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33076 PHASE 1oe, 1-0 Volume IIlA 10 -Year and 100 -Year Storm Rational Method Analysis East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 Prepared brJ, Llmconsultants,. Inc. 7.595 Irvine Center Drive, Suite 130 Irvine, CA 92618 949.453.0111 divider the superv%sioh o f Richard L. Clark, P.E. bate prepared.- December 9, 2005 . 0. C63434 " P. 9 -30 -06 1 TABLE OF CONTENTS I. INTRODUCTION ......................:.......................:........... ...:...................:......1 H. METHODOLOGY ......................................................... ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ..........:.............................................. 2 -3 . 1V. