------------------------------------------------------------- » »> 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. ................... .............................:: is is i.• i.- i; i; i; is ;; i.- i; i::; :.- A 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 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 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED ISA BASED „ J�✓J, 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. ....., is i ::........................ ............................... ............... ............................... ........ is is do is �- is �- i............. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF NUMBER (CFS) 1 8.91 2 8.89 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) (INCH /HOUR) 14.07 2.345 14.45 2.308 ESTIMATES ARE AS FOLLOWS: = 8.91 TC(MIN.) = 14.07 4.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. Page 4 I 1 1 1 1 1 1 1 1 1 1 LINE3ASl0.TXT FLOW PROCESS FROM NODE 22.00 TO NODE 19-00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< ------ -------- ------------- ---------- -->->->->->--U-SI-N--G-C-O-M--PU-T--E-R---ES-T-IMATED-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 12.00 TO NODE 19-00 = 1413.30 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 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (R[F[&W[D) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2004 Advanced Engineering Software (aes) (Rational Tabling version 6'0D) 0� Release Date: 01/01/2004 License ID 1566 Analysis prepared by:- ~� DESCRIPTION OF STUDY MADISON CLUB lO YEAR ANALYSIS + ~ MADISON * STORM DRAIN LINE 5A {3A-1, 3A-2, 9A-3} MAY 25 2005 ++++++^�*+��^*+��++��^�+^��^^�**+*�^+�*�^�+*�+*�+*+��*�**��+*+��+*�+�*** 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 SIZECIN[Hl = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10-YEAR STORM 10-MINUTE INTENSITY IN[H'H0UK = 2.830 IO-YEAR STORM 60-MINUTE INTENSITY'IN[H'HOUR' = l'000 100-YEAR STORM I0-MINUTE ImTENSI�- IN[' H0U^) = ' 530 100 -YEAR STORM 60 -MINUTE ` ` �' '' - - TE INTEN5ITY(IN[H/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: -- � 0.95 ' STORM EVENT = 10.00 1-H0UK INTENSITY(IN[H/H0UR] 1.010 SLOPE OF INTENSITY DURATION CURVE = 0'5806 ' R[F{&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO R[F[&W[D HYDROLOGY MANUAL � AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFL0W AND STREETFL0W MODEL* HALF- CROWN TO STREET-[ROSSFALL: CURB GUTTER-GEOMETRIES' MANNING WIDTH CRO5SFALL IN- OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO (FT) {FT} SIDE � SIDE/ ' = ==� T31 ~=�~=�~�� =�=��/~=~WAY= =(FT)=(FT) �(FT)= (FT) = _(.) ' I 2U.O O'Ol8 0'OlQ 0'020 Z-0— U----3 ----7 � ~�~=� 2 38 0 0==0==20=/=O===02=0=/=O===0=20= 02O)0 020'0 O20 2'O~ 0'"��] "'�»7 v'v�,v GLOBAL STREET FLOW-DEPTH CONSTRAINTS: l' Relative Flow-Depth = 1.00 FEET m Allowable as {Maximu All bl Street Flow Depth) (Top-of-Curb) 2' {Depth}*(Velocity) Constraint = 6'0 (FT* *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' ''~' OR EQUAL T0 THE UPSTREAM TRIBUTARY PIPE.* ' FLOW -PROCESS _ FROM -NODE ----- 25.00 -TO _ NODE ----- 26.00_IS_ CODE _=2I__________ >>>>>nxJI0NAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page I LINE5AlO.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 •'h.• * 6 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS, CODE , =J,31'J ----------------------------------------------------------- » » >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------- --- --- NODE-----------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 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 17 1 1 ------------------------------- » »> COMPUTE STREET FLOW TRAVEL » » >( STREET TABLE SECTION # 2 ----------------------------- UPSTREAM ELEVATION(FEET) = 998 STREET LENGTH(FEET) = 633.70 STREET HALFWIDTH(FEET) = 43.00 LINE5A10.TXT ----------------------------------------- TIME THRU SUBAREA ««< USED) « «< .26 DOWNSTREAM ELEVATION(FEET) = 996.25 CURB HEIGHT(INCHES) = 8.0 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 C.13. 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 JFROM ^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 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 1 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.76 ' Page 3 1 L CONFLUENCE DATA STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 1.26 10.56 2 6.76 13.82 LINE5Al0.TXT INTENSITY AREA (INCH /HOUR) (ACRE) 2.769 0.51 2.369 3.40 .........: i; ............ ......... ............................... �: WARNING' ................................... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS, BASED ,J 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 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. ^ JPROCESS ,FROM ^NODE ✓ ^� FLOW 27.00 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) 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 TC(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 31.00 = 971.70 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE -------------------7----------------------------- = 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 -- 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 *E (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 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. 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 2.792 0.71 ..:: �- .. �: �: �: ,: �: �; :: �- �: �: �: ,: �; ,. �. ,; �. �; ,; �; � :.. �• �- ::.. �- �: WARN I NG'; .. �- :: � ,: �:..._ ........ ... �. .._ .. ,..,. � ........................... 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 ; . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. : is � . .. .. , 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 F_ 11 I 7 Ll I 7 L I F_ L I I I I LINE5Al0.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 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.20 PIPE TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 16.61 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 34.00 = 1629.80 FEET. ---------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.62 TC(MIN.) 16.61 PEAK FLOW RATE(CFS) = 9.20 END OF RATIONAL METHOD ANALYSIS Page 6 n �II ' 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) 1 (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 0.02010.02010.020 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 28.00 TO NODE 35.00'ISJ CODE J =�J21 „ J --------- ------ -------- -------- -------------- ------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------- --------- ' Page 1 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 , =A�62J, ------------------------------------------------------------------ » »> 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:F` 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 LINE6Al0'TXT PIPE TRAVEL TIME{MIw.} = 0.80 Tc(MIN.) = 12.04 LONGEST FL0WPAT* FROM NODE 28.00 TO-NODE 37'00 = II27'90 FEET' FLOW PROCESS FROM NODE 37. 0 TO NODE 37'00 IS CODE � I ---------------------------------------------------------------------------- >>>>»DE5IGmATE INDEPENDENT STREAM FOR [ONFLUEN[E«<«<< ~~====�==~==~�~�==~~�=======~~===========~=~===================~====~==== TOT4L NUMOER OF STKEAMS � 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF [ON[ENTKATION(MIN.) = 12'04 RAINFALL INTEwSITY(IN[* Hm] = 2.57 . TOTAL STREAM AREA(ACRES) = 3'5I PEAK FLOW RATE([FS} AT CONFLUENCE 7.96 FLOW PROCESS FROM NODE 38.00 TO NODE 39'08 IS [ODE = 21 ---------------------------------------------------------------------------- »»»>»R4TIONAL METHOD INITIAL SUBAREA ANALYSIS<<<«< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM T[ = K*[(LENGTH+*3)/[ELEVATI0N [HANGE]]+*'2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.50 UPSTREAM ELEVATION(FEET) ~ 994.61 DOWNSTREAM ELEVATION (FEET) = 992.59 ELEVATION DIFFERENCE(FEET) = 2.03 TC = 0.359+[{ I45.50*+3)/( 2.02)]^+'2 6'194 lO YEAR RAINFALL INTENSITY(INCH/HOUR) = 3'775 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SOIL "CLASSIFICATION IS ''B'' SUBAREA RUNOFF([FS) 1'34 TOTAL AREA(ACRES) = 0.43 TOTAL KUN0FF([FS} = 1'34 FLOW PROCESS FROM NODE 39.00 TO NODE 40'00 IS CODE = 62 --_---------------------------------------------------------_--------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THKU SU8AKEA«<<<< >>»>&STREET TABLE SECTION # 2 USED]<<<<< UPSTREAM ELEVATION(FEET) = 993.59 DOWNSTREAM ELEVATION(FEET) 989.90 ~~ STREET LENGTH(FEET) = 3II'90 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 43'00 DISTANCE FROM CROWN TO CKOSSFALL GRADE8REAK[FEET] ~ 38'00 ~~ INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET [RDS3FALL(DE[IMAL] = 0'020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY [ROSSFALL(DE[IMAL] = 0'020 ~ Manning's FRICTION FACTOR for Streetflow Section[curb-to-curb] = 0.0150 Mannimg's FRICTION FACTOR for Back-of-Walk Flow section � 0'0200 ' "TRAVEL TIME COMPUTED USING ESTIMATED FL0W(CFS) 4'83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0'42 HALF5TREET FLOOD WIDTH(FEET) = 13.20 AVERAGE FLOW VEL0[ITY(FEET/SE[. ) = 2.50 PRODUCT OF DEPTH&VEL0[ITY(FT*FT/SE[.) ~ I'05 STREET FLOW TRAVEL TIME(MIN. ) = 2'08 Tc{MIN'} 8.27 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.191 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '8321 SOIL CLASSIFICATION IS ''B'' Page 3 LINE6AlO.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 J 37.00 ^TO ^ NODE , 37.00 IS ^ CODE ^ =•r l _ ^^ --------------------------------------------- » » >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 • ° � WARN I NG � -,: �: �: �: �: �: �:........ �: �: �: �: �: �• �- �: s::: �; �; �; .;: �• :: �- �: �. ,. ,; �; 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 ^LINE6Al0.TXT SIS�."1�'N� W21015' 2Rf3i� -O� 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, Inc. ��:��•�� DESCRIPTION OF STUDY * MADISON CLUB 20 YEAR ANALYSIS * MADISON STORM DRAIN LINE HIDEAWAY (2A -1) * MARCH 30, 2007 FILE NAME: LINEHID.DAT TIME /DATE OF STUDY: 15:01 03/30/2007 ---------------------------------------------------------------------------- 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 0.020/0.020/0.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 ^TO ^ NODE 2.00^Is CODE ^ =� ^21 ^ ^^ ^^ ------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH• *3) /(ELEVATION CHANGE)] * *.2 Page 1 LINEHID20.TXT 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)1 * *.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 * ** nnn******* �•******* �•****** �"** �-** �•*** �•** �***** * *�• * * *�• * * * * * * * * * * * * * * * * * * * * ** 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 LS # 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 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. Si 1�. �: •n•:: 5�: * * * *n "i: *:: ''. n..nnn n n..n nn nnn..n * *n' *nn n n nnn.. ..nn nnn nn nn nn n n n nn nn n n:: *n• * * * * * *n• ** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 Page 2 LINEHID20.TXT ----------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 997.50 DOWNSTREAM(FEET) 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.75 ' ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 13.42 LONGEST FLOiVPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. _____________________________________________ _______________________________ ' END OF STUDY SUMMARY: - TOTAL AREA (ACRES) 1.15 TC(MIN.) = 13.42 PEAK FLOW RATE(CFS) = 3.24 END OF RATIONAL METHOD ANALYSIS 1 1 1 Page 3 1 1 1 1 1 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, Inc. ��•�� DESCRIPTION OF STUDY MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) MARCH 30, 2007 FILE NAME: LINE3AN.DAT TIME /DATE OF STUDY: 16:03 03/30/2007 ---------------------------------------------------------------------- - - - - -- 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 0.020/0.020/0.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 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««< --------------------------------------- ---------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH*=•3) /(ELEVATION CHANGE)] * *.2 Page 1 LINE3AN20.TXT ' 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 ' 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 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 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 ---------------------------------------------------------------------------- Page 2 L 1 F1 LINE3AN20.TXT -- » » >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 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 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 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = A�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 F1oW 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" SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 6.41 CrQa �a 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. Page 3 1 LINE3AN20.TXT 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 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 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 = 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 ° 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 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 12.40 10.02 3.304 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. ' ^ ^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 Page 4 r, L� 1 LINE3AN20.TXT 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 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)] * *.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 FLOW PROCESS FROM NODE 5.00 TO NODE 18.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 866.70 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) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 6.37 TC(MIN.) = 11.98 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.979 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8180 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: Page 5 3.99 6.72 7.25 G6 LINE3AN20.TXT DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.10 LO LONGESTFLOWPATHEFROMCNODE 2.613.00 TOHNODEOCITY18 00 18-00 936.80 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 14.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.25 ' PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 15.00 = 1035.70 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.) = 12.33 ' RAINFALL INTENSITY(INCH /HR) = 2.93 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.25 CONFLUENCE. DATA *° ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.24 15.63 2.552 6.41 2 7.25 12.33 2.929 2.89 ' ^IN THIS ,.^ �... �� ..... .............................�. WARNING'.......,.....................,..... ,...,.......................... COMPUTER PROGRAM, THE CONFLUENCE AVALUE ,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 18.48 12.33 2.929 2 20.56 15.63 2.552 COMPUTED CONFLUENCE ESTIMA20E.56RE AS C(MINL)WS: 15.63 TOTAL AREA(ACRES) = 9.30 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 Page 6 ti j LINE3AN20.TXT ' DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.56 ' PIPE TRAVEL TIME(MIN.) = 1.96 TC(MIN.) = 17.60 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. END OF STUDY SUMMARY: ' TOTAL AREA(ACRES) = 9.30 TC(MIN.) = 17.60 PEAK FLOW RATE(CFS)-- - = - - -- -20_56 'END OF RATIONAL METHOD ANALYSIS a � I � I � I Page 7 hI 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 is �:.. .. .... DESCRIPTION OF STUDY MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A SOUTH (2A -6, 2A -7) MAY 25, 2005 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 1 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)1 * *.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 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) = 4.78 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 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. ' - -FLOW -PROCESS -FROM -NODE - - - -- --------------------------------------------------------------- 24.00 TONODE 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 LINE3A520.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 ^ =^ Al ---------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l'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 FLOW PROCESS FROM NODE 16.00 TO NODE 20.00 IS CODE ,= „ 21A, ------------------------------------------------------------------- » » >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)1* .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 ' 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) = 1.94 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 17 L-, LINE3AS20.TXT SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 3.35 ,•�,° �� 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. 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 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.) = 13.89 ' TOTAL AREA(ACRES) = 4.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 22.00 = 973.50 FEET. ' Page 4 I ' t�.... .... LINE3As20.TXT FLOW PROCESS FROM NODE 22.00 TO NODE 19-00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< -->->->->->--U-S-IN--G--CO-M--PU--T-E-R---E-S-TI-M-A--T-E-D --------- 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 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 I I I I I I I I I I I I Page 5 u LINE5A20.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: 1 RCE Consultants DESCRIPTION OF STUDY MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE SA (3A -1, 3A -2, 3A -3) ' MAY 25, ^2005 1 FILE NAME: LINE5A.DAT ' TIME /DATE OF STUDY: 14:17 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 HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- MODEL'' 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 i 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)1* .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 ' - -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) = 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.) = 3.23 991.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 1.48 1 ' 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- IS_CODE = - - - -- 27_00 1 -TO -NODE ----- -------------------- » »>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 = ----------------- 21 -IS -CODE - -- -------------------- » » >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 1 LINE5A20.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) = 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 = .8140 SOIL CLASSIFICATION IS "B" SUBA Page 3 REM AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.00 C. "P, °3 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 C, ODE D _ 31 -ISJ - - - -- - - --------- » »> 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 '` CONFLUENCE DATA �' LINE5A20.TXT 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 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. nRAINFALL nINTENSITY 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. -- FLOW -PROCESS JFROM -NODE ) - - -- - 27.00 TO- NODE - - -- 31.00 -IS -CODE - = -A31- n n --- - - - - -- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » >>>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 nnLONGESTnFLOWPATH FROM nNODE nn n28.00 TO NODE n 31.00 n n n n nn nn 971.70 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE JJ31.00 ISJ CODE l= 1J J• nnnn ----------------------------------- ----------------------------------------- » » >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 �. � A A !r '". Jf :: n' n '.; •.r::; ':: •.::; •.r: S: •.r: JY J.; �::: J. !. !. J. A �. �. J. ! r. n .. n .. �• Sr: J. !; J. J. Jr J. !. � J J. J. J. J. J. �. ^. n. J. J; J; !' J; i; J. � J J. J, n n n n n n n n - -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 1 ' LINE5A20.TXT DOWNSTREAM ELEVATION(FEET) = 997.57 ELEVATION DIFFERENCE(FEET) = 1.53 TC = 0.359'[( 303.40 * *3) /( 1.S3)1 * *.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 r. r.n n., nnr.nn r. r.r. n..r. n.. n: tx• r. nnnnn.. nnnr. nnn.... nr .nnnnnnnnnr...nnnnnnr.n..'ic'lf iC'X n).••. r.nnr. .. n.. nr.n 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 i 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 ' n��:.. �: �• �r �:..,: �• �: �: �: �: �: �rn�:��:�::.•�- �•nr.�:::�:n� -�- WARNING': n�: ��: nnn.. n.. n..... .n......nn..r.�:,:�n..nn..n..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 nWILL NOT nNECESSARILY nRESULT nINn THE nMAXIMUM VALUE nOFnPEAK FLOW. nn nnnn 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 8.73 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 31.00 = 971.70 FEET. Page 5 n I 'I I I I I 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 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) = 10.88 END OF RATIONAL METHOD ANALYSIS Page 6 it 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 DESCRIPTION OF STUDY MADISON CLUB 20 YEAR ANALYSIS MADISON STORM DRAIN LINE 6A (3C -1, 3C -2) •• MAY 25, 2005 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) 1 '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 11 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 HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- MODEL* GEOMETRIES: MANNING W(FT) CRO(FT)LL HEIGHT WIDTH FA(n) NO. SIDE / SSIDE /PWAY (FT) (FT) (FT) ' 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) 1 '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 11 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 .t 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 TONODE ^ 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.S1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.41 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)1'=".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.S7 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) = 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 RUNOFF SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 8.17 INTENSITY TOTAL AREA(ACRES) = 3.08 PEAK FLOW RATE(CFS) = 9.73 :.fr END OF SUBAREA STREET FLOW HYDRAULICS: (MIN.) DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.65 (ACRE) 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. nFLOW nPROCESS nFROM nNODE nnnnn40 nnn 2 .,OOTOJ, NODE 37. 00 ..,..- nnnnnnnn 00 IS CODE 31 ----------------- 8.93 ------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 3.08 - - » »> 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. ...: =: �-.. �•:: J.......,:37^ nNODE ::�:.._....nn..n....n..n...... FLOW PROCESS FROM 37.00nTOJ, NODE O 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. n n n n n n n n n ., n ., n n .. .. .. n n n n .. ., n .. ., n n •.; `i. ".; � �.; �.. .. ., n n n .. n ., n n ., n n n .. n n n n n n n n ., n n ., n n .. .. .. .. .. .. .. •; '�' A 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 rLINE6A20.TXT TOTAL AREA(ACRES) = 6.59 TC(MIN.) = 8.93 PEAK FLOW RATE(CFS) = 16.85 END OF RATIONAL METHOD ANALYSIS � I 1 Page 5 S'IS%�l�'N�' W?101S2Hf9%-002 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, Inc. DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS MADISON STORM DRAIN LINE HIDEAWAY (2A -1) MARCH 30, 2007 FILE NAME: LINEHID.DAT TIME /DATE OF STUDY: 14:55 03/30/2007 ---------------------------------------------------------------------------- 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 0.020/0.020/0.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 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�J --------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH *'°3) /(ELEVATION CHANGE)] **.2 Page 1 LINEHID100.TXT 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)1° .2 = 5.253 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.564 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8566 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.71 ��• ��nnnnnn��nnnnnnnnnnnnnn��:: ��• ��- ��nnnnnnn..nnnnnnnnnnn 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) = 2.70 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.) = 10.02 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.515 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "B" L6 -V 1 3 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 3.89 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 4.61 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. nn��; �• s::. nnnnnnnn.. nnnnnnnnnnnnnn��• ��: �• ��• ��- ��• ��•�•�- �nnnnnnnnnnn��- 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 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. n'�. if n' i�t �.: :: �.: `.': '.�:'�. �.: -.�: n' n'n'�.: n .'�: .'Y �.: �.. "'.0 �.: �.:n �.: ''.: 5: �. n''�. .'�. n-�C :C '": •.: �.: �.: iC ':: n' n'iC n'iC n''�. -.': `.': -:. n n .. .. .. n .. .. n'It �: .'�. '�. ;: .'�. n ii �.: .`�. �.: ',�: `,�: � �' FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 31 Page 2 LINEHID100.TXT ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -------------------------------------- ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 997.50 DOWNSTREAM(FEET) = 997.44 FLOW LENGTH(FEET) = 102.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.91 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.61 PIPE TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 12.76 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1214.80 FEET. ------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.15 TC(MIN.) = 12.76 PEAK FLOW RATE(CFS) = 4.61 END OF RATIONAL METHOD ANALYSIS Page 3 �1 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, Inc. DESCRIPTION OF STUDY MADISON CLUB 100 YEAR ANALYSIS MADISON STORM DRAIN LINE 3A NORTH (2A -3, 2A -4, 2A -5) MARCH 30, 2007 FILE NAME: LINE3AN.DAT TIME /DATE OF STUDY: 15:58 03/30/2007 ---------------------------------------------------------------------------- - -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 0.02010.02010.020 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 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 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« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3) /(ELEVATION CHANGE)] * .2 Page 1 1I LINE3AN100.TXT 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 = 6.355 100 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 ' 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 CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 11.78 TOTAL AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) = 13.27 CCU �1 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 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= Page 2 1 F] LINE3AN100.TXT » »>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 FLOW PROCESS FROM NODE 12.00 TO NODE nnn13.00nISn CODE n =nn21 ---------------------------------------------------------------------------- » »>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 = 7.005 100 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 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) = 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" SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 6.82 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 9.02 CM ld END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.13 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FT *FT /SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 550.30 FEET. Page 3 17 LJ LINE3AN100.TXT 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. 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 * ��: �:: ��• �- �:: �- �: �• ��- ::�•�- �- ::�:��- ::..��•�..::�: 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.) 1 17.80 9.78 (INCH /HOUR) 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. ' 11.00 NOD E 15.00 31------------------------------------------------------- -- FLOW - PROCESS- FROM - NODE - - - -TO- -IS -CODE -=-- -- - -- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' - - » »> USING - COMPUTER-ESTIMATED PIPESIZE PRESSURE- FLOW) < << < < -(NON- - -- - - - - -- 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) PIPE- FLOW(CFS) = 20.37 = 27.00 NUMBER OF PIPES = 1 ' PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 14.92 Page 4 LINE3AN100.TXT 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.) = 14.92 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.37 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)] **.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 FLOW PROCESS FROM NODE 5.00 TO NODE 18.00 IS CODE = 62A^ -------------------------------- -------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1005.59 DOWNSTREAM ELEVATION(FEET) = 999.08 STREET LENGTH(FEET) = 866.70 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) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.47 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 5.86 TC(MIN.) = 11.47 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.175 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8368 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: Page 5 5.68 9.63 10.37 C-V, LINE3AN100.TXT DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.62 FLOW VELOCITY(FEET /SEC.) = 2.84 DEPTH*VELOCITY(FT*FT /SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 18.00 = 936.80 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 21.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.19 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.37 ' PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 11.79 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 15.00 = 1035.70 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.) = 11.79 ' RAINFALL INTENSITY(INCH /HR) = 4.11 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.37 CONFLUENCE DATA ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.37 14.92 3.585 6.41 2 10.37 11.79 4.109 2.89 ' .. �• �- .. � �• �• �:.. � :............. ............................... � -WARN I NG � ................................... ............................... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED,J 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 26.46 11.79 4.109 2 29.41 14.92 3.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.41 TC(MIN.) _ TOTAL AREA(ACRES) = 9.30 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 1 14.92 15.00 = 1525.30 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 19.00 ^IS ^ CODE ^= ^�31��^^ ^ ^^ ^^ -------------------------------- -------------------------------------------- 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 Page 6 0 LINE3AN100.TXT DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.91 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.41 PIPE TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 16.68 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 19.00 = 2254.90 FEET. ------------------------------------------- ------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.30 TC(MIN.) = 16.68 PEAK FLOW RATE(CFS) = 29.41 --------------------------------------- ----------------------------- END OF RATIONAL METHOD ANALYSIS Page 7 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 ' , . .... .... .. .... DESCRIPTION OF STUDY = MADISON CLUB 100 YEAR ANALYSIS ' MADISON STORM DRAIN LINE 3A SOUTH (2A -6, 2A -7) MAY 25, 2005 ' 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 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: = 0.95 ' ' 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 HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE 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 2 43.0 38.0 0.02010.02010.020 0.67 2.00 0.0313 0.167 MODEL" MANNING FACTOR (n) 0.0150 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 1 1 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)1** .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 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 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. 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)1* .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 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 F1Ow 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 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 4.76 C-0--05 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 ---------------------------------------------------------------------------- » » >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 CONFLUENCE DATA 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 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 14.93 2 14.91 13.48 13.67 3.802 3.771 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = = 14.93 4.41 TC(MIN.) = 13.48 LONGEST FLOWPATH FROM NODE - 12.00 TO NODE 22.00 - 973.50 FEET. Page 4 F7 LI a I I I I j-7 I LINE3AS100.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 24.0 INCH PIPE IS 18.8 INCHES PIPE—FLOW VELOCITY(FEET/SEC.) = 5.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 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 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 a; DESCRIPTION OF STUDY a� MADISON CLUB 100 YEAR ANALYSIS MADISON STORM DRAIN LINE 5A (3A -1, 3A -2, 3A -3) MAY 25, 2005 FILE NAME: LINE5A.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 0.020/0.020/0.020 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 ' 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 -4 6 -- FLOWJ 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. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODED= J1�, ------------------------------ ------------------------------------------- » » >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 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)1 **.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 ------------------------------- >>~>>[OMPUTE STREET FLOW TRAVEL >»>»>(STREET TABLE SECTION # 2 UPSTREAM ELEVATION(FEET) ~ 998 STREET LENGTH(FEET) = 633'70 STREET HALFWIDTH{FEET} = 43.00 LINE5AI0O.TXT ----------------------------------------- TIME THKU SUBAREA<««<< USED]<«<<« '26 DOWNSTREAM ELEVATION(FEET) = 996.25 CURB HEIGHT(INCHES) = 8'0 DISTANCE FROM CROWN TO [ROSSFALL GKADEOREAK(FEET) ~ 38.00 INSIDE STREET [KOSSFALL(DE[IMAL] = 0'020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF � I STREET PARKWAY [R0SSFALL(DE[IMAL] = 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([FS] 6.38 STREETFLOw MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0'52 HALFSTREET F ( = 18'17 AVERAGE FLOW vsLO[ ( ['] = 1.83 PRODUCT OF oEPTn&VELO[ITY(FT+FT/SE[.} ~ 0.95 STREET FLOW TRAVEL TIME(MIN.) ~ S.78 Tc(MIN.) ~ 12.89 100 YEAR RAINFALL INTENSITY(IN[H/H0UR) = 3'902 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '8333 SOIL CLASSIFICATION I5 ''B" SUBAREA AREA(ACRES) 3.16 SUBAREA RUNOFF([FS) 10.27 TOTAL AREA(ACRES) = 3'40 PEAK FLOW KATE([FS) � 11. 42 C'�' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 22.92 FLOW VELO[ITv(FEET/5EC.) = 2.10 oEPTH*vELO[ITY(FT*FT/SE['] 1.29 LONGEST FLOWPATH FROM NUDE 38.00 TO NODE 30.00 � 742.80 FEET. FLOW PROCESS FROM NODE 30.80 TO w0oE 27.00 I3 CODE = 31 .---------------------------------------------------------------------------- >>>»>[DMPUTE PIPE-FLOW TRAVEL TIME THRU 5UBAKEA<<«<« >>>>>U3ING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0W)«<<<< -- 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 SE�. = S 4l . ESTIMATED PIPE DIAMETER(INCH) ~ 34.00 NUMBER OF PIPES = l PIPE-FL0W([FS) = 1I'42 PIPE TRAVEL TIME(MIN') = 0.I2 Tc(MIN') = 19.01 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 783.00 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS [ODE = l ---------------- ------------ ------- ---- ---------------- --------------------- ~~ >>>>>DE5IGNATE INDEPENDENT STREAM FOR [DNFLUEN[E<<<<< >>>>»xmD COMPUTE VARIOUS [ONFLUEN[ED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS ~ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM Z ARE: TIME OF [ON[ENTR4TION{MIN. ) = I].Ol RAINFALL ZNTENSITY(IN[H HR] = 3'88 N� TOTAL STREAM AREA(ACRES) = ] 4O PEAK FLOW RATE ([FS) AT CONFLUENCE ' = 1I.42 Page 3 I I I I 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. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** LINESA100.TXT CONFLUENCE DATA ** 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 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. I I I I I I I I I I 13.01 27.00 = 783.00 FEET. FLOW PROCESS FROM NODE 27.00 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) = 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 PIPE-FLOW(CFS) = 13.22 PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 13.58 LONGEST FLOWPATH FROM NODE .28.00 TO NODE 31.00 = 971.70 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 is CODE ---------------------------------------------------------------- >>>>>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*E(LENGTH**3)/(ELEVATION CHANGE)] .2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS)* (MIN.) (INCH/HOUR) 1 11.15 2 13.22 10-36 13.01 4.429 3.881 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = = 13.22 TC(MIN.) 3.91 LONGEST FLOWPATH FROM NODE 28.00 TO NODE I I I I I I I I I I 13.01 27.00 = 783.00 FEET. FLOW PROCESS FROM NODE 27.00 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) = 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 PIPE-FLOW(CFS) = 13.22 PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 13.58 LONGEST FLOWPATH FROM NODE .28.00 TO NODE 31.00 = 971.70 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 is CODE ---------------------------------------------------------------- >>>>>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*E(LENGTH**3)/(ELEVATION CHANGE)] .2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.40 UPSTREAM ELEVATION(FEET) = 999.10 Page 4 LINE5A108'TXT DOWNSTREAM ELEVATION (FEET) ~ 997.57 ELEVATION DIFFERENCE(FEET) = 1'53 TC = 0'359*[{ 303'40*+3}/[ 1'53}1*+.2 = I0.177 100 YEAR RAINFALL ImTEwSITY(Iw[H/HOUR) ~ 4.474 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '8402 SOIL CLASSIFICATION IS ^B" SUBAREA RUN0FF([FS} = 2.69 TOTAL AREA(ACRES) 0.71 TOTAL RUNOFF(CFS) 2.69 ( FLOW PROCESS FROM NODE 33'00 TO NODE 31'00 IS CODE = 31 -------------- ---------- ------- ----- ----- ------------- ---------------------- >>>>>[OMPUTE PIPE-FLOW TRAVEL TIME THRU SUDAREA<<«<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOw)<<«<« ��-��-�� ELEVATION DATA: UPSTREAM(FEET) = 992'57 DOWNSTREAM(FEET) � 990.52 FL0W LENGTH{FEET} = 82'00 MANNING'S m ~ 0.0I3 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18'000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES ^ PIPE-FLOW VELO[ITY(FEET/SE[' = ^ 6.78 ESTIMATED PIPE DIAMETER(INCH) = I8-08 NUMBER OF PIPES ~ l PIPE-FLOW([F5} = 2.69 PIPE TRAVEL TIME[wIN'] ~ 0.20 Tc(MIw.) ~ 10.38 LONGEST FL0wpAT* FROM NODE ]2.00 T0 NODE 31.00 � 38� 4O FEET . . . FLOW PROCESS FROM NODE 3I.00 TO NODE 91.00 IS [ODE � l ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »>>>>DES IGw4TE INDEPENDENT STREAM FOR [0NFLUEN[E«<<<< >>>>>AND COMPUTE VARIOUS [ONFLUEN[ED STREAM VALUE5«<«<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: -- TIME OF [ON[ENTKATIOm(MIN.) = I0.38 RAINFALL IwTENSITY(IN[H *R} = 4.42 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE([FS) AT CONFLUENCE ~ 2.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) {MIN'} (INCH/HOUR) (ACRE) I 13'22 13.58 3.786 3'91 2 2.69 10.38 4.424 0.71 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCF[&W[D 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 KATE TABLE +* STREAM RUNOFF Tc INTENSITY NUMBER ([FS] {MIN'} (INCH/HOUR) l 12.80 10'38 4.424 2 15.52 13'58 3785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW KATE([F5} = I5'52 Tc(MIN � � I3 58 . . TOTAL AREA(ACRES) � 4.62 ' - LONGEST FL0WPATH FROM NODE 28'00 TO NODE 3I.00 97I'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 = 1 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 LINE6A100.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 100 YEAR ANALYSIS MADISON STORM DRAIN LINE 6A (3C -1, 3C -2) MAY 25, 2005 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 LINE6A100.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 = 6.052 100 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 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 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. LJ 11 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 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 LINE6Al00.TXT PIPE TRAVEL TIME(MIN.) = 0.7l Tc(MIm') = I1'92 LONGEST FLOWPATH FROM NODE 28-00 TO NODE 37-00 = 1127.90 FEET. FLOW PROCESS FROM NODE 37'00 TO NODE 37.00 Is [ODE � l ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = Z � CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE: TIME OF COm[ENTKATION{MIN'} = I1.32 RAINFALL IwTENSITY{IN[H/HR} ~ 4.2I 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 ANuLYSIS<<««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM T[ = K*[{LEN6TH**3}/{ELEVATI0N [HANGE}]**'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*[( I45.50**3),[ 2.02]]*+'2 6.194 100 YEAR RAINFALL INTEN5ITY(IN[H/HOUR} = 5'966 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '0530 SOIL CLASSIFICATION IS ''B" SUBAREA RUNOFF([FS} = 2.17 TOTAL AREA(ACRES) ~ 0'43 TOTAL RUNOFF(IFS) 2'I7 FLOW PROCESS FROM NODE 39'00 T0 NODE 40'00 IS CODE = 62 ------------------------------------------_--------------------------------- »>>>>[OMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA<<x<< >»>>>(STREET TABLE SECTION # 2 U5ED}<<<<< UPSTREAM ELEVATION (FEET] = 992'59 DOWNSTREAM ELEVATION(FEET) = 989.90 ~~ STREET LENGTH(FEET) � 3II'90 CURB HEIGHT(INCHES) ~ 8'0 ' STREET HALFWIDTH(FEET) = 43'00 DISTANCE FROM [DOWN TO [ROSSFALL GRADEBREAK(FEET) = 38'00 INSIDE STREET CKOSSFALL(DE[IM4L] = 0'020 OUTSIDE STREET [RO35FALL(DE[IMAL] 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = l STREET PARKWAY CR0SSFALL(DE[IMAL} = 0'020 Manning`s FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning`s FRICTION FACTOR for Back-of-Walk Flmm Section = 0.0200 ' "TRAVEL TIME COMPUTED USING ESTIMATED FLOW([FS} = 7.95 STREETFL0W MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0'48 HALFSTREET FLOOD WIDTH{FEET) = 16.24 AVERAGE FLOW ( � 2'81 rxuuoC/ OF uEp/*mvsL0[ITY(FT*FT/SE[') ~ 1.36 STREET FLOW TRAVEL TIME(MIN' ' = I.85 Tc(MIN } = 8 04 lOO YEAR RAINFALL INTENSITYIN[H/HOUR) = 5'IZ' ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = '8466 SOIL CLASSIFICATION IS "8^ 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 C- °� 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. FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE , =A, 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. ' FLOW„ PROCESS, FROM NODE 37.00 TO NODE 37.00 is CODED- 1J ----------------------------------------------------------------- » » >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 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED JIS� BASED ' „ A� 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. ............................. .................. is �- is �- is is ' 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 ' - LINE6Al00.TXT TOTAL AREA(ACRES) - 6.59 TC(MIN.) _ $.70 PEAK FLOW RATE(CFS) = 23.97 - - -- END OF RATIONAL METHOD ANALYSIS 1 I 1 Page 5 l�alv�o �asn� HIDMDI.OUT 0 FILE: HIDMDI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -30 -2007 Time: 5:17: 0 MADISON STREET STROM DRAIN HYDRAULIC ANALYSIS LINE HIDEAWAY MAIN JUNE 3, 2005 Invert I Depth I water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El Elev I Depth Width Dia. -FTIor I.D.I ZL Prs /Pi p L /Elem ICh Slope I I I I SF Ave] HF ISE DpthlFroude N p lNorm Dp I "N" 1 X -Fall) ZR IT e Ch it it it i<ir is it it {r I it i<><ir><i<ir {r i< ] i<i: it � it is ir,r 1 it it it ir><ir.; i<{r I {r h it i it {r it it it I is it it {r it is it I {r i; it it it {r it I {r it is it it {, it it is I i<i: it is � it i< I it it it it it i<ir it ir>t it ir,+ir it it I it ir,+i<i<ir it it it it it it it it I f ir,t irir I it � ir it it i<ir ] I I ] I I I 1002.500 992.170 I 9.830 I 1002.000 10.71 I 3.41 .18 1002.18 .00 I 1.17 .00 2.000 .000 I .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 142.180 .0400 .0022 .32 9.83 -I- .00 .66 .013 .00 -I- .00 1- PIPE I I I I I I I I I I I I I 1144.680 997.860 4.459 1002.319 10.71 3.41 .18 1002.50 .00 1.17 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 175.550 .0080 .0022 .39 4.46 .00 1.04 .013 .00 .00 PIPE I I I I I I I I I I I I I 1320.230 999.260 3.452 1002.712 10.71 3.41 .18 1002.89 .00 1.17 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 278.320 .0069 .0022 .62 3.45 .00 1.08 .013 .00 .00 PIPE I I I I I I I I I I I I 1598.550 1001.180 2.165 1003.345 10.71 3.41 .18 1003.53 .00 I 1.17 .00 2.000 .000 .00 1 .0 15.8301 .0069 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0022 .04 2.16 .00 1.08 .013 .00 .00 PIPE I I I I I I I I I 1614.380 1001.290 2.090 1003.380 I 10.71 I 3.41 .18 1003.56 I .00 1.17 I .00 2.000 .000 .00 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 1 M M= M= M M M M M M == M i M M Page 1 3ADI.OUT 0 FILE: 3ADI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 3 -2007 Time: 3: 9:27 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3A JUNE 3, 2005 ir{rrtrtrt rtirArtrt{�itA rt{r irrt fr {rAic rt {rrtrtrtir {r itArtrtAt it irrtfrAArt{rrtrtrtir it irrtrtrt{rAirrt rti�ir rtirrtrtrtrtrthrtir itrtrtrtfrrtrtrtrtrtrtrtrtAirrtrtrtrt *rttiAfrAArtrtfr irrtrtrtrtrtrtrtrtAAArtAArtAAAAAAA {rrt A {rAArtArtir Station I Invert I Depth I water I Q I Vel vel I Ener YY supper ICriticallFloW To Height/ plDia9 Base Wt1 INO wth I Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.E1.I Elev Depth Width -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope -I- I -I- I -I- I -I- -I- I SF Avel -I- HF -I- ISE DpthlFroude -I NlNorm - 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-I- I I 22.29 3.65 I .21 995.69 I .00 I 1.52 I 2.37 I 3.000 I .000 I .00 I 1 .0 16.772 .0069 I I I I -I- -I- -I- 0012 -I- .02 -I- 2.42 -I- .40 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2108.037 993.181 -1 2.306 -I- 995.487 -I- I 22.29 3.82 I .23 995.71 I .00 I I 1.52 2.53 I I 3.000 I .000 .00 I 1 .0 12.9231 .0069 I I I -I- -I- -I- 0013 -I- .02 -I- 2.31 -I- .44 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2120.960 -I- 993.270 -i- 2.214 -I- I 995.484 -I- I 22.29 -I- 3.98 I .25 99S.73 I .00 I I 1.52 2.64 I I 3.000 I .000 .00 I 1 .0 JUNCT STR 1770 I I I I -I- -I- -I- -I- 2.22 -I- .48 -I- -I- .013 -I- .00 .00 I- PIPE 2126.780 -I- 994.300 -I- 1.087 -I- 995.387 I 9.72 5.57 I .48 995.87 I .00 I I 1.11 1.99 I I 2.000 I .000 .00 I 1 .0 70.013 .0056 I I I -I- I -I- -I- -I- .0056 -I- .39 -I- 1.09 -I- 1.05 -I- 1.09 -I- .013 -I- .00 .00 1- PIPE 2196.793 -I- 994.691 -I- 1.087 -I- 995.779 -I- I 9.72 5.57 I .48 996.26 I .00 I I 1.11 1.99 I I 2.000 I .000 .00 I 1 .0 12.287 .0056 -I- -I- -I- .0056 -I- .07 -I- 1.09 -I- 1.05 -I- 1.09 -I- .013 -I- .00 .00 1- PIPE 2209.0801 994.7601 -I- 1.0861 -I- 995.8461 -I- 9.721 5.58 .481 996.33 1 .03 1 1.11 1 1.99 1 2.000 1 .0001 .00 1 1 .0 35.8951 I .0056 I I I -I- -I- -I- 0056 -I- .20 -I- 1.12 -I- 1.05 -I- 1.09 -I- .013 -I- .00 .00 1- PIPE 2244.975 1 994.962 1.086 996.047 I 9.72 5.58 I .48 996.53 I I .03 I 1.11 1.99 I I 2.000 I .000 .00 I 1 .0 6.825 I .0056 I I I 0054 .04 1.12 1.05 1.09 .013 .00 .00 1- PIPE 2251.800 -I- 995.000 -I- 1.115 -I- 996.115 -I- I 9.72 -I- 5.40 I .45 996.57 I I .03 I 1.11 1.99 I I 2.000 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- I- Page 5 M M In 'o M M = Page 1 3CDI.OUT 0 FILE: 3CDI.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 3 -2007 Time: 3:24:20 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 trtrtrtie {r {e {rrtrt {r'.r {:rtrtrtrt {r {rrtrt {r rt irrtrt {rrtrtfrrt is rtirrtrtrtrt {r {r {e {r {r {ertrtrt {r {r irrt {: {r {r{r {r fr it is it ir,'rrt {r {r irrt irrt rt{r {r {:{; {r {rrtrtrtrtrt{: rtir it irrt rtir frrtrtirrtrtrt{ r{ rrt{ rft rtrtir {rrtrtrt {r {r {r {r it irrt fr {r {r {rrt {c {r rtrt *ir it {r'r'.r Invert I Depth I water I Q I vel Vel I Energy I Super IcriticallFlOw ToplHeight /IBase wtl INO wth station I Elev I (FT) Elev I (CFS) (FPS) Head I Grd.El - Elev I Depth I Width IDia. -FTIOr I.D.I ZL /Pip L /Elem Ich Slope '.c I I I I SF Avel HF ISE DpthlFroude NINOrm Dp I "N" I X -Fall) ZR -IPrs IType Ch rt{c is it k {: is i:rt I {: rt {r irrtir {r it I'.r fr {: {r it {c {r it I k {: rtir it is {r it {c I it irtr {: rt {rrt it it I it {rrtrt {: rt •.r 1 {r {: {rrt it is is I {rrrt {r i; it it fr4l { <rtrt{r {r it it it irrtrtir {r fr it I rtrtrtir it rtir {r 1 rtir {rrtrtirrt I {rrtrtrtrtrtrt I4rtk {r {r I rtrt{r it irrtrt I i 4000.570 988.890 -1 I 1.920 -I- I 990.810 15.00 I 4.84 I .36 991.17 I .01 I 1.40 I .78 I 2.000 I I .000 .00 1 .0 38.8311 I .0065 I -I- I -I- -I- -i- 0039 .15 -I- -I- 1.93 -I- .43 1.38 -I- -I- .013 -I- .00 .00 1- PIPE 4039.401 -I- 989.143 -I- 1.781 -I- I 990.924 15.00 I 5.08 I .40 991.32 I .02 I 1.40 I 1.25 I 2.000 I I .000 .00 I 1 .0 11.889 I .0065 I -I- I -I- -I- -I- .0040 .05 -I- -I- 1.80 -I- .58 1.38 -I- -I- .013 -I- .00 .00 1- PIPE 4051.290 -I- 989.220 -I- 1.734 -I- I 990.954 15.00 I 5.18 I .42 991.37 I .00 I 1.40 I 1.36 I 2.000 I I .000 .00 I 1 .0 16.741 I .0073 I -I- I -I- -I- -I- .0042 .07 -I- -I- 1.73 -I- .63 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 4068.031 -I- 989.341 -I- 1.641 -I- I 990.982 15.00 I 5.44 I .46 991.44 I .00 I 1.40 I 1.54 I 2.000 I I .000 .00 I 1 .0 13.040 I .0073 I -I- -I- -I- -I- .0046 .06 -I- -I- 1.64 -I- .71 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 4081.071 -I- 989.436 -I- 1.561 -I- I I 990.997 15.00 I 5.70 I .51 991.50 I .00 I 1.40 I 1.66 I 2.000 I I .000 .00 I 1 .0 9.960 I .0073 I -I- I -I- -I- -I- .0051 .05 -I- -I- 1.56 -I- .80 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 4091.032 -I- 989.508 -I- 1.489 -I- I 990.997 15.00 I 5.98 I .56 991.55 I .00 I 1.40 I 1.74 I 2.000 I I .000 .00 I 1 .0 2.735 I .0073 I -I- -I- -I- -I- .0057 .02 -I- -I- 1.49 -I- .88 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 4093.767 989.528 1.423 I 990.951 I 15.00 I 6.27 .61 I 991.56 I .00 I 1.40 I 1.81 I 2.000 I .000 I .00 I 1 .0 HYDRAULIC JUMP I 4093.767 -I- 989.528 -I- I 1.326 -I- I 990.855 I I 15.00 6.78 I .71 991.57 I .00 I 1.40 I 1.89 I I 2.000 .000 I .00 I 1 .0 305.079 i .0073 I -I- -I- -I- -I- .0073 2.21 -I- -I- 1.33 -I- 1.10 -I- 1.33 -I- .013 -I- .00 .00 1- PIPE 4398.846 -I- 991.743 -I- I 1.326 -I- I 993.069 I 15.00 6.78 I .71 993.78 I I .00 1.40 I 1.89 I I 2.000 I .000 .00 I 1 .0 26.923 .0073 -I- -I- -I- -I- .0072 -I- .19 -I- 1.33 -I- 1.10 -I- 1.33 -I- .013 -I- .00 .00 1- PIPE 0 FILE: 3CDI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 3 -2007 Time: 3:24:20 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 ir,'r {r,tir{; {r {:{ri: {ric {r {r frrtir {r {rrtrt{rir{r{:ir {c it ic{rtrtrt {r{; irrt rt{r {rrt it irrtirrt{r{{{r is ir{crtrt{rir{r in rtic {r{rrtrt {r it it it it is rt irrt {rir{rrt{r{rrtrt{r{r{{rrtrtrtrtir {rrt rtrtrt{rt irrt irrtrtrtrtrtrtrtrtrtrtrtirrtkrt {rrtrt{rrt t <rt rtir {r irrtrt I Invert I Depth I water I Q I Vel Vel I Energy Super ICriticallFlow ToplHeight/ ease wtl No wth Station I -I- Elev I -I- (FT) -I- Elev (CFS) I (FPS) Head I Grd.E Elev Depth Width Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem Ich Slope I I -I- I -I- I -I- -I- SF Avel -I- HF -I- ISE Dpth -I- Froude NINOrm Dp -! "N" I -I- X -Fall -I ZR Type Ch {rrt {sir {r irrt it {; 1 ir'.r {r {r it it {c it it I it i<ir is {r {: {r {r I {r it {: irrt{<rt it {c I rt {n'r {r fr itrt {r {r I {r {r {rtr it {r {r I :r it {rrt {{rrt I rti< {r {: {: '.c {r {r i< 1 it rt {r {r irrt {r {rrt {r {rrt rtrtrt I {rrt irrt'.rrtrtrt irrt {c {r {r it {r I rt{rt {pit irrt 4i {r {r {r rt{{r it {r {rrt Page 1 3CDI.OUT 4425.769 -I- 991.938 1.337 993.275 15.00 6.72 .70 993.98 .00 1.40 1.88 2.000 .000 .00 1 .0 9.851 -I- .0073 I -I- -I- -I- -I- -I- .0067 -I- .07 -I- 1.34 -I- 1.09 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 4435.620 -I- I 992.010 -I- 1.396 -I- I I 993.406 15.00 I 6.41 .64 I I 994.04 .00 I 1.40 I 1.84 I 2.000 I .000 I .00 I 1 .0 JUNCT STR .0036 I 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 2.007 I I 994.037 10.24 I 3.26 .16 I I 994.20 .00 I 1.15 I .00 I 2.000 I .000 I .00 I 1 .0 1.312 -I- .0073 I -I- -I- -I- -I- -I- .0020 -I- .00 -I- 2.01 -I- .00 1.04 -I- -I- .013 -I- .00 00 1- PIPE 4442.472 -I- I 992.040 -I- 2.000 I I 994.040 10.24 I 3.26 .16 I I 994.20 .00 I 1.15 I .00 I 2.000 I .000 I .00 I 1 .0 31.317 .0073 I I -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 I 994.082 10.24 I 3.42 I .18 I 994.26 .00 I 1.15 I 1.16 I 2.000 I .000 I .00 I 1 .0 16.562 I .0073 -I- -I- -I- -I- -I- .0019 -I- .03 -I- 1.81 -I- .37 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4490.351 -I- I 992.387 1.707 I I 994.094 I 10.24 3.59 I .20 I 994.29 .00 I 1.15 I 1.41 I 2.000 I .000 I .00 I 1 .0 13.101 I -I- .0073 I -I- -I- -I- -I- -I- .0020 -I- .03 -I- 1.71 -I- .44 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4503.452 992.482 I 1.618 I 994.101 I 10.24 3.76 I .22 I 994.32 .00 I 1.15 I 1.57 I 2.000 I .000 I .00 I 1 .0 11.051 I .0073 I .0022 .02 1.62 .50 1.04 .013 .00 .00 PIPE 4514.503 -I- 992.563 -I- I 1.540 I 994.103 i 10.24 3.94 I .24 I 994.34 .00 I 1.15 I 1.68 I 2.000 I .000 I .00 I 1 .0 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- I 992.632 I 1.470 I 994.102 I 10.24 4.14 I .27 I 994.37 .00 I 1.15 I 1.77 I 2.000 I .000 I .00 I 1 .0 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 0 FILE: 3CDI.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 3 -2007 Time: 3:24:20 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 {r it it ir{ rfrir ira irfr irfr it irfrir{r irfr it it it it it Yr it irfr frfrirfrfrfr{rfrir it it it it st it it it it it it itfrfrfrfrfrfrfrir it ir{:frfr frir irir it it it irfrfrfrir irfr irfrfrfrfrfrfrfrir irfrfrfrirfrfrirfr frfr it it irfrfr frirfrfrfrfr it it irfrfrfr frirfr frfrfrfrfr frfrfrfr irfr frir Invert I Depth I water I Q I vel Vel I Energy I super ICritical FLOW TOPIHeight/ Base Wt1 INO wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El Elev II Depth ' width IDia. -FTlor I.D.II ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude N Norm Dp l I "N" I X -Fall) ZR IT IT Ch it it {r {r kir it at {r i i {r it irfr irfrir i it it it it it it it it it {r {rfr it it irfr it it I frir it irfrit it itfr I it it it it it it it I it irfr it is to it I frfr it it irfrfr{r it I irfr frir it i <fr I ir frirfrfrfrfr it frfr frir irfrfrfr I frfrfrfrfr hir I irfrfrxfrfrfr I it it it it it it it it it it it 4532.326 -I- 992.692 1.4061 994.0981 10.241 4.34 .291 994.39 1 .00 1 1.15 1 1.83 1 2.000 1 .000 .00 1 .0 3.834 I -I- .0073 -I- -I- -I- -I- -I- .0030 -I- .01 -I- 1.41 -I- .67 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 4536.160. -I- I 992.720 I 1.375 I 994.095 I 10.24 4.45 I .31 I 994.40 I .02 1.15 I 1.85 I 2.000 I I .000 .00 I 1 .0 6.479 I -I- .0073 -I- -I- -I- -I- -I- .0033 -I- .02 -I- 1.39 -I- .70 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4542.640 -I- I 992.768 I 1.318 I 994.086 I 10.24 4.66 I .34 I 994.42 I .02 I 1.15 1.90 I 2.000 I I .000 .00 I 1 .0 5.336 I -I- .0073 I -I- -I- -I- -I- -I- .0037 -I- .02 -i- 1.34 -I- .76 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4547.976 992.807 I 1.265 I 994.071 I 10.24 4.89 I .37 I 994.44 I .02 I 1.15 1.93 I 2.000 I I .000 .00 I 1 .0 Page 2 M " ! � on = 10M WK M on I" ,00' = � M = M' = -I- -I- 3CDI.OUT .278 .0073 I -I- I -I- I -I- -I- -I- .0041 .00 -I- -I- 1.29 -I- .83 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4548.254 992.809 1.214 994.023 I 10.24 I 5.13 I .41 994.43 I .03 I 1.15 I 1.95 I 2.000 I .000 I .00 I 1 .0 HYDRAULIC JUMP 4548.254 -I- I 992.809 -I- I 1.033 -I- I I 993.842 -I- 10.24 I 6.25 I .61 994.45 I .04 I 1.15 I 2.00 I 2.000 I .000 I .00 I 1 .0 29.804 .0073 -I- -I- -I- .0070 .21 -I- -I- 1.07 -I- 1.22 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4578.058 993.028 -I- 1.060 -I- 994.087 -I- 10.24 6.06 .57 994.66 .04 1.15 2.00 2.000 .000 .00 1 .0 10.5651 .0073 I I I -I- -I- -I- 0064 .07 -I- -I- 1.10 -I- 1.16 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4588.623 -I- 993.105 -I- 1.101 -I- I 994.206 I 10.24 5.78 I .52 994.72 I .03 I 1.15 I 1.99 I 2.000 I I .000 .00 I 1 .0 2.027 .0073 I I I -I- I -I- -I- -I- .0056 -I- .01 -I- 1.14 -I- 1.08 -I- 1.03 -I- .013 -I- .00 .00 1- PIPE 4590.650 -I- 993.120 -I- 1.146 -I- 994.266 I 10.24 5.50 I .47 994.74 I .00 I 1.15 I 1.98 I 2.000 I I .000 .00 I 1 .0 2.060 .0049 -I- -I- -I- -I- .0051 -I- .01 -I- 1.15 -I- 1.00 -I- 1.17 -I- .013 -I- 1- PIPE 0 FILE: 3CDI.WSW W S P G W- CIVILDESIGN version 14.06 .00 .00 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 3 -2007 Time: 3:24:20 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3C JUNE 3, 2005 .,ir.c irkk it kirk i:k {:iii: Yr iski c 4c ir'.riric mirk kir it ick'.; kic i:kirir{ri; ick ic'. r irkkk{: irk irk ickir{�ick {r {; {rk ?rk ?rk it {rkkick kip {cirk{:�� {c ick ki:kkic i:kkkickkfrkkkkkkkkkkkkirkkirk irkkkir irk it kkirkkkkir Invert I Depth I water I Q I vel vel I Energyy I Supper ICriticalIFlOw Top Height/ Base wt NO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.e1.1 Elev I Depth I width -FT Or I.D_�- ZL Prs /Pip L /Elem Ch Slope I I I I SF Ave1 HF ISE DpthIFroude NINOrm _IDia. 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"w"^^ rype^ch ^sr,»ve °x-mll ^.zn^ 5088.818 -|- 99s.*5O -|- .02Z -|- 990.Orz -|- 4�7h 0.87 �73' 990.8O ' .UO ' .84 ' 1.48 ' ' 1.500 ' ' OOO' ' ' OO ' l .0 z.007 .0}h7 -|- -|- -|- .OI49 -|- .O� -|- .0Z -|- I 77 ' -|- 5O ' -|- Ol� ' -|- OO --| OO ' |- pzps 5090.825| -|- 995.5Z]| -|' h45| -|- 99h.l68| -|- 4.70| O.55 �67| 99§�8] | OO | .-4 | l' 49 | - 5OO | ~^ �|- ' OO | l ' O 1.551 .0307 -|- -|- -|- .Oz]l -|- .OZ -|- .04 -|- 1.65 -|- .50 -|- .Ol] .00 . 00 |- pzps 5092.370| -|- 995.0O| -|- .0hg| -|- ggh.249| -|- 4.70| 6.25 .0I| 9g�.O� | .0O | 84 | ' I 4g | ' I 5OO | ' OOO| ' ' OO | l ' O 1.I90 .0307 | | | -|- -|' -|- .0115 '|- .OI -|- .87 -|- 1.54 -|- .50 -|- .013 -|' .00 OO ' |- pzps 5093.572 -|- 995.024 -|- .O9* -|- | 990.3IO -|- | 4.7h 5.90 | . �5 | 99O.O7 | .00 | .0* | 1.50 ' | 1.500 ' | O0O ' 00 | l O ' .904 .0367 | | | -|- -|- -|- .0101 -|- .oz -|- .69 -|- 1.44 -|- .50 -|- .OI3 -|- OO ' OO ' |- PIP 5094.470 -|- 995.55r -|- .7ZO -|- | 99h.377 -|- | 4.70 5.58 | .5O | 990.88 | .UO | .04 | 1.5O | l.5V0 | .00O .00 | l O ' .655 .0367 | | | -|- -|- -|- .8089 -|- .01 -|- .72 -|- 1.3* -|- .50 -|- .013 -|- .00 OO ' /- pzps 5095.131 -|- 99x.6o1 -|- .747 -|- | y9h.4Zo | *.70 5.4z | .*h | 990�88 | �OO | .84 | 1.5O | z.5OO | .00O .VO | l O ' .4*2 | .0307 | | -|- -|- -|- -|' .0078 '|- .00 -|- .75 -|- 1.25 -|- .50 -|- .013 -|- .00 .00 |' pzpc 5095.573 -|' 995.O9O -|- .776 -|- | 990.47} | 4J O 5.�0 | .4� | 996.89 | .00 | .8* | l.5O | l 5OO ' | OOO ' OO ' | z O ' .255 .0307 | | | -|- | -|- -|- -|- .0059 -|- .00 -|- .78 -|- 1.16 -|- .50 -|- .OI] -|- .00 ,OO |- pzps 5095.029 -|- y95.rO7 -|- .8Oh -|- 990.5z3 | 4.70 *.9e | .38 | 996.09 | .00 | .8« | l.5O | l.5OO | .00V .00 | l .O .082 .0367 | | | -|- -|- -|- -|' .00Ol -|- .00 -|- .8I -|- 1.08 -|- .50 -|- .OI] -|- .VO ,OO |- pzps 5095.910 -|- 995.71O -|- .0]8 -|' | 99b.548 -|- | 4.7h 4.69 | .]* | 99h.89 | .00 | .O4 | z.49 | l.5O0 | .OVO .00 | l V ' o -|- -|- -|- -|- -|- -|- -|- -|- '|- |- Page 2 M MM = M == i= M= W IM M r IM M rI M 3EDI.OUT 0 FILE: 3EDI.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -30 -2007 Time: 5:44:47 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3E JUNE 3, 2005 frir kkfrfrir it i:frfrirkfric it kirfr it it irfr frirfrfrfri frkfrfrfrfrfrkfrfr{; ;}{ frfr kitfr it trfrfritfr irkfrirfrirfr frirfrfrfrir kir it{:k{r it itfrfrfrfrfrfrfrfrfrfrirfr frfrkkkirfrfrfrfrfrfrfrfrfrfrkfrfrfrfrfrfrfrfrkkfrirkfrfrfrfrfrfr {rfr it irk {r is it I Invert I Depth I water I Q I Vel Vel I Energy I super Icritica11FlOW Top�Height /1Base wt1 ENO wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E .I Elev I Depth I width Dia. -FTIor I.D.1 ZL IPrs /Pip -1- -I- -I- -I- -I- -I- -I- -I- -I L /Elem Ich slope IjI Ij1 I SF Ave1 HF ISE DpthiFroude NlNorm Dp 1 "N" I X -Fa111 ZR IType ch fr k k is it it it {: fr I fr it Ye x it it fr it fr (fr irk fr et fr fr k I Yr irk {r k is it fr k I it {r {r it it it it it fr I it {r i; {c it it {r 1 it {; '.< it it irk 1 it {: {r is it it it it is 1 it {r'.r it it {r it I it it it fr {r is it it 1 {r it is it is fr it it 1 it it it it {r fr it fr it {r {r {r is it fr {r {r i< it it fr is it it {r it I I I I � I 6001.310 993.680 1.480 995.160 I 13.82 I 7.84 .95 1 996.11 .00 I 1.38 I .34 I 1.500 I .000 .00 1 .0 4.5731 .0127 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0159 .07 1.48 .61 1.50 .013 .00 .00 PIPE I I I Page 1 M M M MM � M M M m m im " r m M r M 3FDI.OUT 0 FILE: 3FDI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3 -30 -2007 Time: 5:53:22 MADISON STREET STORM DRAIN HYDRAULIC ANALYSIS LINE 3F JUNE 3, 2005 frufr{:iC'.r irfrfrir{r{r'.r'.rfr it irfrfrfrir'.efr {rfr{r irfrfrfrfrir it{r{r{rfr frfrfrir'.rfrfrirfr{rfr{rfrfr {r it it irfr{:frfr ir{rfrirfriririrfrirfr it t.frfrfrfrfrfrfrir it {riri frfrfrfrfrfrfrfrfrfrfrfr{rfr it irfrfrfrfrfr irfrfrfrfrfri :frfrfrhfrfrfrfr{rfr irfr fr irfrfrfr {r 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 (Fr) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF II SE DpthIFroude NINorm Dp "N" I X -Fall) ZR Type Ch {: frfr fr {; it {rfru i it irfr {rfr it it fr it i it {r it {r it fr irfr i it it {r it ir'.rfr irfr i fr{r irfr {rfr irfrie I {r it it {r it {: it I {; it {rfr frirfr I fr {: {rfr {r ir{ frfr I frfrir {rfr fr{: I {rfrfrfr{rfr frfr itfrfrfrfrfrfrfr I frfrfrfrfrfrfr I frfrfrfrfrfrfr I frfrfrfrfr � {r {r {rfr frfrir 7003.440 994.310 1.275 995.585 12.571 5.95 .551 996.13 1 .00 i 1.27 1.92 1 2.000 1 .000 .00 I 1 0 3.2171 .0056 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0056 .02 1.27 1.00 1.28 .013 .00 .00 PIPE I I I Page 1 � � o FILE: 5ana*.wsw w s p G w - 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OUT czvzLocszsw version 14.06 pxac l Program Package serial Number: 1735 wArsx sunpAcc pnorzLc osrzws oate:10-12-2005 rime:.10:44' ' o wxozsom srnssr sTnxw on«zw *vonAoLzc xm«Lvszs Lzws 5A Jows 3 2005 �^^^^^^°^^^^^^^^^^^^^^^^^^^^^°^^^°^^�^^^°°°^^^^^^^+�^^°^^^°^^^^�^°^°^^^^°^^^^^°°°°^^^^^ °^^^�^ s� �i a on z»«e't s/ev nePth (Fr) water 0 vel vel cnergy super critical rloW Top *eight/ oase wt NO Wt h" ' - - - - - slev - (crs) {rns} *ead srd�s/. s/ev oepth width o`a.-FT or z.u. zL prs/pip ^L/slem^^ ch^slope° - - - - -|- - sp Ave ' - xp - - ss mpt h - �rovde - - w xorm op-1- ^w^ - -x-pal- - zx - Type ch lOOO.00O| -|- 9h5.5ZO| -|- O�78O| -|- 972.]OO| -|- 19.47| 0�ZO 'OO| 972.90 | ' OO ' | 1.59 ' | OO ' | 2.000 | ' OOV| -|- ' OO ' 1 l O ' 72.220 .0230 -|- -|- .007* -|- .53 '|- o r8 ' OO ' -|' � Or ' -|- -|' Ol� ' -|- OO ' OO ' | -zps ' 1072.220 -|- 967.240 90,.ZuO| -|- 5.s95| -|- 972.8]5| -|- 19.47 6.20 6.2O .6O| 97343 | .00 --|- | z.' 9 | ' OO | ^' OOO | '`OO| �|- ' OO |1 .0 21.879 .IOOO -|- -|' -|- .0074 -|- .16 5.59 .00 -|- .71 -|- -|' .013 .00 .00 | PIPE 1094.099 -|- 969.428 yh9.4Zu| -|- 3.568 -|- 972.996 grZ�9g6| -|- 19.47 -|- 6.20 h.2O .0O| gr].59 | .0O | 1.59 | OO ' | OOO | ^' '^~ OO| OO |l O ' ovuxAoLzc zowp -|- -|- -|- -|- '|- -|- -|- -|' /- 1094.099| -|- gOg.4Z8| -|- .rZ2| -|- grO.151| -|- I9.47| I9.O3 5.h3| g75.78 | .00 | 1.59 ' | 1.92 | 2.000 | OOO| ' ' OO | I ` O *7.}]7 .I000 '|- -|- -|- .0913 -|- 4.32 -|- .72 4.60 -|' .71 -|- -|- OI} ' -|- O O `| OO ' l- rzps II41.436| -|- 974.lhZ| -|- 7]9| -|- 974.9O1| -|- l9.*7| 18.46 529| 98O.19 | .00 | I�59 | 1.93 ' | -' OOO | ~~` �|- ' O0 | l ' O 25.261 .lOOO -| -|- -|- .0820 -|- 2.07 -|- .74 4.4O -|- -|- ' 7l -|- .013 OO .00 |- pzps 1I66.697| -|- 970.h88| -|- .7hh| -|- 977.454| -|- l9.47| l7.hO 4.8I| 98Z.2h | .00 | l.59 | l' 94 | - OOO | '``~O| ' OO | l ' O 14.597 .IOOO -|- -|- -|- .0720 -|- I.05 -|- .77 4.11 -|- -|- . 71 -|' .013 -|- .00 .00 |- pzps 1181.293| -|- 978.l48| -|- 7g3| -|- g78�g41| -|' 19.4r| 1§�78 4.37| 983.]l | .00 | 1.5g | I' 9h | - .00O | - OO| ' OO | z ' O 10.000 .lOUO -|- -|- -|- .Oh]l -|- .03 -|- .79 '|- 3.84 -|- .71 -|- .Ol] -|- .00 . 00 |- pzps 1191.293| -|- or9.148| -|- .8aZ| -|- o79.97O| -|- 19�47| 1O.O0 3�g7| 983.g« | .00 | 159 . | 1.g7 | 2.000 | ' OOO| ' ' 0O | I ' O 7.430 .1000 -|- -|- -|- .055* -|- .*1 -|- .oz -|- 3.59 -|- .71 -|' .013 -|- .00 . 00 |- pzps I198.723| -|- 979.8gz| -|- 85Z| -|- g0O.7*]| -|- 1g.47| 15.Z5 ]�6l| g84.]O | OO | I.59 | I.98 | 2.000 | ' OOO| ' ' OO | l ' O 5.787 .IOOO -/- -|- '|- .0487 -|- .28 -|- .85 -|- ].B -|- .7I -|- .013 '|- .00 .00 |- pzps U FILE: 5anew.wsw w s p o w - czvzLosszsw version 14.06 PAGE 2 Program package Serial mumber: 1735 WATER soRpAcs pxopzLc LzsrzwG oate'10-12-2005 rime:10:44: O mAozsow srnscr sTnnw om^zw *vnnAooc AwALvszs Lzws xx Jows ] 2005 �^^^°^^^^^°°^°^°^^^^^°^^^°^^^^^^^°^^^°°°^^^^^°^°^^^^^^^^^^^^^^^^^^^^^^^^^°°°°^°°^^^^^°° | z»«e't | Depth | water | 0 | vel vel | snergy | svper |critical|rlOW rop|xeight/|nase wt| |wo wth i s�az on | s|ev | (pr) | slev | {crs} | (Fps) Head | Gru.s/.| s/ev | Depth | width |o`a'-rT|or z.o.| zL |prs/pip Page 1 -I- -I- 5A. OUT ^L/clom,, ch, slope , -I- -I- -I- -|- -I- - - HF,,, ss -I- opth -I- proude^N -I- -I- wonn^op, ^N^°° -1- - rype,ch ,sp^xve ^x-m]l ^^�m° 1204.510 -|- 98O.4rO -|- .881 -|- 981.354 -|- 1 l9.471 1*.54 ].ZD' 904.54 ' .00 ' l.59 ' 1.99 ' ' 2.000 ' .000 ' ' OO ' l ' O zowcr srn .IOVO -|- -|- -|- .0620 -|- .l] -|- .88 -|- }.lZ -|- -|- .013 -|- ,OO .00 |- pzrs 1206.510 -|- 980.670 98O.07O| -|- .h80| -|- 88I.}55| -|' 16.17 16.95 l0.95 4.*0| 985.82 | .00 | l.45 | 1.98 | 2.000 ' | OOO| ' ' OO | l ' O 11.089 .1000 '|- -|- -|- .0702 -|- .84 -|- .69 -|- 42l -|- ' 05 -|- ' 0 3 -|- OO -`| OO ' |- PIPE PIPE 12I7.599| -|- 98l.778| -|- .7O]| -|- 98Z.48I| lO.z7| IO�41 *.I8| 98h.0h | .00 | l.45 | l' 9l | ^' OOO | '~~ �|- ' OO | l ' O I1.227 .1000 | | -|- | -|- -|- -|- .0683 -|- .77 -|- .70 -|- 4.03 -|- .05 -|- .OI] .00 .00 |- pzps 1228.826 -|- 9OZ�9Ol -|- .728 -|- 98].hZ8 | | l0.z7 l5.0} | ].9O | 997.4J | .00 | I.45 l.92 | 2.00O | | .0OO .00 | I .O 7.980 | .I000 | -|- | -|- -|- -|- .0599 -|- .48 -|- .73 -|- 3.76 -|' .0 -|- .0I3 -|- .00 .00 |- pzps 1236.806 -|' 98].698 -|- .754 -|- | 984�45Z | lO.I7 l4.92 | 3.46 | 987.9I | �O0 | I�45 l.94 | Z.VOV | | .00O .00 | l .O 6.055 | .I000 | -|' | -|- -|- |- .0525 '|- .32 -|- .75 -|- 3.52 -|- .55 -|- .013 -|- .00 OO ' |- pzpc 12*2.801 -|- 98*.]U3 -|- �78l -|- | 9o5.OD4 | z0�zJ I4�Z] | 3.z4 | 988.zJ | .Un | I��S I.95 | Z.00O | | .OVO .00 | I .O 4.780 | .1000 | -|- -|- -|- |- .0451 -|- .22 -|- .78 -|- 3.29 -|- .65 -|- .013 -|- .00 .00 |- pzps 1247.04I '|- 984.78z -|- �8O9 -|- | | 985.}9O | I§�I7 z3�56 | Z�8O | 988�45 | .UO | l.45 1.90 | 2.00O | | .000 .00 | 1 .O 3.809 | .1000 | -|- -|- '|- -|- .0405 -|- .10 -|- .Dl -|- 3.07 -|- .65 -|- .Ol] '|- .00 .OV |- pzps 1251.509 -|- 905.I68 -|- .839 -|- | | 905.007 | lh.l7 lZ.93 | Z.0O | 988�§O | .UO | l.45 l.97 | 2.00O | | .00O .00 | l .O 3.187 | .lOOO | -|- | -|- -|- |- .0355 -|- .lI -|- .D* '|- 2.86 -[- .65 -|- .Ol] -|- .00 .00 |- pzps 1254.097 -|- 985.48O -|- �870 -|- | 980.3S5 | I0.l7 lZ.B | Z.3d | 980�7Z | .OU | I.45 I.98 | 2.UOO | | .O0V .00 | I .O 2.655 .I000 -|- -|- -|- -|- .U]IZ -|- /0 -|- .87 -|- 2.57 -|- .65 -|- .0I3 -|- .UO .00 |- pzpc o FILE: 5ans*.wsw w s p G w - czvzuosszow version 14.05 pAcs 3 Program Package serial Number: 1735 wArsn sonFAcs pxoFzLs osTzwa nate:10-I2-2005 Time:10:44: O mAnzsow srxscT sromw onAzw xvonAoLzc xwxLvszs Lzws 5A Juws ] 2005 �°,°^^°°°°,,^,^^°^,,^,^^,^,,,,,,,°,,,**°,^^^^^,«,^,^,�^^,,^^^^^**«^*,^^°°,,^,�^^,^^°^^^ ^*^^*^^* Invert Depth I water I 0 vel vel I snergy svper critical FloW rop *eight/ nasr wt No wth station - slev (pr) slev {cps} (pps) *ead srd.s/. s/ev oepth width oia.-rr or z.o. zL prs/pip - - - ch�slope, - - - - - - -|- - - sr Ave - - *� ss - opth - - Froude w - - worm op - - ^w'' - - x-pall - - Type ch °L/slem,° ^| ^^+^^^^ ^^zn °° | 1257.351 -|- | y8s.7o -|- | �9Oz | 986.os* | zo.17 1z.7o z.15 | 9oo.00 | .00 | 1.45 | l.99 | | 2.oOo .00O | .00 | z .O 2'227 | .1000 -|- -|- -|- -|- -|- .027* -|- .00 -|- .90 -|- 2.49 -|- .05 -|- .Ol] -|- .00 .00 |- pzps 1259.578 | 985.974 | .936 | 980.910 | 15.I7 11.21 1.95 | | 988.86 .00 | | I.45 2.00 | | 2.000 .00O | .00 | l .O Page 2 M M M == M !. = M M= M M= M s M M -1 5A. OUT 1.8741 .1000 -I- -I- -I- -I- -I- 0241 -i- .05 -I- .94 -I- 2.32 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1261.4521 986.1611 -I- .9711 -I- 987.1331 -I- 16.171 10.69 1.771 988.91 1 .00 1 1.45 1 2.00 1 2.000 1 .0001 .00 1 1 .0 1.5801 .l000 I I I I -I- -I- -I- 0212 -I- .03 -I- .97 -L- 2.17 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1263.032 986.319 1.008 987.327 I 16.17 10.19 I 1.61 I 988.94 I .00 1.45 I 2.00 I 2.000 I I .000 .00 I 1 .0 1.3281 .1000 I I I I 0187 .02 1.01 2.02 .65 .013 .00 .00 1- PIPE 1264.361 986.452 -I- 1.047 -I- 987.499 -I- I 16.17 9.72 I 1.47 I 988.96 I .00 1.45 I 2.00 I 2.000 I I .000 .00 I 1 .0 1.1091 I .l000 I I I -I- -I- -I- 0165 -I- .02 -I- 1.05 -I- 1.88 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1265.470 986.563 -I- 1.087 -I- 987.650 -I- I 16.17 9.26 I 1.33 I 988.98 I .00 1.45 I 1.99 I 2.000 I I .000 .00 I 1 .0 .9171 I .loon I I -I- -I- -I- 0146 -I- .01 -I- 1.09 -I- 1.74 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1266.387 986.655 -1 1.130 -I- I 987.785 -I- I 16.17 8.83 I 1.21 I 989.00 I .00 1.45 I 1.98 I 2.000 I I .000 .00 I 1 .0 .7461 I .1000 I I I -I- -I- -I- 0129 -I- ..01 -I- 1.13 -I- 1.62 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1267.132 -I- 986.729 -I- 1.175 -I- 987.905 I 16.17 8.42 I 1.10 I 989.01 I .00 1.45 I 1.97 i 2.000 i I .000 .00 I 1 .0 .591 I .1000 I I -I- -I- -I- -I- .0114 -I- .01 -I- 1.18 -I- 1.50 .65 -I- -I- .013 -I- .00 .00 1- PIPE 1267.723 986.788 1.223 -I- I 988.012 -I- I 16.17 8.03 I 1.00 I 989.01 I .00 1.45 I 1.95 I 2.000 I I .000 .00 I 1 .0 .449 4491 .1000 -I- -I- -I- .0101 -I- .00 -I- 1.22 -1- 1.39 .65 -I- -I- .013 -I- I- PIPE fl FILE: 5anew.WSW W S P G W - CIVILDESIGN version 14.06 .00 .00 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 P: YC ic'.;ir'r sr r:iri::•:s:'.c kic isi::r::ir:i'nY ' rir : r;'<',r >:'rir'::r it it it ir'.<ic fr it rr,•r tr rr ar tr it ar trrrrir:•r'r tr tr t: t: t: it ir'•rr<'.r,•r:'r Yr it rr tr:r,r at tr t;:r fr tr d: rr it ir;r'.rr'.rrr'r tr tr tr tr r:rr&:r tr it tr tr tt dr tr tr tr fr tr ,r tr i<i<tr tr it tr tr tr tr tr sr fr it it it it it it it it 1 Station I Invert I Depth I water I Q I vel vel I Energyy 1 Super ICriticallFlow ToplHeight /IBase wtl INO wth Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I Width IDia. -FT or I.D.1 ZL /Pip L /Elem ICh : Slope I I I I SF Avel HF ISE DpthlFroude NlNOrm e*:r "N rM Dp I "N" Dp I X -Fall) l -IPrs ZR 1 T e Ch e:: •r it k'� is :c it is >c k:': is ': '.r'.: I '- :YE : icicird it is 1 it is is T<ir i�ir i�ir'r it fr it iyr :pY'r it tr it I 1268.172 -I- I 986.833 -I- I 1.274 -I- I 988.107 I 16.17 7.66 I .91 I 989.02 .00 I 1.45 I 1.92 I 2.000 I .000 I .00 I 1 .0 .315 I .1000 I I -i- -I- -I- -I- .0089 -i- .00 -I- 1.27 -I- 1.29 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1268.487 -I- 986.865 -I- 1.328 -I- I 988.193 -I- I 16.17 7.30 I .83 I 989.02 I .00 1.45 i 1.89 I 2.000 I I .000 .00 I 1 .0 .188 I .1000 I I -i- -I- -I- .0079 -I- .00 -I- 1.33 -I- 1.19 -I- .65 -I- .013 -I- .00 .00 1- PIPE 1268.675 -I- 986.884 -I- 1.386 -I- I 988.269 -I- I 16.17 6.96 I .75 I 989.02 I .00 1.45 I 1.85 I 2.000 I I .000 .00 I 1 .0 .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 1268.740 986.890 1.449 I 988.339 I 16.17 6.63 I .68 I 989.02 I .00 1.45 I 1.79 I 2.000 I I .000 .00 I 1 .0 Page 3 = = = M = r M = = M = M = i M = = = = 5.074 .0052 . 0063 SA.OUT .03 1.45 1.00 1.63 .013 .00 .00 PIPE 1273.8141 986.9161 -I- 1.5171 988.4341 -I- -I- 16.171 6.32 .621 989.05 1 .00 1 1.45 1 1.71 1 2.000 1 .0001 .00 1 1 .0 35.1721 .0052 I I I I -I- -I- -I- .0057 -I- .20 -I- 1.52 -I- .91 1.63 -I- -I- .013 -I- .00 .00 I- PIPE 1308.986 987.098 1.592 988.690 I 16.17 6.03 I .56 989.25 I .00 I 1.45 I 1.61 I I 2.000 .000 I .00 I 1 .0 33.344 I I I I .00531 .18 1.591 .82 1.63 .013 .001 .00 I- 1342.330 -I- 987.270 -I- 1.610 988.880 -I- -I- 1 16.17 5.97 .55 1 989.43 .01 1.45 1 1.59 1 1 2.000 .000 .00 (PIPE 1 .0 62.030 .0050 -I- -I- -I- .0052 -I- .32 -I- 1.62 -I- .80 1.66 -I- -I- .013 -I- .00 .00 I- PIPE 1404.3601 987.5801 1.6421 989.2221 16.171 5.86 .531 989.75 1 .00 1 1.45 1 1.53 1 2.000 1 .0001 .00 1 1 .0 64.1351 .0051 0051 .33 1.64 .77 1.64 .013 .00 .00 PIPE 1468.4951 987.9091 -1 1.6361 989.5451 -I- -I- 16.171 5.88 .541 990.08 1 .00 1 1.45 1 1.54 1 2.000 1 .0001 .00 1 1 .0 97.7151 U FILE: 5anew.WSW .0051 -I- -I- -I- .0051 -I- .50 -I- 1.64 -I- .78 1.64 -I- -I- .013 -I- .00 .00 1- PIPE 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 x:: r: �:;:: t::: t: isisisuir,•: t: t;:e:;::t:::::t:;:a:x�:t:tr,t:: 1st:, t;: �t;,: �: �; 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II ZL IPrs /Pip L / El en Ich ,; t :: ,•::::: r::� ,•: slope I :: >::: ,•::: r: ,: i::: :::: I I I SF Avel HF lsE DpthlFroude Dp 1 "N" I X -Fall( ZR IType ch I I I I �: t:::,•: f:,: 1 x is r::::::; a: r::: I t:,•: r:,t :r :, >•: r:,r I r,,:::,•: �: r: t: I r: is i; :: r: r: r: I ,� >•: �:;: -: r: r: ,•: I ,t t: �: �: �::: is r: I f:N1NOrm �: ,•::: r: f:.: :: ,t I is ,•:., a: r: >•: ,•, I r:,•«<r:,t r:,� I ,•; is is f: r: ,� is I rt r; ,•: ,•: r: 1 t;,t,•: �:,•<�:,t 1566.210 -I- 988.410 -I- I I 1.636 990.046 -I- -I- I 16.17 5.88 I .54 I 990.58 I .00 1.45 I 1.54 I I 2.000 .000 I .00 I 1 .0 347.640 I .0051 I I I -I- -I- -I- .0051 -I- 1.78 -I- 1.64 -I- .78 1.65 -I- -I- .013 -I- .00 .00 1- PIPE 1913.850 -I- 990.170 -I- 1.636 991.806 -I- -I- I 16.17 -I- 5.88 I .54 I 992.34 I .00 1.45 I 1.54 I I 2.000 I .000 .00 I 1 .0 JuNCT sTR I 0056 I I I -I- -I- .0042 -I- .02 -I- 1.64 -I- .78 -I- -I- .013 -I- .00 .00 I- PIPE 1919.180 990.200 -1 1.987 992.187 -I- -I- I 13.48 4.29 I .29 I 992.47 I .00 1.32 I .32 I I 2.000 I .000 .00 I 1 .0 54.7781 I .0059 I I I -I- -I- -I- 0032 -I- .18 -I- 1.99 -I- .24 1.32 -I- -I- .013 -I- .00 .00 1- PIPE 1973.958 990.522 -1 1.812 992.335 -I- -I- I 13.48 4.50 I .32 I 992.65 I .00 1.32 I 1.17 I I 2.000 I .000 .00 I 1 .0 28.4671 I .0059 I I I -I- -I- -I- 0032 -I- .09 -I- 1.81 -I- .50 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2002.426 -I- 990.690 -I- 1.705 992.395 -I- -I- I 13.48 4.72 I .35 I 992.74 I .00 I 1.32 1.42 I I 2.000 I .000 .00 I 1 .0 2 2.478 I .0059 I I ! -I- -I- -I- .0035 -I- .08 -I- 1.71 -I- .59 -I- 1.32 -I- .013 -I- .00 .00 I- PIPE 2024.904 990.822 1 1.617 992.438 -I I 13.48 4.95 I .38 I 992.82 I .00 I 1.32 1.57 I I 2.000 I .000 .00 I 1 .0 19.3041 .0059 0038 .07 1.62 .66 1.32 .013 .00 .00 1- PIPE Page 4 I I 5A. OUT 2044.208 990.935 -i- 1.539 -I- I I 992.474 -I- I 13.48 5.20 .42 I 992.89 I .00 I 1.32 I 1.68 I 2.000 I .000 I .00 I 1 .0 17.2281 .0059 I I I I -I- -I- -I- 0043 -I- .07 -I- 1.54 -I- .74 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2061.435 991.037 -1 1.469 -I- 992.506 -I- I 13.48 5.45 .46 I 992.97 I .00 i 1.32 I 1.77 I 2.000 I .000 I :00 I 1 .0 15.9141 .0059 I I I -I- -I- -I- 0048 -i- .08 -I- 1.47 -I- .81 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2077.349 991.130 -1 1.405 -I- I 992.535 -I- I 13.48 5.72 I .51 993.04 I .00 I 1.32 I 1.83 I 2.000 I .000 I .00 I 1 .0 15.1811 11 FILE: 5anew.wSw .0059 -I- -I- -I- .0053 -I- .08 -I- 1.41 -I- .89 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 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 TUNE 3, 2005 �: isi;::: r'.: isi:'.: i;:: iri: ir.:'. ri;>: i:'.:: r'.: i:'.: in4i: iti; ir'. nii: iski: isis4r4: i:': ir'. rtrir':': t:,•: T:': t: is' ri:'.: t: i::;':': isitisi; i:';:;'.:' e:;{: r:'.;'.; i::; ta:': tisis ,Yhi:';'.;i;tr,•:t:t:'.:t;t;t:: lost: et': t: t;' rt <,•:Yt:itYahistrtrtt::,4';trt; iel:isiti;i;i;i; Station I Invert I I Elev Depth I water I Q I vel Vel I EnergyY I Supper IcriticallFlOw ToplHeight /IBase -Wt INO wth -I- I -I- (FT) -I- I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia. -FTIor I.D.+ ZL IPrs /Pip *******,,*Ich L / E l e m slope , • : �::t t:,r -I- i s r:,•: t � • r: r -I- • -I- • • -I- e -I- -I- - I - - - -I- "N" I - - 1 X -Fa11I - - ZR - I IT Ypa Ch I I I s : : : , ; : I ,•:,•: � : a t::r i s , : r : i f : i s , : � : , : i::: 1 � : i ; �::: t: ,•::: i : : r: a::: , • : i s {: � : : i r , i s t:,•: r: t: i s i t : {; �::: ft : ; � : , r : r ; r : r : �;,•; � : f : i � : ft f;,•; t r � ; tr,t r : �,•: < 2092.5311 991.2191 1 -1 1.3461 -I- 992.5651 -I- 13.48 6.00 .56 993.12 .00 1.32 1.88 2.000 1 .0001 .00 I 1 .0 5.138 .0059 I I I -I- -I- -I- 0057 -I- .03 -I- 1.35 -I- .97 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 2097.669 991.250 1.325 992.575 I I 13.48 6.10 I .58 993.15 I .00 I 1.32 I 1.89 I 2.000 I I .000 .00 I 1 .0 8.5411 .0059 I I I I 0058 .05 1.32. 1.00 1.32 .013 .00 .00 1- PIPE 2106.210 -I- 991.300 -I- 1.325 -I- 992.625 -I- I 13.48 6.10 I .58 993.20 I .00 I 1.32 I 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 2106.550 991.302 1.324 I 992.626 13.48 I 6.11 .58 I 993.21 I I .00 1.32 I 1.89 I 2.000 I I .000 .00 I 1 .0 36.9701 I .0059 I I 0059 .22 1.32 1.00 1.32 .013 .00 .00 1- PIPE 2143.520 -I- 991.520 -I- 1.324 -I- I 992.844 -I- I 13.48 6.11 I .58 I 993.42 I .00 1.32 I 1.89 I 2.000 I I .000 .00 I 1 .0 JUNCT STR I I .0909 I -I- -I- -I- .0031 -I- .02 -I- 1.33 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 2149.350 992.050 -I- 1.603 -I- I 993.653 -I- I 2.06 1.17 I .02 I 993.67 I .00 .54 I .00 I 1.500 I I .000 .00 I 1 .0 18.8951 I .0058 I I -I- -I- -I- 0004 -I .01 -- -I- .00 -I- .00 -I- .52 -i- .013 -I- .00 .00 1- PIPE 2168.245 -I- 992.161 -I- 1.500 -I- I 993.661 -I- I 2.06 1.17 .02 993.68 1.50 .54 .00 1.500 .000 .00 1 .0 24.754 I .0058 I I I -I- -I- -I- .0004 -I- .01 -I- 1.50 -I- .00 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2192.999 -I- 992.305 -I- 1.361 -I- 993.666 -I- I 2.06 1.22 I .02 I 993.69 I .00 I .54 .87 I 1.500 I I .000 .00 I 1 .0 14.265 I I .0058 I I -I- I -I- -I- .0003 I -I- .00 I -I- 1.36 I -I- .15 -I- .52 -I- .013 -I- .00 .00 1- PIPE Page 5 I I I I I M = = = M = M = = = = i = 5A. OUT 2207.265 992.389 -1 1.280 -I 993.669 • °I 2.06 1.28 .03 993.69 .00 .54 1.06 1.500 .000 .00 1 -- .0 11.7031 .0058 -I- -I- -I- 0004 -1- .00 -1- 1.28 .18 -I- .52 -I- -I- .013 -I- I- PIPE fl FILE: 5anew.WSw W S P G W - CIVILDESIGN Version 14.06 .00 .00 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 : rr;: t: �::: tr;; a:'. r::>: i:: r,• ri;; Yi: i:: r; r'.;:::;;; t;, t::'.: i; ir'::;' r'.:, t': t:': iC.:'. r'.:'.: t: ir::; r+.: i;,;'.; rri: isirt;'.;'. r,: ist:'.: i:',: ir::'.:' r'. r,•;'.:'. r' rtrir'. r' r, Yirird;'<, t,•:'. r'. ri: t; i; ir' riri: tri: i:' r' rirtri< ir+ r,• r,•:'. r '.r'.rl:iri;trfii:i:'.;'.r'.r'rir iririri:irt:'.rir I Invert I Depth 1 water I Q I Vel Vel I EnergyY I Suyer ICriticallFlOw ToplHeight /lBase Wtl INO wth Station -I- I Elev 1 -I- (FT) -I- I Elev I (CFS) I I! (FPS) Head I Grd.E1.1 Elev Depth I width IDia. -FTIOr I.D. ZL IPrs /Pip L/Elem ': it it :: i:'r'; it ICh Slope I '.: '.: -I- I I. -I- -I- I SF Avel -I- HF ISE -I- DpthlFroude -I- N1Norm Dp I "N" -I- I X -Fa111 ZR IType y p h Ch it I it �: it is 9: it is I it ir',r tr is 4r is x 1 '.: is it ,4 k ir': it :: i :: is '.r it it it is ir'.r i ie is it ir'.r it it I '.r'.: ': is i<'.: it i it i; '; tr it ,4 it tr it I 'r'.r kit it ir'r I is is ie it f: ir'.: it I ir'. <'.r is it it it it I Yr it it it it tr fr I ir'r it it rt is it I ,4 it it it ,Y I rt it it it 2218.9681 992.457) -I- 1.2141 -I- 993.671 -I- 2.06 1.34 .03 993.70 1 .00 1 .54 I 1.18 1 1.500 1 .000 .00 I 1 .0 10.2101 .0058 I I I -I- -I- -I- 0004 -I- .00 -I- 1.21 .21 -I- .52 -I- -I- .013 -I- .00 .1- .00 PIPE 2229.178 992.517 -I- 1.155 -I- I 993.672 I 2.06 I 1.41 .03 I 993.70 .00 I .54 I 1.26 I 1.500 I I .000 .00 I 1 .0 9.1681 .0058 I I -I- I I -I- -I- -I- 0005 -I- .00 -I- 1.16 .23 -I- .52 -I- -I- .013 -I- .00 .00 1- PIPE 2238.346 -I- 992.571 -I- 1.103 -I- 993.673 I 2.06 I 1.48 .03 I 993.71 .00 I .54 I 1.32 I 1.500 I I .000 .00 I 1 .0 8.377 .0058 I I -I- I -I- -I- -I- .0005 -I- .00 -I- 1.10 .25 -I- .52 -I- -I- .013 -I- .00 .00 1- PIPE 2246.723 -I- 992.620 -I- 1.055 -I- I 993.674 -I- I 2.06 I 1.55 .04 I 993.71 .00 I .54 I 1.37 I 1.500 I I .000 .00 I 1 .0 7.729 .0058 I I I -I- -I- -I- .0006 -I- .00 -I- 1.05 .28 -I- .52 -I- -I- .013 -I- .00 .00 1- PIPE 2254.452 992.665 1.010 I 993.675 I 2.06 I 1.63 .04 I 993.72 .00 I .54 I 1.41 I 1.500 I I .000 .00 I 1 .0 7.167 .0058 I I I .0006 .00 1.01 .30 S2 .013 .00 .00 PIPE 2261.618 -I- 992.707 -I- .969 -i- I 993.675 I 2.06 I 1.71 .05 I 993.72 .00 I .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 6.712 .0058 I I -I- I -I- -I- -I- .0007 -I- .00 -I- .97 .33 -I- -I- .52 -I- .013 -I- .00 .00 1- PIPE 2268.331 992.746 1 -1 .930 -i I 993.676 I 2.06 I 1.79 .05 I 993.73 .00 I .54 I 1.46 I 1.500 I I .000 .00 I 1 .0 6.270 I .0058 I -I- I -I- -I- -I- 0008 -I- .01 -I- .93 -I- .35 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2274.601 -i- 992.783 -I- .893 -I- I 993.676 i 2.06 I 1.88 .05 I 993.73 .00 I .54 I 1.47 I 1.500 I I .000 .00 I 1 .0 5.919 I .0058 I I -I- -I- -I- -I- .0009 -I- .01 -I- .89 -I- .38 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2280.520 -I- 992.817 -I- .859 -I- I 993.676 I 2.06 I 1.97 .06 I 993.74 I .00 .54 I 1.48 I 1.500 I I .000 .00 I 1 .0 5.560 .0058 -i- -I- -I- -I- .0011 -I- .01 -I- .86 -I- .41 -I- .52 -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 5A.OUT it'. :'.::; is kir'.; it' .r'.rki: >tirt :tri::t::'.r'.r'.r it it it it ititir'.:'.ri :irfr'.r it t:'.r'.ti:tr'.r:Y it 4r tr i:i:tr'.: it fr isi:'.:'.:iri:tri:'.r'.:'<i : trt : tri:iri: it ir'.cAit it tt it it it i:i:fr'.cir'.r it tr it it it X'.: it it is it it irfr'.r tr i<ir it tr itrt kf hit4 ie it it ,t h it it it i<tr irfr it it tr tr Invert I Depth I water I Q I vel vel I Energyy I Supper IcriticallFlow ToplHeight /IBase wtI INO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head Grd.El.I EIeV I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem it it 2 is it is it it is Ch Slope I it it >: t: is it it x :': tr it fi it it :k tr is I :r it it is it t: it it k I I it it it it tr t.' it i <ir it ,c •.r is it it tr _I SF Avel '.r is is it sit it :: HF is is tr it it to is i< ISE DpthlFroude is is it it it k it NlNorm is it it it it it it'.r DP it t it it I "N" I X -Fal1I ZR IType ch i i i I i I 1 i i tr it it i i< I ir'.t ,Y it h ft ;t I it fi :r it ,4 it it I {<fr it it it I it it it is f< tt it 2286.080 992.850 I .826 -I- 993.676 -I- 2.061 2.07 .071 993.74 .00 .54 1.49 1.500 1 .0001 .00 1 1 .0 5.2321 .0058 I I I -I- i -I- -I- 0012 -I- .01 -I- .83 -I- .45 .52 =1- .013 -I- -I- .00 .00 1- PIPE 2291.312 992.880 l .795 993.675 2.06 I 2.17 I .07 993.75 I .00 I- .54 I 1.50 I 1.500 I .000 I .00 I 1 .0 4.9601 .0058 I I I I 0014 .01 .80 .48 .52 .013 .00 .00 1- PIPE 2296.272 992.909 -1 .765 -I- 993.675 -I- 2.06 I -I- 2.27 I .08 993.75 I .00 I .54 I 1.50 I 1.500 I I .000 .00 I 1 .0 4.6531 I .0058 I I -I- -I- 0015 -I- .01 -I- .77 -I- .51 .52 -I- .013 -I- -I- .00 .00 1- PIPE 2300.925 992.937 -1 .737 -I- I 993.674 -I- 2.06 I 2.38 I .09 993.76 I .00 I .54 I 1.50 I 1.500 I I .000 .00 I 1 .0 2.2851 I .005$ I I I -I- -I- -I- 0017 -I- .00 -I- .74 -I- .55 .52 -I- . .013 -I- -I- .00 .00 1- PIPE 2303.210 992.950 -1 .723 -i- 993.673 -I- 2.06 I 2.44 .09 I 993.77 I .00 I .54 I 1.50 I 1.500 I I .000 .00 I 1 .0 4.2331 I .0059 I I -I- -I- -I- 0019 -I- .01 -i- .72 -I- .57 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2307.443 -I- 992.975 -I- .697 -I- I 993.672 -I- I 2.06 2.56 I .10 I 993.77 .00 I .54 I 1.50 I 1.500 I I .000 .00 I 1 .0 3.933 I .0059 I I -I- -I- -I- .0021 -I- .01 -I- .70 -I- .62 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2311.375 992.998 -1 .672 -I- 993.670 I 2.06 I 2.69 I .11 993.78 I .00 I .54 I 1.49 I 1.500 I I .000 .00 I 1 .0 3.6811 I .0059 I I -I- -I- -I- -I- 0024 -I- .01 -I- .67 -I- .66 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2315.057 -I- 993.020 -I- .648 -I- i 993.668 -I- I 2.06 2.82 I .12 I 993.79 .00 I .54 I 1.49 I 1.500 I I .000 .00 I 1 .0 3.365 I I .0059 I -I- -I- -i- .0027 -I- .01 -I- .65 -I- .71 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2318.422 993.039 -1 .625 -I I 993.665 I 2.06 2.95 I .14 I 993.80 .00 I I .54 1.48 I 1.500 I I .000 .00 I 1 .0 3.0561 .0059 -I- -i- -i- -I- 0031 -I- .01 -I- .63 -I- .76 -I- .52 -I- .013 -I- .00 .00 1- 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 I invert I Depth I Water I Q I vel vel I Energy I Su er ICriticallFloW ToplHeight /IBase wtl INO Wth Station -I_ Elev I -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 L /Elem ICh Slope I -I- I -I- I -I- I -I- -1- SF Avel -1- HF ISE -I- DpthlFroude -I- NlNorm -I_ Dp I "N" _I_ X -Fall) _I ZR IType Ch Yc,t it i: it l is is it it: c it it i:i:l:'::tt:i:ir . r'.r irli:i;i; it it ir•.rit't1it::ir'.:,4i: it it is li: it it it it it i:I': it it it it i<icl irl'r it is is it it it l'r ft tt :t is kir it I it ki :'.tk:r'.rk lit it it it it it it lit it it it ,t it irlf i<ir it is I 2321.478 I 993.057 I .603 I 993.661 I 2.06 3.10 I .15 I 993.81 I .00 .54 1.47 I 1.500 I I .000 .00 I 1 .0 Page 7 M = = M M = = r M = = = = = M i 2.658 I .0059 I I I .0036 SA.OUT .01 .60 .81 .52 .013 .00 .00 PIPE 2324.136 993.073 -1 .582 -I- 993.655 -I- 2.06 I 3.25 I .16 993.82 I I .00 .54 I 1.46 I 1.500 I .000 I .00 I 1. .0 1.7701 I .0059 I I -I- I -I- -I- 0041 .01 -I- -I- .58 -I- .87 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2325.906 993.084 .562 993.645 2.06 I 3.41 I .18 993.83 I I .00 .54 I 1.45 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP I 2325.906 993.084 -1 I I .517 -I- 993.601 -I- I 2.06 -I- I 3.81 I .23 993.83 I I .00 .54 I 1.43 I 1.500 I .000 I .00 I 1 .0 17.7031 I .0059 I I I -I- -I- 0059 -I- .10 -i- .52 -I- 1.09 .52 -I- -I- .013 -I- .00 .00 1- PIPE 2343.609 993.188 -1 .517 -I- 993.705 -I- 2.06 I 3.81 I .23 993.93 I I .00 .54 I 1.43 I 1.500 I .000 I .00 I 1 .0 8.9011 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 2352.510 993.240 -1 .518 -I 993.758 -I- I 2.06 3.80 I .22 993.98 I I .01 .54 I 1.43 I 1.500 I .000 I .00 I 1 .0 80.1591 I .0058 I 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 I 2.06 3.80 I .22 994.45 I I .01 .54 I 1.43 I 1.500 I .000 I .00 I 1 .0 8.8511 I .0058 I I I 0058 .05 .53 1.09 .52 .013 .00 .00 1- PIPE 2441.520 993.760 .518 994.278 I 2.06 3.80 I .22 994.50 I I .00. .54 I 1.43 I 1.500 I I .000 .00 I 1 .0 .1.4681 I .0062 I i 0058 .01 .52 1.09 .51 .013 .00 .00 1- PIPE 2442.988 993.769 -I .522 -I- I 994.291 -I- I 2.06 3.77 I .22 994.51 I I .00 .54 I 1.43 I I 1.500 I .000 .00 I 1 .0 1.7821 .0062 -I- -I- -I- 0053 -I- .01 -I- 52 -I- 1.07 -I- .51 -i- -I- 1- PIPE 0 FILE: 5anew.WSW W S P G W - CIVILDESIGN Version 14.06 .013 .00 .00 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 is i; 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OUT n FILE: Scwsw.wsw w s p G w - czv±Locszuw version I4.00 pAoc l Program package serial Number: I735 WATER soxpAcs rxoFzLs osTzwo oare: 6- 3-2005 rime: 2: 9:40 MAozsow srxssr sronm oxAzw xvnnAuLzc AwALvszs Lzws 5c Jows ] 2005 �^**°^^^^^^^^^^°^*^^^^^+^^^^^^^°^°^^^»^°°°^°^°°°°^*°°°^°^^^^^^^^^°»^^°^°^^+^°^°°»°°°^°° station a on z»»p't s|ev »ePth *ater (FT) V vel vel cnergy svper critical rlOw rop Height/ Base wt wo wth - - - slev - - - - (cps) (Fps) - - - -|- *ead - ord.s/. - - s/ev - Depth width oia.-pr or z.o. zL prs/pip L/slem ^, ch Slope p«^ s� �ve *p - ss np�h - rroude - - - - w worm op ^w^ - - x-rall - zx - ]Type Ch | °^^^i^°^^^^^°i^^^^+°^i^^�^°«^i^^»^^ 5002.420 -|- g90.r7O| -|- z.Z0O| gg2.OJO| -|- '|- Z.hg| 1.rO .O*| 992 .07 | ' OO ' | 0Z ' | 1.10 ' | 1.500 ' | .000 ' .00 OO ' 1 l O ' 1.835 .0330 -|- '|- -|- .00O7 -|- .00 -|- I 2O ' 2� -|- ]8 ' '|- -|- Ol] ' | O" - ' - ' | -zps PIPE 5004.255 -|- 990.831 99O.83l| -|- 1.196 992.027 992.027| -|- -|- 2.0g| 1.78 .Os| 99z.08 | .O | . 2 - | l' 2l | 1' 5OO | ~ O| OO ' |l O ' 1.596 .0330 | -|- -|- -|- .0007 '|- .00 -|- 1.20 .28 -|- ' ]0 -|- -/- .013 OO 'OO| OO ' | '^ - ps 5005.852 -|- 99O.883| -|- I.I4O| 992.O23| -|- -|- Z.h9| 1�87 .O5| 992.O0 | .00 | .02 | I28 | 5OO ^' | '~�|- ' OO | O ^ ' l.*17 .0330 -|- -|- -|- .0008 -|- .00 -|- 1.14 .]I -|- -|- ' ]8 -|- .013 .00 .00 | pzps 5007.269| -|- 990.930| -|- I.O89| 992.Ol9| -|- -|- 2�hg| I�9h .U6| gg2.O8 | .00 | .5Z | l' 34 | ^' 5OO | '~ 0O| ' OO | l O ' I.277 .OBO | -|- -|- -|- .0009 -|- .00 -l- I.09 .]4 -|- -|- ' ]8 -|- .013 -|- .00 .00 |- pzps 5008.546 -|- 99O'972| -|- l.O4Z| 99Z.Ol4| -|- -|- ' Z.h9| 2.O5 �07| 99Z.00 | .OU | .OZ | l' ]O | ^' 5OO | ~ OO| ' 0V | l O ' I.154 .OBO | -|- '|- |- .00zO '|- .UO -|- I.04 .37 -|- -|- .]O -|- Ol] ' -/- ^~ OO VV ' |- pzps 5009.700 -|- ggI.O1O| -|- 998| ggz.008| -|- -|- Z.hg| Z.l5 .O7| ggZ.O8 | .00 | .0Z | I.4Z | 1' �OO | | ~~ �/- OO ' | l O ' .899 .0330 -|- -|- -|- .0011 -|- '00 -|- 1.00 -|- .4O -|- ]O '44 '|- 013 ' O O `| OO 'OO |- pzps 5010.599| -|- 99I.O4O| -|- g57| ggl�gg8| -|- -|- Z�hg| 2.25 -|- .O8| ggZ.O8 | 'OO | .0Z | l' | ^' 5OO | ~~` �|- ' | l ' O *voxAuLzc Jumr -|- -|- -|- -|- -|- '|- -|- |- 5010.599| -|- 991.O*O| -|- .3V1| ggl.*21| -|- Z.h9| 7�62 .gO| 9g2.]z | .00 | h2 ' | 1.31 ' | 1.500 | ' OOO| ' OO ' | 1 O ' I6.810 .O]]O -|- -|- -|- -|- .0327 -|- .55 -|' .38 -|' 2.58 -|- ' }8 -|- .013 -|- '~ OO .00 |- pzpc 5027.409| -|- 99l.590| -|- .]8Z| 99l.970| -|- -|- Z.09| 7.59 .O9| 99Z.87 | .UO | .h2 | I]l | .�OO | - 'O| --|- ' OO | I ' O 26.209 .0330 '|- -|- -|- .0304 -|- J0 -|- .38 -|- 2.57 -|- .38 -|- .013 OO |- rzps o FILE: 5cwsw.wsw w s p G w - czvzLnsszsw version 14.00 .00 ' pxss Z Program Package Serial Number: I735 wArsn sonrxcc pnoFzLs osrzws oate: 0- 3-2005 rime: z: 9:40 Mxozsow sTxssr sronm un«zw x,oxAoLzc »wAL,szs Lzws )c Jows ] 2005 �^°^^°°°°^^°^^^^^^^^^^^°^^^^^^^^^^^^^^°^^°^^^^°^^°^^°°^^^^^^°°°^^^^°^°^^°^^^°°°^°^^^^^° | z»»e't | oepth | water | 0 | vel vel | snergy | super |critical|FlOw rup|*eight/|nase wt | |mo wth S j tat ion | s|ev | (FT) | slev | (crs) | (rrs) xrad | sru.c/.| s/ev | Depth | width |o,a.-pr|or I . zL |prs/pip Page 1 -I- -I- 5c.00r ^L/clem^, -I- ch^slove, -I- -I- -|- -I- - - xp,e ss^npth -I- -I- pro"de^w monn°op- -,^w^°- -x-mJ� -°zn°- Ch ,sr^Ave 5O5].h19 - 992.*6 - .39------5 ' ' 992.85-----7 7.2 2.6'----9-||||||' .8-----1 993' 67 ' ' hZ 1' 32 1' 500 O- ' OO""- / ' OO 1 O ' 9.30I .0330 | | - - .0266 '|| '25 *O 2.40 '38 ' Ol] ^'"'O0 - | | PIPE 5063.000 992.771 - .409 993.180 - 2.69 6.90 - .7499]' 92 '`~ '^^ I' 34 1.500 .000 | .00 | 1 ' O 5.*95 | .0330 | | - .0233 'l] 4I 2.25 '38 ' Ol] ^0 | - .00 'Ips 5068.435 992.951 - .4Z]99].374 - 2.69 0.58 .07994 05 ~~ '~^ 1' 35 1' 500 .000 | .00 |/ 1 ' O 3.603 | .oy}U | | | - - .ouo* .or .42 2'10 ']V ' 013 - .00 | ' .00 -- | 'zps 5072.097 ---1 993.072 - .438 993.510 - | 2.69 0.27 | .61 | 994.12 .00 '62 1' 30 1' 500 .000 | .00 || l ' O 2.645 | .0330 | | | - - .0I78 .05 44 1'97 '38 ' 0I3 ^"' | - 'OO | ' '^ ps 5074.742 993.159 - .453 993.612 - | 2.69 5.98 | .55 994.17 -OO . 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czvzLosszaw veBm'n 14.06 p«sc l Program package Serial Number: 1735 wxrsx sunrAcs pnopzLs Lzsrzwo oate: O- 3-2005 rime: 2:17:10 mAozsuw sTnssr sTonw onAzw *vonAoLzc xwALvszs Lzws 5n Juws ] 2005 ��^�^�»°�^�^°^^^��^^^°»^�^^^^^^»��°^^°°��^^^�^^��^^°�°«�°��^�^^°��^��°°^^^°» station �a� invert oepth water 0 vel vel sne,gy super critical FlOW rop xeight/ uase wt wo wth un - s|ev - (FT) slev (cps) (rps) *ead Grd.s/. s/ev oepth width o`a.-rr or z.o. zL prs/pip ^L/Elem^° - ch^slope^ - - - - - - - -|- - - sr Ave - x� - - ss opth ' - Froude - worm - - - - - x-pall - zx - Type ch ^| ^w °op ^^^''w'' 6002.420 -|- 99I.5OO -|- I.75O 993.]5O -|- -|- II.42 ].92 .24 99].59 .00 I.2l I.32 2.O0O .00O | .00 | l ' O 1.113 | .0259 | | -|- -| -|- .0023 -|- .00 -|- 1.75 '|- .47 .77 -|- -|- .0I3 -|- .00 .00 |- pzps 000].53] -|- 99l.0Z9 -|- z�7l3 993.]4Z -|- -|- | | zl�42 ].99 -|- | .Z5 | 99].59 | .00 I.2I | z.4O | 2.00O | | .00O .00 | 1 .O *,onAoLzc Jmwp -|- -|- -|- -|- -|- -|- -|- -|- |- | 6003.533 -|- | 991.629 -|- | �8B 992.4hl -|- | | ll.42 9.z] | I�32 | 99J.78 | .00 1.ZI | l.97 | 2.00O | | .UOO 'OO | l .O 10.394 | .0259 | -|- | -|- -|- -|- .0183 -|- .19 -|- .83 -|- 2.05 .77 -|- -|- .013 -|' .00 .00 |- pzps 6013.927 -|- 99I.899 -|- .80Z 992.70l -|- | | 11�4Z 8.8I | l.2O | 993�97 | .00 1.2l | I.98 | 2.00O | | .00O 'OO | l .O r.o«* .0e59 -|- -|- -|- -|- .OzOz -|- .13 -|- .85 -|- 1.92 .rr -|- -|- .0I3 -|- .00 .00 |- pzps 6021.771 -|- 9oZ�lO2 -|- .894 99Z�996 ll.42 D.*O l.zO 994�U9 .00 I.21 1�99 2.00O .00O 'OO l ,O 5.597 | .0259 | -|- -|- -|- -|' -|- .Ol^l -|- .08 -|- .89 -|- 1.79 .77 -|- -|- .Ol} -|- .00 .00 |- rzpc 0027.368 -|- 99Z.247 -|- | | .928 993.I75 | ll.4Z 8.Ol | l.00 | 994.I7 | .OU l.7l | l.99 | 2.00O | | .00O .00 | l .O *.107 | .0259 | -|- -|- -|- -|- -|- .0124 -|' .05 '|- .93 -|- 1.07 .77 -|- -|- .013 -|- .00 .00 |- pzps 5031.475 -|- 99Z.]54 -|' | | .90] 993.]zO | 11.4Z 7.0 | �90 | 994.ZZ | .00 l.21 | 2.00 | | 2.00O | .00O .00 | I .O 3.0*0 | .0259 | -|- -|- -|- -|- -|- .0I09 -|- .83 -|' .96 -|- 1.56 .77 -|- -|- .OI] -|- .VO .VO |- pzps 603*.521 '|- 992.433 -|- | | .999 99].432, | lI.*Z 7.ZO | �8Z | 99*.Z5 | .00 1.21 | Z.00 | | 2.00O | .00O .00 | 1 .O 2.235 | .0259 | -|- -|- -|- -|- -|- .0090 -|- .02 -|- 1.00 -|- 1.45 .77 -|- -|- .0I3 -|- .00 .00 |- pzpc 6036.756 -|- 99Z.49l -|- | | l.O37 993.5Z8 | 1I.4Z h.9* | .7S | 994.28 | .OV l.2l | Z.00 | | 2.00O | .00O .00 | l .O 1.591 .0259 -|- -|- -|- -|- |- .0005 |- JD -|- I.04 -|- 1.35 -|- .77 -|- .0I3 -|- .00 .00 |- pzps v FILE: 5owsw.wsw w s p n w - czvzLocszaw version 14.00 PAGE 2 ,rogram package serial Number: 1735 wArsn sonpAcc pnopzLs osrzwo oate: 0- 3-2005 rime: 2:17:I0 mAozsow srxssr sroew on»zw *,onAoLzc AmxLvszs Lzwc 5o zuws } 2005 �^^^^^^^^^^^°°°^^^^^^°°^°^^^°^^^^^^^^°°^^^^^^^^°°^^^^^°^^^^^^^^^^^^^^^°°°°°°°°°°°°°^^°° ^^^^^^^^ | invert | Depth | water | o | vel vel | snergy | su9er |criticvl|plow rop|xeight/|aase wt | |wn wth station | slev | {pr} | slev | (crs) | (FPS) *ead | srd.s/.| s/ev | Depth | wid th |mia.-Fr|or I . 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OUT o FILE: *Awsw.wsw w s p G w - czvzLocszaw version 14.06 pxsc 1 Program package serial Number: 17]5) WATER suxFAcc pxoFzLs osrzwo oate: 5-15-2005 rime: 5:59:42 mAozsnw srnssr STORM oxAzw *vonxoLzc AwALvszs Lzws oA Jows ] 2005 �^^^^°°^°^°°^^°^^^^^^^^^^^^°°^^^^^^°^^^^^^^^^^^°^°*^^^^^°^^^^^^°°°^°°^°°^°°^^^^^°«^^�^° �a� on s j Invert s|ev oepth water V vel vel cnergy svper critical rlow rop *eight/ uase wt wo wth - - - (FT) - - slev - (crs) (pps) *ead Grd.s/� c/ev oepth width oia.-pT or z.o. zL prs/pip ^L/slem^, ch^slope, - - - - '|- - SF Ave - - xr - - ss opth - - rroude - - - - - - worm np ^w'' x-pall - - rvne ch ^ ^w »^*^zn ° 2000.000 -|- | 903.0OO| -|- 9.3OO| -|- 9r2.3OO| -|- 34.02| Il.OZ l�D9| 974.l9 | 'OO | 1.92 | ' 00 ' / Z ' OVO | ' OOO| .00 / l .0 125.000 .0250 | -|- |- -|- .023* |- 2.93 -|- 9.30 -|- O0 ' z 59 ' -|- -|- 013 '.00O -|- OO '| OO 'OO |- pzps 2125.000 -|- g0O.12O| -|- g.lOr| -|- g7s�ZZ7| -|- 3*.62| z1.OZ 1�8g| 977.11 | .OV | z.Z | OO | | - .000 ' | l O 71.510 .0984 -|- -|- -| .0234 -|- 1.07 -|- 9.11 -|- .00 .99 -|- '|- .Ol} -|- VO ' .00 |- pzpc 2196.510 -|- 973.160 973.z6O| -|- ].7«Z| -|- 976.902 -|- 34.62 ]4.OZ| 11�OZ 1.8»| g78.rg | .Oo | l.o2 | .VO | 2.00O | - OO| ' OO | z ' O Jowcr srn .1000 | | | -|- -|- -|- .0190 '|- .Oo -|- 3.74 -|- .00 -|- -|- .013 -|- .00 .00 |- pzpc 2198.510 -|- 973.]0O -|- 4.792 -|- 978.l5Z -|- | | 27.32 8�7O | I.l7 | 979.B .00 | | l.8l �OO | | 2.00O | ' OOO ' OO | l ' O 8.7}] .0983 | | | -|- -|- -|- .0140 -|- .I] '|- 4.79 -|- .00 -|- .86 -|- .Ol} -|- .00 .00 |- prpc 2207.243 -|- 974.zl8 -|- 4.061 -|- 978.279 -|- | | Z7.IZ 8.7O l.zr 979.4� .00 I.8l 'OO 2.00O .00O 'OO l .O *,nnxoLzc zump -|- -|- -|- -|- -|- -|- -|' -|- -|- |- 2207.243 -|- | | 97*.Zz8 -|- .9I7 -/- | 975.l]0 | | Zr.32 19.43 | 5�8h | 981.00 .00 | | 1�8I l.99 | Z.VOO | | .00O .00 | I .O 9.045 .0983 | | -|- | -|- -|- -|- .0760 -|- .09 -|- .92 -|- 4.08 -|- .86 -|' .013 -|- .00 .00 |- pzps 2216.289 -|- 9rs�zO8 -|- �9]z -|- 97h.O39 | | 27.]2 19.Or | 5.0* | 981.O8 .00 | | z.ul 2.00 | | 2.00O | 000 ' OO ' | I O ' I6.982 | .0983 | -|- | -|- -|- -|- .0701 -|- 1.19 -|- .93 -|- 3.96 -|- .86 -|- .0I3 -|- .00 .00 |- pzps 2233.270 -|- 97h.777 '|- �90h -|- | 97r.7*] | Z7.3Z l8.l8 5�] . 982.O7 .00 I.8l 2.00 Z.00O .00O .00 l O ' 11.753 | .0983 | -|- '|- -|- -|' .05I7 -|- .73 -|- .97 -|- 3.09 -|- .86 -|- .013 '|- .00 .00 |- pzps 2245.023 -|- 977.9J2 -|- | l.00} -|- | 978.9]5 | Z7.]2 l7�B | 4.hO | 98].0O | .00 | I.8l Z.00 | | 2.00O | .00O .00 | l .O 0.777 .0903 '|- '|- -|- -|- .0544 -|- .48 -|- 1.00 -|- 3.44 -|- .86 -|- .013 -|- .00 .00 |- pzps o FILE: oAwew.wsw w s p G w - czvrLosszow version 1*.06 pAos Z Program Package serial Number: 1735 wArsx suRpxcs pxorzLc osTzwn oate: 5-15-2005 rime: 5:59:42 mAozsow srxssr sronw om^zw xvnnAuLzc AwALvszs Lzws oA Jows ] ZOOs �+^�°^^^^»^^^^^^^*^^^^^^^^^°^^°^°°^^^�°^^^^*^^�°^+�^^^^^^^+^^^^^^°*°^^^»^^^^°°°^°^^°^^^ | invert | Depth | water | V | vel vel | snergy | sv9er |critical|plon rop|*eight/|nase wt | |wo wth station | s/ev | (FT) | slev | (cFs) | (FPS) Head | Grd.c/.| s/ev | Depth | width |o`a.-rr|or I . zL |pr,/pip Page 1 -I- -I- 0x em,^ ch°slope, -I- -I- -I- -|- -I- - - xr^,^ ss^opth -I- -I- rrovde°w worm^op, -I- -I- ^w^^, - - - Ch ^L/c ,sF,*ve ^x-mUl ^,Zn, 2253.800 -|- 978.795 -|- l.O41 -|- 979.8JO Z7.]2 lO.B 4.24 984.O8 ' .00 ' I.8I ' Z.00 ' Z.00O ' .00O' .O0 ' 1 O ' 6.851 | .0983 | -/- -|- -|' -|- .0479 -|- 'B -|- I.04 -|' 3.20 .86 -|- -|- .013 -|- .00 .00 |- pzpc 2200.651 -|- 979.408 -|' l.O82 | 98O.55O | | 27.32 z5.7h | 5.80 | . 984�O | .00 I.8l | 1.99 | 2.00O | | .00O .0O | l .O 5.497 .0983 | -|- | -|- -|- -|- -|- .0423 -|- .23 -|- 1.08 -| 2.98 .86 -|- '|- .OI] -|- .00 .00 |- pzps 2205.148 -|- 98O.00V -|- l.l24 -|- | 98l.l]3 | | Z7.]2 l5.OZ | 3.5O | 904.h4 | .O0 I.8I | I.98 | 2.0OO | | .00O .00 | I .O *.490 .0983 | | -|- -|- -|' -|- .0]7] -|- .I7 -|- 1.12 -|- 2.77 .06 -|- -|- .013 -|- .00 .OV |- pzpc 2270.038 -|- 98O.450 -|- l.l§9 -|- | 98l.Ol9 | | 27.32 l4.]2 | 3.I9 | 984.8O | .O0 l.8l | l.97 | 2.00O | | .00O .00 | I .O 3.711 .0983 | | -|- -|- -|- -|- .0330 -|- .lZ -|- 1.17 -|- 2.57 .80 -|- -|- .Vl] -|- .00 'OO |- pzps 2274.349 -|' 98O.8l5 -|- l.Z1h -|- | 982.O3l | | Z7.]Z l3.06 | Z.9O | 9Ou.9J | .00 l.8l | l'95 | 2.00O | | 'OOO .UO | l .O 3.084 '0983 -|- -|- -|- -|- .0292 '|- .09 -|- 1.22 -|- 2.38 .80 -|- -|- 'Ol] -|- .00 .00 |- pzps 2277.433 -|- 981�1z8 -|- 1.2O7 98l.J84 Z7.]Z l].U2 2�63 985.OZ ..00 l.81 1.93 2.00O .00O .00 I .O 2.507 .0983 | -|- | -|- -|- -|- -|- .0259 -|- .07 -|- 1.27 -|- 2.20 .80 -|- -|- .Ol] -|- .00 .00 |- pzps 2280.000 -|- 98l.37O '|- z.32O | 982.09O | | 27.]2 lZ.4Z | 2�39 | 98}.O8 | .00 I.8I | I.89 | Z.00O | | .00O .O0 | I .O 9.345 | .U]ZO -|- | -|- -|- -|- -|- .0237 .22 -|- 1.32 -|- 2.03 1.20 -|- -|- .OI] -|- .00 .OV |- pzpc 2289.345 -|- 98l.Oh9 -|- l.54h | | 98J.Ozd | Zr�]Z 12.z4 | Z.Z9 | 98s�31 | .O0 z.81 | l.88 | 2.OVO | | .OUO .UO | l .O 14.597 .0320 -|- -|- -|- -|- '|- .0218 -|- .32 -|- I.35 -|- 1.95 1.20 -|- '|- .Ol] -|- .00 .00 |- pzps | 2303.9*2 -|- | 9oZ.z37 | . 1�U§ | 98].s43 | zr.]2 1z.5u | 2.O8 | 9u5�5z | .00 l.8l | z.8] | | a'OOO | 'OOO .00 | l .0 9.984 -|- .0320 -|- -|- -|- -|- -|- .0195 -|- J9 -|- 1.41 -|- 1.80 1.20 -|- -|- .Ol] -|- .00 .00 |' pzps o FILE: nAwsw.wsw w s p G w - czvzLosszow version 14.06 PAGE 3 Program package serial Number: 1735 wArsn soxrAcs pnopzLs Lzsrzws nate: 6-15-2005 rime: 5:59:42 wAuzsow sTnssr sromw oxAzw xvonAuLzc AmAL,szs Lzws oA zows 3 2005 �°^^+^^^^^^^^^°^^^^^^^^^+^^^^^^^^^^^^^°°°^°^^^^^^^°^^^^^^^^^^^^^^^^°^^^+^^^^^^^°°^^*°°° Invert oepth water V I vel vel I snergy suVer critical ploW rop *eight/ oase wt wo wth station slev (FT) slev (crs) (rps) xead ard.s/. s/e" oepth width o,a.-pr or z.o. zL prs/pip - L/slem - - ch slope I - - - - - - - I -|- - - sr Ave - - ss - - - rroude w ' - worm mp - - I ^w" - - x'rall - - zx Type Ch ^° ^^^^xr ^opth | 2313.926 | 98Z�457 | 1.*7O | 983.9zr | Z7.3z zl�O4 | z.89 9B5.8Z | | �OO z.81 | l.r, | | 2.00O .O0O / .00 | z .V -|- 7'003 -|- .0520 -|- -|- -|- -|- -|- .0175 -|- .IZ '|- 1.47 -|- 1.04 -|- 1.20 -|- .0I3 -|- .00 .00 |- pzps | 2320.929 | 982.002 | 1.540 | 98*.221 | 27.32 10.53 | 1.72 | 985.94 | .00 1.81 | 1.08 | | 2.000 | .00O .VO | 1 .O Page 2 -I - 6A. OUT 4.829 - .0320 I I - -I- I - I - -I- -I- -I- .0157 -I- .08 - I_ 1.54 _I_ 1.49 1.20 -I- -I- .013 -I- .00 .00 1- PIPE 2325.757 982.836 -1 1.617 -I- I 984.454 I I 27.32 10.04 I 1.56 986.02 I I .00 1.81 I 1.57 I I 2.000 I .000 .00 I 1 .0 3.0161 .0320 I I -I- I -I- -I- -I- 0143 -I- .04 -I- 1.62 -I- 1.34 1.20 -I- -I- .013 -I- .00 .00 1- PIPE 2328.773 982.933 -I 1.706 -I- I 984.639 I 27.32 9.57 I 1.42 986.06 I I .00 1.81 I 1.42 I I 2.000 I .000 .00 I 1 .0 1.1561 .0320 I I -I- I -I- -1- ,01321 .02 -1 1.711 1.19 -1 1.20 -1 .013 -1 .001 .00 (PIPE 2329.930 -I- 982.970 -I- 1.815 -I- I 984.785 -I- I 27.32 9.12 i 1.29 986.08 I I .00 1.81 I 1.16 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .0094 I I i -I- -I- -I- .0083 -I- .04 -I- 1.81 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 2335.260 983.020 3.297 I 986.317 I 13.93 4.43 I .31 986.62 I I .00 1.34 I .00 I I 2.000 I .000 .00 I 1 .0 4.210 .0095 I I I .0038 .02 3.30 .00 1.15 .013 .00 .00 PIPE 2339.470 -I- 983.060 -I- 3.273 -I- I 986.333 I 13.93 4.43 I .31 986.64 i I .00 1.34 I .00 I I 2.000 I .000 .00 I 1 .0 62.410 .0101 I I -I- I -I- -I- -I- .0038 -I- .24 -I- .00 -I- .00 -I- 1.13 -I- .013 -I- .00 .00 1- PIPE 2401.880 -I- 983.690 -I- 2.929 -I- I 986.619 I 13.93 4.43 I .31 986.92 I I .00 1.34 I .00 I I 2.000 I .000 .00 I 1 .0 95.400 I .0100 I -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- 984.640 -I- 2.356 -I- I 986.996 -I- I 13.93 4.43 I .31 987.30 I I .00 1.34 I .00 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .0094 -I- -I- -I- .0037 -I- .02 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE U 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 ;:;:;;;:: �a::;;:;:;:.:: t::;:;:;:;;;:;:;:;:;:::;:;: t:;:::>:;:, t;:, r;::: r:;:;::::: r ::::::::::::::::: t:;:;:;:;:;:;:;:;:;;;:;:;:>,;.;:;:;:;: t:;:;:, t::;:;;;:; r;:;:;: isr:;:;: r:;:;:;:;:;:;:;:;:;:;:;: tt:;:, r;:,•<;:;:;:;: tr ;rt:,t;r;:,ts:;:,t;:;:;:;:;;;: ;r;:,t;:;:;:t:,•: I Station Invert I Depth i water I Q I Vel Vel I EnergY I Super ICriticaliFlow ToplHeight /IBase wt1 INO wth I Elev I (FT) l Elev i (CFS) I (FPS) Head I Grd.E1.I Elev i Depth I width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I i I i SF Ave1 HF IsE DpthlFroude pth NINOrm Dpi "N" i X -Fall l ZR IType Ch ;: ;: I I I I ;:;: ;:,Y;:;: 2503.660 -i- 984.700 -I- 2.341 -I- 987.041 I 13.68 4.35 I .29 987.34 I .00 I I 1.33 .00 I I 2.000 .000 I .00 I 1 .0 49.100 I I .0102 -I- -I- -I- -i- .0037 -I- .18 -I- .00 -I- .00 -I- 1.12 -I- .013 -I- .00 .00 1- PIPE 2552.760 985.200 I 2.066 I 987.266 I 13.68 4.35 I .29 987.56 I I .00 I 1.33 .00 I I 2.000 I .000 .00 I 1 .0 3.030 I .0099 I .0037 .01 2.07 .00 1.13 .013 .00 .00 PIPE 2555.790 -I- 985.230 -I- I 2.047 -I- I 987.277 -I- I 13.68 4.35 I .29 987.57 I I .00 I 1.33 .00 I I 2.000 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 M M M M M M M M M W M M M M M M M * M M ao.00r o FILE: OBNsw.WSW W n W version 14.06 PAGE l Program package serial Number: 1735 WATER sonFAcs pnopzLc osrzws nat*: h- 3-2005 T1me:10:40:30 mAuzsow srnssr sroxm onAzw x,oxAoLzc AwxL,szs Lzws uo Jows ] 2005 �,,^,^°°°°,^,,,,,^,«,+^,^^,,,^^^^,^,,°^,,^^,«^*,^,^^^^,,,�^+,+�^,^^,^,,^^^�«^°,^^«�«°^^ Invert oepth I water I 0 vel vel I cnergy super critical plOW rop xeight/ oase wt wo wth station - slev - (FT) slev (cps) (FPS) Head ord.s/. s/ev Depth width oia.-Fr or z.n. zL prs/pip L/slem - ch slope - - - - - - - -|- - - sr «ve - - - xp Ss opth - - rrovde w - - wnrm op - ' ''w^ - - x'rall - zx - Type Ch ^ ^^^^^^^^^^^i^°^^^^^^i°°^^^^°i^^^^^^^i^°^»^ 4002.420 -|- | 983.O4O | 2.05O | | 985�d90 | l}.]9 4�Z0 | .Z8 | 985.97 �OO | l�]Z | ,OO | 2.00O | | .00O .00 | I .0 2.280 -|- | .0176 -|- -|- -|- -|- -|- .0035 -|- .OI -|- 2.55 -|- .00 -|- .94 -|- .013 -|- .00 .00 |- pzps 4004.700 -|- | 9V3.O8O -|- Z.0l8 | | 985.O98 | 13.]9 4.2O | .28 | 985�98 .00 | I.]2 | .00 | 2.00O | | .OUO .00 | I .O *8.549 .0171 -|- -|- -|- -|- -|- .0035 -|- .17 -|- .00 -|- .00 -|- .94 -|- .Ol] -|- .00 'OO |- pzps 4053.249 -|- | | 9O3.9O9 -|- Z.0OO -|- | | 985.9O9 | I].]9 «.Zh | .20 | 98h.I9 Z.00 | I.32 | �OO | Z'OOO | | .00O .00 | l .O 11.305 .0171 -|- -|- -|- -/- .0033 -|- .0* -|- 2.00 -|- .on -|� .94 -|- .Oz] -|- 'OV .00 |' pzps 4064.55* -|- | | 984.IOZ 1�8I5 | | 985�9z6 | I3.39 4.*7 | . �1 | 98b.23 .Ol | l.]2 | z.zO | 2.00O | | .00O .00 | l .O .738 -|- .0171 | -|- -|- -|- -|- -|- .0031 |- .Oo -|- 1.83 -|- .*y -|- .94 -|- .Ol] -|- .00 .00- |- pzps 4055.292 -|- | 98*.lz4 -|- 1.8I5 -|- | | 985.929 | l].]9 4�4r | .Jl | 98V.24 .Oz | l.]2 | l.I0 | Z.00O | | .00O .00 | l .0 xvoxAoLzc Jomp -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4005.292 -|- | | 984.lI4 -|- .9*4 | | 985.O58 l3.]9 | 9.z8 | I.3I 980.37 | .O9 | I.32 | 2.00 | 2.00O | | .UOO .00 | l .O 4.448 .0171 -|- -|- -|- -|- -|- .0171 -|' .08 -|- 1.03 -|- 1.89 -|- .94 -|- .OI] -|- .OV .00 |- pzps 4009.740 -|- | | 980.19O .944 | | 985.lJ* | l].]9 9.l8 | l.]1 | 98O.44 .Ol | l.]Z | Z.00 | 2.00O | | .00O .00 | 1 .O 35.110 -|- .017I -|- -|- -|- -|- -|- .0I71 -|- .60 -|- .95 -|- 1.89 -|- .94 -|- .Vl] -|- .00 .00 |- pzps 4104.850 | | 984�79O | .944 | 985.r]* | z3�]9 9.z7 | 1.}1 | 987'O4 .oO | I.3a | 2.00 | Z.000 | | .00O .00 | 1 .O -|- 70.515 -|- .0171 -|- -|- -|- -|- -|- .0171 -|- 1.30 -|- .94 -|- 1.89 -|- .94 -|- .Oz] -|- .00 .00 |- -pzps 4181.305 | | 985.O9s | .9w4 | *8r.O3y | 1a.}9 9�17 | z.o1 | 988.B .00 | z.3z | u.00 | u.00O | .OoO | .00 | 1 .o -|- 81.805 -|- .0171 -|- -|- -|- -|- -|- .0107 -|- 1.36 -|' .9* -|- 1.89 -|' .9* -|- .013 -|- .00 .00 |- pzps o FILE: ouwcw.wsw w s p G w - czvzLosszow version 14.06 PAGE Z Program package serial Number: 1735 wArsx suxrAcs pxoFzLs osrzwo Date: b- 3-2005 rime:10:40:30 MAozsow srnssr sTonm on«zw *vonAuoc AwALvszs Lzws ou Juws 3 2005 �^,°,°°^^,^,,^°^^,,^,^°^^°^,,,^°,,^^,,^^,°^^^,,^^,^^^,°°°°°^°°^°°°^^,°,,^^+,,,^^^^°^°,° | Invert | oepth | water | V | vel vrl | snergy | super |critical|Flow Top|xeight/|oase wt| |wo wth station | slev | (pr) | slev | (cps) | (pps) oead | ord.s/.| c/ev | nepth | width |oia.-rr|or z.n.| zL |prs/pip Page 1 M M M M M M M M M M M M M M M M M M M - - 6u ,L/slem^^ - ch,slope, - - - - - - -| - - - - - - SF Ave I xr^^^ Ss^npth - rroude°w - ' worm°np° - - ^^w^u - - - +x-mUl ^^zx, - rype�ch 4263.170 -|- 987.49O -|- .958 -|- 988.448 -|- l].]9 9.OI I.2§' 909.7l ' .00 ' l.]Z ' 2 OO ' 2 OOO ' ' ' .000 OO ' ' l O ' sl.92h | .Ol7O -|- -|- -|- .OI58 -|- .5O -|- I�O4 I�84 -|- .9� -|- -|' Ol] ''OOO O -O |- -O( OO 'OO |- pzps 4295.096 -|- 988.O]Z| -|- .974| -|- 989.O0O| -|- I].]9| 8�8I I�21| 99O.21 | .O8 | l.]Z | 2'OO | - 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I�3g| h.g5 .r5| g9U.9O | .O5 | 1_]Z | 1.97 | 2.00O | .000| �|- _OO | I .O 2.I56 | .0170 -|- -|- -|- .0077 -|- .02 -|- 1.23 1.24 -|- -|- .95 -|- .Ol] .00 .00 pzps 4357.420 -|- 989.O9O -|- I�228 -|- 99O.3l0 -|- l].]9 h.hZ .58 99l.0O .00 I.3Z l.95 2.00O .00O .00 z .O .659 | .0200 | | -|- -|- -|- .0070 -|- .00 -|- 1.23 1.15 -|- -|- .90 -|- .OI] -|- 'OV .00 |- pzps *358.079 -|- 989.I0] -|- I.ZhZ -|- | 99O.]5O | I].]9 O.4l | �04 | 99I.00 | �OO l.]2 | l�9] | | Z.VOO | .O0O .00 | I .O .]4l .OZOO '|- -|- -|- '|- .0003 '|- .00 -|- 1.26 -|- 1.09 -|- .90 -|- .OI] -|- .VO .00 |- pzpc o FILE: oawsw.wsw w s p G w - czvzLosszGw version 14.08 pAss ] Program package serial Number: 1735 WATER sonrAcs pnopzLs Lzsrzwa oate: h- 3-2005 rime:10:40:30 MAozsow srxssr sronw ou^zw xvonAoLzc AwxLvszs Lzws ou zows ] 2005 �^�^^°^^^^^^�^^^^^^^^°°^^^^^^^^^^^^^^^^^^^^^^^°^°°^^^^^^^^^^^^"+°^^�^^^°^^°�^^^^°^^°^°^ s�a� j invert s|ev oepth water V vel vel cnergy super critical FlOw rop *ei8ht/ mase wt wo wth on (FT) slev (crs) (FPS) *ead Grd.s/. s/ev Depth width n`a.-pT or z�n. zL p,s/pip L/slem ch slope sr Ave - - *r ss - - opth proude w worm op - ^w'' - - - x-rall - zn Type ch ^^^^^^^^^|^^�^^^^^^|^^^^^^^^|^^^^^^^°^|°^^°^^^^°|^^^^^^^|^^^^^^°�^^^^°^^^°|^^^^^^^i^^^^^»^^i^°°^^^^^i^*^^°^°i^°°^^^^i^^^^^ | 4358'420 | 989.I10 | 1'3I7 | 990.*2 7 | 13.39 6.10 | .58 | 991.0I | .00 1.32 | 1.90 | | 2.000 | .00O .00 / 1 .O Page 2 == = MM = = = = M; = = == == == = 6c. OUT U FILE: scwew.wsm w s p o w - czvzuocszsw version 14.00 pAss 1 Program package serial Number: 1735 wArcn sonpAce pnorzLs Lzsrzwo Date: 6-15-2005 rime: 6:11:15 mAozsow srnssr sronw nnAzw *vnnAuLzc AmAL,szs LINE 6C Juws ] 2005 �^^^^°^^^^^^^^^^^^�^^^^^^^^^^^°^^°^^^^^^^^^^^^^^+^^^^^^^^^°^^°^^^^^^°^^^^^^°^^^^^^^^^^^ Invert nepth I water 0 vel vel I cnergy su2er critical pluW Top xeight/ oase wt wn wt6 station clev (FT) slev (cps) (FPS) Head ord.s/. c/ev Depth width o,a'-pr or z.o. ZL prs/pip - L/slem - - ch Slope - - - - - - - -|- - sp Ave - - - - *r ss opth - - rrovde w - ' worm op - - - - ''w'' x-pall - zx - Type Ch ^ ^^^^^^^^^|^^^^°^^|^^°^�^+|^^°^° 5003.400 -|- | | 985']0O I.73O | | 987�O]0 | .25 .l4 .00 | | 987.O} .00 | .l8 | 'UO | l.5OO | .00O | .O0 | l .O 6.732 -|- .0342 -|- -|- -|- -|- -|- .0000 -|- .00 -|- 1.73 -|- .00 -|- .IZ -|- .Ol] -|- .00 .00 |- rzps 5010.192 | | 985.80 l�5OO | | 987.O3O | '25 .z4 | �OO | 987�O] .O0 | .z8 | .00 | | 1.5OO | .00O .00 | 1 'O -|- 4.040 -|- .0342 -|- -|- -|- -|' -|- .00OO -|- .00 -|- 1.50 -|- .UO -|- .lZ -|- .Ol] -|- 'OO .00 |- pzps 5014.232 | | 9o5.O08 z.]5I | | 987.OZ9 | . .Z5 �5 | .O0 | 9O7.O3 .00 | .z8 | .87 | | I.5OO | .O0O .00 | 1 .O -|- 2.363 -|- .0342 -|- -|- -|- -|- -|- .U000 -|- .Oo -|- 1.36 -|- .02 -|- '12 -|- .Ol] -|- .00 .00 |- pzps 5010.595 | | 985.r*9 z.z8O | | 987.O29 | .Z5 .zh | .00 | 98r.O3 .00 | .z8 | z.O6 | | l.5OO | .000 .00 | I .O -|- 1.940 -|- .0342 -|- -|- -|- -|- '|- .00OO -|- .00 -|- 1.28 -|- .02 '|- .12 -|- .0I3 -|- .00 .00 |- rzpc 5018.543 | | 985.8I5 1.Zz4 | | 907�O29 | �Z5 .I6 | .00 | 987.O] .00 | .l8 | l.l0 | | I.5OO | .00O .00 | I .V -|- 1.705 -|- .0342 -|- '|- -|- -|- -|- .00UU -|- .00 -|- 1.21 -|- '03 -|- .12 -|- '013 -|- .00 .00 |� pzrs 5020.248 | | 985.874 | l�l55 | 987.OZ9 | .25 .l7 | .OU | 987.O] �UU | �l8 | l.Zh | | I.5OU | .00O .00 | l .O -|- 1.535 -|- .0342 -|- -|- -|- -|- |- .0000 -|- .00 -|- 1.16 -|- .03 .12 -|- .Ol] -|- .00 .00 |- pzps 5021.783 | | 985.9ZO | l.lO9 | 987.OZ9 | .25 .l8 | �O0 | 987.O3 �OO | .IO | l.]2 | | l.5OO | .00O .00 | I .O -|- 1.400 -|- .0342 -|- -|- -|- -|- -|' .00OO -|- .00 -|- 1.10 -|- .O] -|- .Iz .013 -|- .00 .00 |- pzps 5023.189 | | 985�974 | z.O55 | 987�O29 | .25 .zy | .00 | 987.03 �OO | .I8 | 1.]7 | | . 1�OO | �OOO .00 | l .O -|- 1.301 -|- .0342 -|- -|- -|- -|- .00OO .OV -|- I.05 -|- .O] -|- .12 -|- .013 -|- .00 .00 |- pzpc 5024.490 | | 980.Oz9 | z.OzO | 987.oZ9 | .Zs �zU | .oO | 9o7.O3 .00 | .l8 | l.*1 | | z.5OO | .O0O .00 | l .o -|- 1.210 -|- .0342 -|- -|- '|- -|- -|- .0000 -|- ]0 -|- 1.01 -|- .04 -|- .I2 -|- .Ol] -|- .00 .00 |- pzps o FILE: hcwsw.wsw w s p s w - czvzuocszcm version I4.00 PAGE z Program package Serial wumber: 1735 wArsx sonFAcs pnorzLs LzsrzwG oate: 6-15-2005 rime: 6:11:15 wAnzsom srxssr Srnnw oz^zw *vom^oLzc AwxLvszs Lzws oc Juws ] 2005 �^^^^^^^°^^^^^^^^^°^^^�^^°^^^^°^^^^°°^+°^°^^^^^^^^^^^^^^^^°°^^^°^^^^°^^°^^^°^^^^^^^^^^° | Invert | Depth | water | o | vel vel | cnergy | su9er |critical|plOe rop|xeight/|oase wt( |wo wth station | slev | (FT) | slev | (crs) | (FPS) xead | crd.c/.| s/ev | oepth | width |u,a.-rr|or z.o.| zL |prs/pip Page 1 -I- 0c ` ,L/slem,, -I- ch^slope° -I- -I- -I- -|- -I- - - xp»** sc - opth - -I- -I- -I- Froude*w worm^op« - - - Ch �SF°Ave «^^w^^° ^x-�Ol ,^zn° 5025.700 -|- 98h.00O -|- .9h9 -|- 987.O29 -|- .Z5 .2l .00' 987.O] ' 'OO ' .l8 ' 1.43 ' l.5OO ' .00O' .00 ' l .O 1.137 | '0342 | | -|- -|- -|- .8000 '|- .00 -|- .97 -|� .Uw .12 -|- -|- .013 -|- 'OU .00 |- pzps 5020.837 -|- 98h.O99 -|- .93O -|- | 987.OZ9 -|- �25 | .22 | .00 | 98r.O3 .00 | .z8 | 1�46 | I.5OV | | .00O .00 | 1 .O 1.066 | .0342 | | -|- -|- -|- .0000 -|- .00 -|- .93 -|- .04 .12 -|- -|- .013 -|- .00 .00 |- pzps 5027.903 -|- 985.l]5 -|- .89] -|- | 987.029 .25 | .Z3 | .00 | 987.O3 .VO | .l8 | l.47 | l.5OO | | .00O .00 | l .O 1.010 | .0342 | -|- | -|- -|- -|- .0000 -|- .00 -|- .89 -|- .05 .lZ -|- -|- .Ol] -|- 'OO .00 |- pzps 5028.914 -|- 98O.l7O -|- �859 -|- | 987.O29 .25 | .24 | .00 | 987.O3 .U0 | .l8 | l.48 | l.5OO | | .00O �OO | l .O .955 | .O]*l | -|- | -|- '|- -|- .0000 -|- .00 '|- .86 -|- .05 -|- .lZ -|- .OI] -|- .00 .00 |- pzps 5029.868 -|- 980.ZOJ -|- �8Z0 -|- | 987.OZ9 .Z5 | .25 | �OO | 987.03 .00 | .z8 | l.*9 | l.5OO | | .oOo .00 | l .O .905 | .0342 | -|- -|- -|- -|- .00Oo -|- .00 -|- .83 -|- .05 -|- .zZ -|- .013 -|- .VU .00 |- pzps 5030.773 -|- 98s.z]3 -|- .79s -|- | | yx7.Uzu .z5 | .u0 | .oU | 9o7.o] .Oo | � �8 | z.5O | . 1�oo | | .000 .00 | 1 .O .863 | .0342 | -|' -|- -|- -|- .00OO -|- .00 -|- .80 -|- .00 -|- .12 -|- .Ol] -|- .00 .00 |- pzps 5031.036 -|- 9Gh.Z6] -|- .765 -|- | | 987.0z8 | 25 .28 | �OO | 98r.O3 �0O | .z8 | I.5O | 1.5OO | | .O0O .00 | 1 .O .819 | .0342 | '|- -|- -|- -|- .00OO -|- .00 -|- .77 -|' .00 -|- .I2 -|- .013 -|- .00 .00 |- pzps 5032.*56 -|- 98h.Z9l .7]7 |- -|- | | 987.OZ8 | .25 .29 | �OO | 9D7.O3 �OO | .l8 | I.5O | l.5OO | | .00O .00 | l .0 .781 | .0342 -|' -|- -|- -|- .0000 -|- .00 -|- .74 -|- .07 -|- .I2 -|- .Ol] -|- .00 .00 |- pzps 5033.236 -|- 98h.Jz8 -|- | | Jll -|- | 987.02D | .Z5 .]O | .00 | 987.O3 .00 | .I8 | I.5O | l.5OO | | .00O .00 | l .O .749 .0342 -|- -|- -|- -|- .00OO -|- .00 -|- .71 -|- .07 -|- .lZ -|- .013 -|- .00 .00 |- pzps o FILE: 6cwsw.wsw w s p a w - czvzuossz«w version 14.00 pxss ] Program package serial Number: 1735 wArsx sonFAcs pnorzLs LzsTzms Date: 0-15'2005 rime: 0:11:15 pmozsow srnssr srnmw onAzw x,uxxuLzc Aw«L,szs Lzws oc Juws ] 2005 �^^^^^^^^^^^^°^°^^^^^^^^°^^^^^^^^°^^^°°°°°^^°^°«^^+^^^^°^^^^^°^°�^^^°^�^^°^^^^+°^^^°°^° invert oepth water V vel vel I snergy svper critical plow Top *eight/ oase wt wo wth station - slev - {pr} slev (cps) (pps) xead ard.s/. s/ev Depth width oia.-pr or z.o. zL prs/pip - L/slem ch slope - - - - - - - -|- - - sr Ave ' - xp sc - npth - - rroude m - - worm op - - ^w^ - - x-rall - - zn Type Ch ^^^^^»^^^^|^°*^�°^�°a^°«^��*«^*^»^�^^»^^ | 5033.985 -|- | 98h,34] -|- | .O85 987.O28 | | 'Z5 .32 .00 | 907.O3 | .00 | .l8 | I.49 | | l.5O0 .00O | .00 | l .O .7I3 | .0342 -|- -|- -|- -|- |- .00OO -|- .UO -|- .68 -|- .08 -|- .12 -|- .OI} -|- .00 .00 |- pzps 503*.698 | 980.308 | .060 | 987.028 | .25 .33 | .00 | 987.03 | .00 .18 | 1.49 | | 1.500 | .00U 'OO | 1 .O Page 2 r == M= M M= M M == M= M= M r= 1 6c. OUT .683 683 -I- o3az I I -I- -I- I -I- -I- -I- -I- .00 -I- .66 .08 -I- -I- .12 -I- .013 -I- .00 .00 I- 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 .000 I .00 I 1 .0 .651 .0342 I I -I- -I- -I- -I- .0000 -I- .00 -I- .64 .09 -I- -I- .12 -I- .013 -I- .00 .00 1- PIPE 5036.032 986.413 -I- .614 I I 987.028 I .25 .37 I .00 i 987.03 .00 I .18 I 1.48 I 1.500 I .000 I .00 I 1 .0 .6271 .0342 I I -I- -I- -I- -I- -I- 0000 -I- .00 -I- .61 -I- .10 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5036.659 -I- 986.435 -I- .593 -I- I I 987.027 I .25 .38 I .00 I 987.03 .00 I .18 I 1.47 I 1.500 I .000 I .00 I 1 .0 .600 I .0342 I -I- I -I- -I- -I- .0001 -I- .00 -I- .59 -I- .10 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5037.259 -I- 986.455 -I- .572 -I- 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 .573 i .0342 I -I- I -I- -I- -I- .0001 -I- .00 -I- .57 -I- .11 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5037.832 -I- 986.475 -I- .552 -I- I 987.027 I .25 .42 I .00 I 987.03 .00 I .18 I 1.45 I 1.500 I I .000 .00 I 1 .0 .552 I .0342 I -I- I -I- -I- -I- .0001 -f- .00 -I- .55 -I- .12 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5038.384 -I- 986.494 -I- .533 -I- I 987.027 I .25 .44 I .00 I 987.03 .00 I .18 I 1.44 I 1.500 I I .000 .00 I 1 .0 .528 i .0342 I -I- -I- -I- -I- .0001 -I- .00 -I- .53 -I- .12 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5038.912 -I- 986.512 -I- .515 -I- I 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 .506 .0342 -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 JUNE 3, 2005 :: ;: tr s::::: ;; ;r ;a': '; '.::•::: it is is is '.: A: is is '.:;: ,•: i::: ,•e P: t; int sk is :: i:,t i; ,•:,t i; is +.a ;; e•: >r r: ,•: t:,t t: t: tr.:;; t::; :r t: ;: :•: ;r a: t; t; t; t::; :: ,•: t::.:t r: ,t t:,t;; >: t; ft rr is ;: tr ta: t: r: ;: ;: ;::•< tr ,r,t t: t:;: tr f::•r t< fr rr is t<f::: t; tr t: t: it t� t: t�,t x i; tr tr t: fr t: t: ,t tr t: ,t I Station Invert I Depth I water I Q I vel vel I Energy I Supper ICriticallFlow ToplHeight /1Base wtl INO wth I -I- Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.EI.I EIeV Depth I width IDia. -FTIOr I.D.I ZL' IPrs /Pip L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- D th p,r -I- I Froude N -I- I Norm D p,t -i- I "N" -I- X -Fall I ZR -I I T e ch p :: ;: r::: t: ;::: t: ;: - • ;: ;::•::: ;; >•: r::r:: :;: ;: ;: ;::::: ;: ;: is ;: >•: is �: ,•; :.:..::: r: r; ;: ,r ;: �: r:': r: ••; •• ,::: ,•:;: ,•: ,•r::: fr :: :: ,:;: ;r;: ;: ,vY I 5039.418 -I- I 986.529 -I- 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 .488 I .0342 I -I- -I- -I- -I- -I- .0001 -I- .00 -I- .50 -I- .14 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5039.906 -I- 986.546 I .480 f 987.026 .25 I .51 .00 I 987.03 I .00 I .18 I 1.40 I 1.500 I i .000 .00 I 1 .0 .467 -I- .0342 -I- -I- -I- -I- -I- .0001 -I- .00 -i- .48 -I- .15 -I- .12 -I- .013 -I- .00 .00 1- PIPE I 5040.373 -I- I 986.562 I .464 I 987.026 .25 I .54 .00 I 987.03 I .00 I .18 I 1.39 I 1.500 I I .000 .00 I 1 .0 .448 -I- .0342 I -I- -I- -I- -I- -I- .0001 -I- .00 -I- .46 -I- .16 -I- .12 -I- .013 -I- .00 .00 1- PIPE I 5040.821 986.577 I .448 I 987.025 I .25 .56 .00 I 987.03 I .00 I .18 I 1.37 I 1.500 I I .000 .00 I 1 .0 Page 3 6C. OUT .429 .0342 .0002 .00 .45 .17 .12 .013 .00 .00 PIPE 5041.250 -I- I I 986.591 I .433 I 987.025 .25 I I .59 .01 987.03 I I .00 .18 I 1.36 I I 1.500 I .000 .00 I 1 .0 .411 -I- .0342 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .43 -I- .19 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5041.661 I I 986.606 I .419 I 987.024 .25 I I .62 .01 987.03 I I .00 .18 I 1.35 I I 1.500 I .000 .00 I 1 .0 -I- .395 -I- .0342 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .42 -I- .20 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5042.056 I I 986.619' I .405 I 987.024 .25 I I .65 .01 987.03 I I .00 .18 I 1.33 I I 1.500 I .000 .00 I 1 .0 -I- .378 -I- .0342 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .40 -I- .21 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5042.434 -I- I I 986.632 I .391 I 987.023 .25 I I .68 .01 987.03 I I .00 .18 I 1.32 I I 1.500 I .000 .00 I 1 .0 .365 -I- .0342 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .39 -I- .23 .12 -I- -I- .013 -I- .00 .00 1- PIPE 5042.799 I I 986.644 I .378 I 987.023 .25 I I .72 .01 987.03 I I .00 .18 I 1.30 I I 1.500 I .000 .00 I 1 .0 -I- 346 -I- .0342 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .38 -I- .24 .12 -I- -I- .013 -I- .00 .00 1- PIPE U FILF_: 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 TUNE 3, 2005 i:ir'.:rti:i;rti;i::rt : i irrt rti:i: is irrt is it is i :ici <i:ir:Yir'.ri�'.r kir'.r'.r'.; tr it ir'.r,4 it it is irrt it it ir'.<'.r it it i:'.r it i::rir'.:ir'.rf: it kic: r is it it it ir'.r it it it it it i <iri:',ci<ir:r{r it is it is is it irrt is t: f�f�ir'.r i�ir kir it is ir'.c it st it tr it i�ir is i<ir it it is it f<ir ic'.r it is I invert I Depth I water I Q I vel vel I Energyy 1 Super ICriticallFlow ToplHeight /Isase Wtl INO Wth Station I Elev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL /Pip L /Elem ICh slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR -IPrs Type Ch it it is '.r is is it it it I '.; :: rt :; ,•: is rt is it I it it ir'.::: it is is 1 i ::r it t: it it it it it I t; tr e: t, is i< tr is it I is is is it it t: t: I it i::'; i::: Y< tr 1 '.: is it tr is it it it it I rt it is irrt it it I it it it tr it it i; it I it it it i; it i; ie it 1 it .r .r it tr it f I it it it it i<,t it I tr it 4 t: i< it tr ,t is ir'.r ,t i 5043.145 I I 986.656 I .366 I 987.022 .25 I I .75 .01 987.03 I I .00 .18 I 1.29 I I 1.500 .000 .00 I 1 .0 -I- .332 -I- .0342 -I- -I- -I- -I- -i- .0004 -I- .00 -I- .37 -I- .26 .12 -I- -I- .013 -I- .00 .00 1- PIPE 504.3.477 986.668 .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 -I- .28 .12 -I- -I- .013 -I- .00 .00 1- PIPE I 5043.795 I 986.678 I .342 I 987.020 .25 I I .82 .01 987.03 I I .00 .18 I 1.26 I I 1.500 I .000 .00. I 1 .0 -I- .304 -I- .0342 -I- -I- -I- -I- -I- .0005 -I- .00 -I- .34 -I- .30 .12 -I- -I- .013 -I- .00 .00 1- PIPE I 5044.099 I 986.689 I .331 I 987.019 .25 I I .87 .01 987.03 I I .00 .18 I 1.24 I I 1.500 I .000 .00 I 1 .0 -I- .290 -I- .0342 -I- -I- -I- -I- -I- .0005 -I- .00 -I- .33 -I- .32 .12 -I- -I- .013 -I- .00 .00 1- PIPE I 5044.388 I 986.699 I .320 I 987.018 .25 I I .91 .01 987.03 I I .00 .18 I 1.23 I I 1.500 I .000 .00 I 1 .0 -I- .275 -I- .0342 -I- -I- -I- -I- -I- .0006 -I- .00 -I- .32 -I- .34 .12 -I- -I- .013 -I- .00 .00 1- PIPE I 5044.663 I 986.708 I .309 I 987.017 .25 I I .95 .01 987.03 I I .00 .18 I 1.21 I I 1.500 I .000 .00 I 1 .0 .260 .0342 .0007 .00 .31 .36 .12 .013 .00 .00 PIPE Page 4 6C. OUT 5044.923 I I 986.717 I .299 987.016 I .25 I 1.00 I .02 I 987.03 .00 I .18 I 1.20 I 1.500 I I .000 .00 I 1 .0 -I- .247 -I- .0342 I -I- -I- -I- -I- -I- .0008 -I- .00 -I- .30 -I- .38 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5045.170 -i- I 986.725 I .289 987.015 I .25 I 1.05 I .02 I 987.03 .00 I .18 I 1.18 I 1.500 I I .000 .00 I 1 .0 .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- I I 986.733 I .280 I 987.013 .25 I 1.10 I .02 I 987.03 .00 I .18 I 1.17 I 1.500 I I .000 .00 I 1 .0 218 -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 Invert I Depth I Water I Q I Vel Vel I Energyy 1 Super 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.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" I X -Fall) ZR 1Type Ch {r :r i[ 1 {r {[ {[f[ir irrt rtir I {r {r it it irfrir 1 it {r it it it {r {r I it {r it { :ir I it Yr Y: {[ir it is 5045.623 I I 986.741 I .271 I 987.011 .25 I 1.15 I .02 I 987.03 .00 I .18 I 1.15 I 1.500 I .000 I .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 I 986.741 I .262 I 987.003 .25 i 1.21 I .02 I 987.03 .00 I .18 I 1.14 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 5045.639 I I 986.741 I .119 I 986.861 .25 I 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 1- PIPE 5070.224 I I 987.582 I .119 I 987.701 .25 I 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 .25 I 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 .25 I 3.60 I .20 I 988.35 .00 I I .18 .83 I 1.500 I I .000 .00 I 1 .0 -I- 2.022 -I- .0342 -I- -I- -I- -I- -I- .0272 -I- .05 -I- .12 -I- 2.19 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5085.190 I I 988.093 I .128 I 988.221 .25 I 3.43 I .18 I 988.40 .00 I I .18 .84 I 1.500 I I .000 .00 I 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 .25 I 3.27 I .17 I 988.43 .00 I I .18 .85 I 1.500 I I .000 .00 I 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 1- PIPE Page 5 Page 6 6c. OUT 5087.168 -I 988.161 - - I .137 - - I 988.298 - .25 3.12 .15 988.45 .00 .18 .86 1.500 .000 .00 1 .0 572 .0342 - I - - I - - I - - I .0180 - - .01 I - - 14 I - - 1.80 I - - .12 I - - .013 I - - I - 1- PIPE U FILE: 6CNEW.WSW W S P G W- CIVILDESIGN Version 14.06 .00 .00 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 '.: f: fr : ;'. :f::':frf:'.:f;'.:f:f :x::f: fr fr uf: f:'.: f: isf;'.; f:'.: i:'.: i:;: sf: ,•:iri:f:f:{:,Yi:'.:f:irf:rtf:f: it it fr fr f:f:xt;f:isf:f:f;'.cf : f:'.:f:'.:i;i:f:f:'.:f: it it it f: f :i;f:i:f :iri:fri :ff:f:i:f:f:'.: kfi it f:f;i:frt:': it it f: f:hfrir it f: f: '.r it fr it ti: fr fr i:f kfr f: f: ft f: Station I Invert I I Depth 1 water I Q 1 Vel Vel I Energyy I Super ICriticallFlow ToplHeight /IBase Wt1 INO wth Elev 1 (FT) I Elev 1 (CFS) 1 (FPS) Head I Grd.EI.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I ': I I I SF Ave HF ISE D thIFroude p NlNorm Dp "N" X -Fa111 ZR IT e Ch >` aY 1 f::� f::'r'.r f; ;'r f: I fr fr :: f: f; 4 x :t 1 f; f: f; tr h is fr :•: f: I is fr ': it f: is f: is is 1 f: '.: '.: f: i ::: f: :: f: f:'.: is f: ;: i t: 1 fr f: f: is fr t: f; t it i fr at f: t: it f: it i f: f: is I f ,YY ip: 5087.741 I I 988.180 -I- I .141 -I- 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 .4281 .0342 I I I -I- -I- -I- -I- 0157 -I- .01 -I- .14 -I- 1.69 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5088.168 988.195 l -1 .146 -I- I 988.341 -I- I .25 2.84 I .12 988.47 I .00 I .18 I .89 I 1.500 I I .000 .00 I 1 .0 .320 .0342 -I- -I- -I- 0137 -I- .00 -I- .15 -I- 1.59 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5088.489 988.206 -1- .151 -I- 988.357 .25 2.70 .11 988.47 .00 .18 .90 1.500 .000 .00 1 .0 .2401 .0342 I I I -I- -I- -1- .01201 .00 1.49 -1 .12 -I .013 -1 .00I .00 (PIPE 5088.729 -I- 988.214 -I- .156 -f- I 988.370 -I- I .25 2.58 I .10 988.47 I .00 I .18 I .91 I I 1.500 I .000 .00 I 1 .0 .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- 988.220 -I- .161 -i- I 988.381 -I- 1 .25 2.46 I .09 988.47 I .00 I .18 I .93 I I 1.500 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 1- PIPE 5089.038 -I- 988.225 -I- .166 -I- I 988.391 -I- I .25 2.34 I .09 988.48 I I .00 .18 I .94 I I 1.500 I .000 .00 I 1 .0 .086 I .0342 I I -i- -I- -I- .0080 -I- .00 -I- .17 -I- 1.23 -I- .12 -I- .013 -I- .00 .00 1- PIPE 5089.124 -I- 988.228 -I- .171 -I- I 988.399 I .25 2.23 I .08 I 988.48 I .00 .18 i .95 I I 1.500 I .000 .00 I 1 .0 .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- 988.229 -I- I .177 I 988.406 I .25 2.13 I .07 I 988.48 I .00 .18 I .97 I I 1.500 I .000 .00 I 1 .0 .017 I .0342 I -I- 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- 988.230 -I- .184 -I- I 988.414 -I- I .25 2.02 I .06 I 988.48 I .00 .18 I .98 I I 1.500 I .000 .00 I 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 6 �N 1215 N IS�d �- I�L�'� CB#2 SIZE.tXt >>>>SUiMP 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) = 13.68 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.66 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.26 Page 1 [8#2 DEPTH.txt >>>>STKEETFLOw MODEL INPUT ImF0KMATI0N<«<< ----- --- ------- ----------------- - -------- ---- ----------------------------- [OmSTAwT 3TREET GRADE[FEET/FEET} - ~ - 0.00�5OO CONSTANT STREET FLOW(CFS) = I3'68 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [K05SFALL GRxoEBREAK(FEET) ~ 32.00 INTERIOR STREET [R0SSRxLL{DE[IwA| ~ 0.030000 OUTSIDE STREET [R05SFALL(DE[IMAL) ~ 0.030000 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) = 0.15700 FLOW ASSUMED TO FILL STREET ON ONE SIDE' AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 17.23 AVERAGE FLOW vELO[ITY(FEET/SE[.) ~ 2'96 PRODUCT OF DEPTH&VELOCITY ~ 1.94 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� [B#3 DEPTH.txt >>»>5TREETFLOW MODEL INPUT IwFORMATZ0w<<<« ---------------------------------------------------------------------------- CONSTANT STREET 6RxDE(FEET/FEET) = 0.005500 CONSTANT STREET FL0W([FS) = 13.39 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015U00 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [R03SF4LL GKADE8REAK(FEET) 32.00 INTERIOR STREET [ROSSFALL DE[IMAL ~ 0.020000 OUTSIDE STREET [K0SSFALL(DE[IMAL} = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT[FEET] = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTEKLLIP (FEET] = 0'03125 -OONSTANT 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.I6 AVERAGE FLOW VEL0[ITY(FEET/SE[') = 2'63 PRODUCT OF DEPTH&VELO[ITY ~ I'58 Page 1 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 Page 1 [B#4 DEPTH'txt >>x^STREETFL0W MODEL INPUT INFORMxTI0N*<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FE . FEET) ~ 0.005500 CONSTANT STREET FL0w([FS] = 2.69 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FKUN CROWN TO [KOSSFALL GRADEOKEAK(FEET) 33'00 INTERIOR STREET [ROSSFALL DE[IMAL ~ 0'020000 OUTSIDE STREET [K0SSFALL(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, AND THEN SPLITS STREET FLOW MODEL RESULTS: ` ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.38 HALFSTKEET FLOOD WIDTH(FEET) = 10.91 AVERAGE FLOW VELOCITv(FEET/SE[.} ~ 1.95 PRODUCT OF DEPTH&VELOCITY = 0.73 'I Page 1 I � -1 � I � I � I ................... ..............................: .................. 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 [8#5 DEPTH'txt >>>>STREETFL0m MODEL INPUT INF0RmATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET 6RADE(FE FEET) = 0'005500 m� CONSTANT STREET FLOw([FS} = I1.42 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE N[E FR0M CROWN T0 [RO5SFALL 6RADEBREAK(FEET) ~ 32.00 INTERIOR STREET CKOSSFALL (DE[IMAL} = 0.030000 OUTSIDE STREET CK0SSFALL(DE[IMAL) = 0.030000 CONSTANT SYMMETRICAL [UK8 HEIGHT(FEET) ~ 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'03I25 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 HALFSTKEET FLOOD WIDTH(FEET) = 15.83 AVERAGE FLOW vELO[ITY(FEET/SE[.) = 2.91 PRODUCT OF DEPTH&VELO[ITY 1'78 'I 11 Page 1 | C8#6 SIZE'tx1 >>»>SUMP TYPE BASIN INPUT INF0RMATION<<<< ---------------------------------------------------------------------------- curb Inlet capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basin�. BASIN INFLOW([FS} = 2'06 BASIN OPENING(FEET) 1'00 DEPTH OF WATER(FEET) = 0'36 x~>>[AL[ULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3'09 | �� --------------------------------�~~~~~��~=~=~� ' � I | � I Page I [B#6 DEPTH'txt >»>>STREETFL0W MODEL INPUT IwF0RMATI0N<«<< ---------------------------------------------------------------------------- CONSTANT STREET 6KADE(FEET/FEET) ~ 0.005500 CONSTANT STREET FL0W([FS} = 2.06 AVERAGE STKEETFL0w FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET ) 32.80 DISTANCE FROM CROWN TO [KOSSR\LL GRADEDREAK{FEET} 32'00 U� INTERIOR STREET [R0SSFALL(DE[IMAL} = 0.020000 OUTSIDE STREET [ROSSFALL(DE[INAL} = 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'I6700 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 VELO[ITY(pEET/SE[') = 1.74 PRODUCT OF DEpTn&VELO[ITY 0.82 1, Page 1 � I [B#7 SIZE.txt >»>>S0MP TYPE BASIN INPUT INF0RMATI0N<<<« ---------------------------------------------------------------------------- curb Inlet capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins' BASIN IN FS) = 10.24 BASIN OPENING[FEET] I'00 DEPTH OF WATER(FEET) 0.60 >>»»O\LCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 7'14 Page 1 C8#7 DEPTH'txt >>»>STnEETFLOw MODEL INPUT INFORMATION«<<< -------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005500 ---- CONST- - - -ANT STREET FL0w(CF5) = 10.24 AVERAGE STKEETFLOW FRICTION FACTOR(MANNING) 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET ) 32.80 DISTANCE FROM CROWN TO CROSSFALL GKADE8REAK(FEET) 32.00 ]� INTERIOR STREET [ROSSFALL(DE[IMAL ) = 0'030000 OUTSIDE STREET [RO5SFALL(DECIMAL) = 0'030000 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) = 0'16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.60 HxLFSTREET FLOOD WIDTH(FEET) = I5'36 AVERAGE FLOW VEL0[ITY(FEET/SE[.] = 2.76 PRODUCT OF DEPTH&VEL0[ITv = I.65 Page 1 L 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 Page 1 [O#O DEPTH'txt >>>>STREETFL0W MODEL INPUT ImFORMATION<<*< ---------------------------------------------------------------------------- CONSTANT STREET GKADE{FEET/FEET} = 0.005500 ~~ CONSTANT STREET FL0W([F3) ~ 4.76 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET ) 32'00 DISTANCE FROM CROWN TO [KUSSFALL GRAoE8REAK(FEET) 32.00 ~~ INTERIOR STREET [R0S5FALL DE[IMAL = 0'020000 OUTSIDE STREET [R0S5FALL(DE[IM4L} = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.83125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0'I6700 FLOW.ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0'45 HALFSTKEET FLOOD WIDTH(FEET) = 14'66 �m AVERAGE FLOW VELO[ITY(FEET/SE[.) = 2.04 PRODUCT OF DEPTH&VELO[ITY 0'92 Page 1 I� CB #9 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) = 13.82 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.55 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.98 --------------------------------------------------- � I � I � I � I � I � I � I � I � I � I Page 1 � I 1 C� 1 1 1 CB #9 DEPTH.tXt » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 13.82 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.) = 3.52 = = == PRODUCT -OF- DEPTH& VELOCITY====== 1= 92______ _______________________________ Page 1 ' CB #9 DEPTH REDUNDANT Q10.txt »» STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 14.21 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) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.30 PRODUCT OF DEPTH &VELOCITY = 1.86 1 r--1 I jI 1 Page 1 CB #9 SIZE REDUNDANT Q10.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) = 14.21 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 0.56 »» CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.98 Page 1 ^ CB #9 DEPTH REDUNDANT Q100.tXt »» STREETFLOW MODEL INPUT INFORMATION«« ----------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 24.53 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 1 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) = 0.66 ' HALFSTREET FLOOD WIDTH(FEET) = 24.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.82 PRODUCT OF DEPTH &VELOCITY = 2.51 r u I 1 F— I w Page 1 #9 SIZE ^CB ^REDUNDANT ^Q100 ^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) = 24.53 BASIN OPENING(FEET) = 1.00 ' DEPTH OF WATER(FEET) = 0.81 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.90 1 Page 1 r tj � I � I � I � I � I � I � I � I � I � I � I CQ#10 5IZE'txt »*>>SUMP TYPE BASIN INPUT INFOKMATI0N<«<< ---------------------------------------------------------------------------- curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW([FS} ~ I2'57 BASIN OPENING(FEET) ~ I'00 DEPTH OF WATER(FEET) 0.55 >>>>[AL[ULATED ESTIMATED SUMP BASIN WIDTH[FEET] 9'98 Page 1 C8#I0 DEPTH'txt >>>>STREETFLOw MODEL INPUT INFOKMATIOm«<<« ---------------------------------------------------------------------------- CONSTANT STREET GKADE(FEET/FEET) 0'0I0000 CONSTANT STREET FLOW([FS} = I2'57 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO [R0SSFALL GKADEDREAK{FEET} 32'00 INTERIOR STREET [KOSSFALL DE[IMAL = 0.020000 OUTSIDE STREET CKOSSFALL(DE[IMAL) = 0'020000 CONSTANT SYMMETRICAL [UK8 HEIGHT(FEET) = 0'07 0� CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'03I25 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 HALF5TeEET FLOOD WIDTH(FEET) ~ I9'34 ~~ AVERAGE FLOW VELO[ITY{FEET/SE[.) = 3'20 PRODUCT OF DEPTH&VELO[zTv = 1.74 �. �� Page 1 1 7 1 I� rl F III 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 a6Pd ZZ'£T 6Z'17Z IXZ *3ZIS TT #8D 7 [8#ll DEPTH.tXt >>>>5TREETFLOW MODEL INPUT INFDRMxTIOw<<<« ---------------------------------------------------------------------------- CONSTANT STREET GRxDE(FEET/FsET) ~ 0.009900 CONSTANT STREET FLOw([FS} = 13.27 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM CROWN T0 [R05SFALL GRADE8REAK{FEET} 32'00 INTERIOR STREET [K05SFALL(DE[IMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DE[IMAL} = 0'020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.87 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2'80 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 { '55 HALFSTREET FLOOD WIDTH(FEET) = 19'34 AVERAGE FLOW vELO[ITv(FEET/SE[.} = 3.38 PRODUCT OF DEPTH&VELO[ITv 1.84 Page 1 i 1 1 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 INF0RmATIOw««<< ---------------------------------------------------------------------------- CONSTANT STREET GKADE(FEET/FEET) = 0.005500 CONSTANT STREET FL0W([FS) = 14.16 AVERAGE STKEETFL0W FRICTION FACTOR(MANNING) = 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 32'08 DISTANCE FROM CROWN TO [R0SSFALL GRADEBKEAK[FEET] 32.00 INTERIOR STREET [KOSSFALL(DECIMAL} = 0.020000 OUTSIDE STREET [ROSSFALL(DE[IwAL} = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.83I25 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.I6700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) .60 HALF5TeEET FLOOD WIDTH(FEET) = 22.16 AVERAGE FLOW vELO[ITv(FEET/Ss[.} ~ 2.78 PRODUCT OF DEPTH&VELO[ITY 1.67 �� 1. Page 1 p ),L)Ovavo NOLI ��S- SS021�1��2115 ST[Ap [D#2'tzt >>>>STKEETFLOW MODEL INPUT INFORMATI0w<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE{F FEET � 0.0O55O0 m� [ONST4NT �TKEET FL0W oEPTH[FEET) � O.67 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM CROWN TO [ROSSFALL 6nADEBREAu{FEET} 32'00 INTERIOR STREET [uO55FALL DE[IMAL ~ 0'030000 OUTSIDE STREET [RUSSFALL{DE[IMAL) = 0'030000 CONSTANT SYMMETRICAL CURB HEIGHT[FEET] = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 3'00 \ 0� CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'03I25 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 HALF5TREET FLOOD WIDTH(FEET) ~ I7'73 HALFSTKEET FL0W([FS) = 14.55 AVERAGE FLOW vELO[ITY(FEET/SE[.] 2.98 PRODUCT OF DEPTH&vELO[ITY 2.00 Page 1 rl ST[AP [B#]'txt >>»>STREsTFL0W MODEL INPUT IwFORMATIOw<<<< -------------------------------------------------------------------- CONSTANT STREET GRADE{F FEET} = 0'005500 ---- C0mST- - - -ANT STREET FLOW DEPTH(FEET) = 0'60 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0'0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.00 DISTANCE FROM CROWN T0 [ROSSFALL GRADEBREAK(FEET) ~ 32.00 INTERIOR STREET [KOSSFALL DE[IMAL = 0'020000 OUTSIDE STREET [K0SSFALL(DE[IMAL} = 0'030000 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) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0'60 HxLFSTREET FLOOD WIDTH[FEET] = 22.09 HxLFSTREET FL0w([FS) = 1].5] AVERAGE FLOW VELOCITY(FEET/SE['} 3.67 PRODUCT OF DEPTH&VELO[ITY ~ 1.60 Page 1 ST[AP [B#4-6'txt »>>>STREETFL0w MODEL INPUT INFVKMATIOw<<<« ---------------------------------------------- CONSTANT STREET GRADE{F FEET = O.0O55UO [ONSTANT 5TREET FLOW DEPTH{FEET] ~ 0.50 ------------------------------ AVERAGE STREETFLOw FRICTION FACTOR(MANNING) O'UISOUO CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM [K0Wm T0 [KOSSFALL 6RADE8KEAK(FEET) 32'00 INTERIOR STREET [KOSSFALL DE[ImxL = 0'020000 OUTSIDE STREET [R0SSRxLL(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) = 0'15700 FLOW ASSUMED TO FILL STREET ON ONE SIDE' STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0'60 HALF5TQEET FLOOD WIDTH(FEET) = 22.09 HALFSTDEET FL0W{[F5} = 1]'5] AVERAGE FLOW vELO[ITY(FEET/SE['} ~ 2'67 PRODUCT OF DEPTH&VELO[ITY ~ I'60 �� 7 Page 1 ST[AP CB#5.txt >»>>STnEETFLOW MODEL INPUT INFORMATION<<<« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(F FE = 0'005500 CONSTANT STREET FLOW DEPTH(FEET) = 0'67 AVERAGE 5TREETFL0W FRICTION FACTOR(MANNING) ~ 0.015000 CONSTANT SYMMETRICAL-STREET HALF-WIDTH(FEET ) 32'00 DISTANCE FROM CROWN TO [RO5SFALL GRADEBKEAK(FEET) ~ 32.00 INTERIOR STREET CROSSFALL DE[IMAL = 0.030000 OUTSIDE STREET [ROSSFALL[DE[IMAL} = 0'030000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0'07 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03I25 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0'18700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, ~===~~==��==~�~�~�=��~��~=~��==��=��~~=�~==�~~�==��~�~��==�==�~=�===~==�= STREET FLOW MODEL RESULTS: ��---------------------------------------- STREET FLOW DEPTH(FEET) = 0'67 HALF5TREET FLOOD WIDTH(FEET) = 17'73 HALFSTREET FL0W(CFS) = 14'55 -- AVERAGE FLOW VELO[ITY(FEET/SE[.} = 2.98 PRODUCT OF DEPTH&VELO[ITY = 2.00 ILI I F Page 1 ST[AP [8#7'txt >>>>STREETFLOW MODEL INPUT INFOKMATION<<<< ------------------------------------------ --------------------------------- ' CONSTANT STREET GRADE(F FEET) ~ 0.005500 CONSTANT STREET FLOW DEPTH(FEET) ~ 0'67 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) ~ 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.00 DISTANCE FROM [K0mN TO [ROSSFALL 6RxDE8REAK[FEET] 32.00 INTERIOR STREET [ROSSFALL(DE[IMAL ) = 0.030000 OUTSIDE STREET [ROSSFALL(DE[IMAL) ~ 0'030000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0'67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'0325 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 HALFSTDEET FLOOD WIDTH[FEET] = 17'73 HALFSTREET FL0w([FS} ~ 14'55 AVERAGE FLOW VELO[ITY(FEET/SE[') ~ 2.98 PRODUCT OF DEPTH&VELO[ITY ~ 2.00 �� Page 1 l� / ST[AP�[8#8.txt++**++��++�+**++�*+^+��°� v>>>s|mEErFL0W MODEL INPUT ZwR}RMATI8w<<^x ---------------------------------------------------------------------- CONSTANT STREET 6RADE(F FEET ' ~ 0'005500 ------ CONSTANT STREET FLOW DEPTH(FEET) 0.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 8.815000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM [D0Ww TO [R0SSFALL GRAD ' INTERIOR STREET [ROSSF4LL DE[IMAL E8KEAKCFEET} � 32.00 ( J = 0.020800 OUTSIDE STREET [R0SSFALL(DE[IMAL} = 0.020000 CONSTANT SYMMETRICAL [Up8 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 ---------- HALFSTKEET FLOOD WIDTH(FEET) = 22.09 HALFSTREET FLOW([FS) ~ 13.53 AVERAGE FLOW VEL0[ITY(FEET/SE[.) = 3.67 PRODUCT OF DEPTH&vEL0[ITY ~ 1.60 L I ST[AP [B#9-I0.txt x>>»STKEETFL0W MOoEL,INPUT IwFORMATIOw«<<< - ----------- ------- ----------------- -- --------- ----------------------------- [OmSTAwT STREET GRADE[F . FEET] 0.010008 CONSTANT STREET FLOW DEPTH(FEET) 0.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM [nOww TO [ROSSFALL GRADEBuEAK(FEET) 32'00 INTERIOR STREET [K0SSFALL DE[IMAL = 0.020000 OUTSIDE STREET [K05SFALL(DECIMAL) = 8'020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2'00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0'83I25 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 FL0W(CFS) = 18.25 AVERAGE FLOW vELO[ITv(FEET/5E[.] ~ 3.60 PRODUCT OF DEPTH&VELO[ITY ~ 2'I6 Page 1 ST{]\P [m#Il.txt >>v>STKEETFLOw MODEL INPUT INFORMATI0N<<<< -------------------------------------------------------------------- CONSTANT STREET GR^DE{F FEET} = 0.009900 ---- COwST- - - -ANT STREET FLOW DEPTH(FEET) = 0.60 AVERAGE STREETFL0W FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 32'00 DISTANCE FROM CROWN T0 [ROSSFxLL GRAoEBREAK{FEET} 32.00 INTERIOR STREET [R0SSFALL (DE[IMAL] = 0'020000 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) = 0'03I25 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 HALFSTKEET FLOOD WIDTH(FEET) = 22'09 �~ HALFSTREET FL0W([FS] = 18.16 AVERAGE FLOW VEL0[ITY(FEET/SE[.} ~ 3.58 PRODUCT OF DEpTH8VEL0[ITY ~ 2.15 n 1 L1 Page 1 ST[AP [B#12.txt >>>>STKEETFLOW MODEL INPUT INFORMATIOw<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRAoE(F FEET) 0.010000 CONSTANT STREET FLOW DEPTH(FEET) = 0'60 AVERAGE STKEETFL0W FRICTION FACTOR(MANNING) = 0.0I5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET ) 32'00 DISTANCE FROM CROWN TO [R0SSFALL GRADEOoEAK{FEET} 32.00 |� INTERIOR STREET CROSSFALL(DE[IMAL ) = 0.020000 OUTSIDE STREET'CROSSFALL(DE[IM4L] = 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 HALFSTKEET FLOOD WIDTH(FEET) ~ 22.09 HALFSTKEET FLOW([FS} ~ 18.25 AVERAGE FLOW VELO[ITY(FEET/SE[.} = 3.60 PRODUCT OF DEPTH&VELO[ITY ~ 2.16 �� p, Page 1 ST[4P [B#l]'txt »>>>STKEETFLOW MODEL INPUT ImF0RMATIOm<<<< ---------------------------------------------------------------------------- CONSTANT STREET GR4oE(F pE ~ 0.005500 ~~ CONSTANT STREET FLOW DEPTH(FEET) ~ 0'60 AVERAGE 5TREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32'00 DISTANCE FROM [RUwm TO [R0SSFALL GRADEBREAK(FEET) 32.00 INTERIOR STREET [K0SSFALL DE[IMAL = 0'020000 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) = 0'03125 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 HALFSTKEET FL0W([F3] = I3'53 AVERAGE FLOW vELO[ITv(FEET/SE[.] 2'67 PRODUCT OF DEPT*&VELU[ITY I.60 �� ri Page 1 u i� LNYlO� 3QIS213/�I21 ' 1 r_� 31-62'30' V .. k 'A 11 110 , mllMl i M. K C. C. � r A.. A'..., c .... 4 4& J lj::Fl ij i24 1. Aw t Ld 'X� t j CD u'fl And, f. l. It 12 — — — — — — — — — — — Is LL ITIT 1� 1, -'y T 1 - �.�m pi I Wit. < A.. CA Ali.. A CA 41 . 23 I 24 t 19 1004AN RESCATATION r al A Q#. L I W I I. 27 0 21 30 .20 .... ...... .a .... , til _', _ ..... ? . ... ..... .. T_ It ....... ...... 04 L 0, ....... . . . . . . . :2 ... . ..... ... 17 Ny;- f !n 7 (RANCHO MIRAGE) 34•40" LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION FOR R C F C a W C D CATHEDRAL CITY HYDIROLC)GY MANUAL 0 FEET 5000 PLATE C-1.36 (THOUSAND PALMS-N,E.) A A A A: R 4: F. C' f se, 2 44, "-A C,: Z• j. F2 N, J tzz---! tj A t A 601) 'DAR, L tal W Ae, �Q ti . ................. g", c{ X27 Z2 ....... ... 0 A H E L L A _� .n.mi.r ''.. • "'�1i. -`wi 9 lT'' : 27, 26 25 30 y, + ........................... .. ... ... ....... .... 32 ............. 35 6 31 A L L E�Y.� 0 6 T �O 9 to It ;9 LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY 4 FOR A SOILS GROUP DESIGNATION RCFc aWCD MYOMA HYr)J'?0L05-Y MANUAL 0 FEET 5000 PLATE C-1.37 33-45' (C AT H IE�DA A L CITY) F7 k 4 3)l,t.r, .1.,�, "i[; ,L :'T.i`h...��j =p l�: � `�� `, !;;�.i 4: - 1..,:. '�7a� "'e y`'.ih: - w.mex -- ,1 �' �•p r....h- 16 --/t. ,r:. �i v. �Y�= 'af'.;,.:.: `. -".' .t:F•; i�'��:.•t: � -' ','i��.` .�•, _L, ?`Y.�' ^e�' �l - h o- 13-) 27 r L. "O V, G. A v C�i ;;Flo -k i iV, .......... K . p N c-z'y sz_ C T� Ys s A"' �l P A G E C, 7 ?, ` - X.q Ky.: -2— tl' HYDROLOGIC SOILS GROUP MAP FOR RANCHO MIRAGE PLATE C-1,48 LEGEND SOILS GROUP BOUPWMRY A SOILS GROUP DESMATioN R C F C Ek W C D Hyr)R0LDrY J\Y]Atql-)AL TI 0 FFFT 5000 HYDROLOGIC SOILS GROUP MAP FOR RANCHO MIRAGE PLATE C-1,48 i .. .k ti,.....� n.... - -.>uv � � � - ry - : °�; _. ,�'• -•'�' : ,r J�lr•`ti . .;i:^' �, ' - t s~ " -� ' ��•�� ` �'� �% .�.! r ' ..t`r .�� . "�' \ '�::.5''�'i% / " c� .,p - .i .' _. � � • ' � c - I _ ��'+' p.A _- l tiJn- •YZ�: � -4: {•' }L^•' '� 'f `e: '�.' !F �'.'` _e�rf�(�..' } \, -•4 ��. �'y1{',' ' r.. 1� �' _ - S ' �JFL' j�•, iTS 6<:3-, -! `3j r \ '• v � .s - "' a. :r.._ �� • f= � , r tr . m.' t i�'£ •, . F `�, � 'T. 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"` - •i:E v�f.�,Jp ,°,.�W;'� +Y).. �il; :C_ '•= 2':31., \ j�'T�'` ��lrl ia'•ic++ r'jp 4'�• A RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Gro^ Group Cover ( 2) A B C D NATURAL COVERS Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel, Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Meadows or Cienegas (Areas with seasonally high water table, Principal vegetation is sod forming grass) Open Brush .(Soft wood shrubs - buckwheat, sage, etc.) Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 50 percent) Woodland, Grass (Coniferous or broadleaf trees with canopy density from 20 to 50 percent). URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) RC r-iYDROLJGY MANUAL 78 186 191 1 93 Poor 53 70 80 85 Fair 40 63 75 81 Good 31 57 182 71 78 191 Poor k 88 Fair 55 72 81 86 Poor 67 78 86 89 Fair. 50 69 79 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70 80 84 Good 30 58 72 78 Poor 62 76 84 88 Fair 46 66 77 83 Good 141 63 175 81 Poor 45 128 155 66 77 170 1,77 83 Fair 36 60 73 79 Good Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Good 132 1.56 169 175' Poor Fair Good RUNOFF INDEX . FOR PERVIOUS 58 74 83 87 44 65 77 82 33 58 72 79 76 85 90 92 NUMBERS AREAS PLATE E -6.E 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group Cover (2 ) A B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy; etc.) Good 58 72 81 85 Orchards, Deciduous I (Apples, apricots, pears, walnuts, etc.) See No 4 Orchards, Evergreen Poor 57 73 82 86 177 182 (Citrus, avocados, etc.) Fair 44 65 Good 33 58 72 79 Pasture, Dryland Poor (Annual grasses) 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor (Legumes and perennial grass) Fair 58 74 83 87 44 65 77 82 Good 33 58 72 79 Row Crops Poor (Field crops - tomatoes, sugar beets, etc.) Good 72 81 88 91 67 78 85 89 Small Grain (Wheat, oats Poor , barley, etc.) 65 76 84 88 Good 63 I75 183 87 Vineyard 1 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 face protected. sur- 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 "Cover discussion under Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. U RUFF INDEX NUSERS HYDROLOGY !\/JANUAL FOR PERVIOUS AREAS: PLATE E -6,1 (2of 2) Land Use (1) Natural or Agriculture ACTUAL IMPERVIOUS COVER Recommended Value Range- Percent For Average Conditions-Percent (2 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (]� 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 Rome 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. rqCFC G WCD IMPERVIOUS COVER HYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E-6.3 ft J Lij 9 kL TOLL FREE 300 - 2272600 LEAST TWO DAYS 3EFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA WATERSHED BOUNDARY ® WATERSHED BOUNDARY SUB —AREA STORM DRAIN PIPE WATERSHED BOUNDARY INITIAL SUB —AREA X NODE IDENTIFIER X WATERSHED NUMBER X. WATERSHED AREA (ACRES) LP LENGTH OF PIPE Ai XXX Li XXX NOTE: THIS HYDROLOGY MAP REFERS TO "MADISON CLUB" OVERALL HYDROLOGY MAP BY RCE DATED MARCH 29, 2003 Q10 FLOW CAPTURED AT CB BENCH MARIA DATUM CORRECTION: O,ao FLOW CAPTURED AT CB SUBTRACT 1000.00 FEET FROM ALL ELEVATIONS SHOWN 7595 Irvine Center Dr. STAMP Suite 130 Irvine, Co. 92618 oPRO�ES'�0�t Phone: 949.453.0111�e�,�o Fax: 949.453.0411 4� N0. C4.6559 EXP. 6 -30 -07 �rgr C N Ll a�P FILE No. F 0502 HEREON TO REFLECT ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. BASIS OF BEARINGS BENCH MARIA APPROVED BY: THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP SOUTH, PD 3 3W RANGE 7 EAST, SAN BERNARDINO MONUMENT IN HANDWELL AT THE BASELINE AND MERIDIAN PER PM INTERSECTION 01= WASHINGTON ST 44/67 -68 SAID LINE BEARS & 42 AVENUE ELEV= 117.05' TIMOTHY R. JONASSON, P.E. DATE N89 °46'12 "E PUBLIC WORKS DIRECTOR /CITY ENGINEER R.C.E. NO. 45843 EXP. 12 -31 -06 200 R'. 'i li i' ICI I I' i i� 'i REFER TO AVENUE 52 HYDROLOGY REPORT BY TETRA TECH DATED JUNE 2003 FOR CONTINUING WATERSHED AREA J Lli LLJ 0 % R 0 L ! G Y M A P - 0" F F S I T E S Tu"' RV'! DDAIN . O � 1 TRACT MADISON STREET A' NO. 33076 ( IN FEET) i Inch= 200 ft. DRAWING NAME: HYD- MAD -05 -01 Ro 0001 MDC SHEET° 1 OF 1 . T 0 ;i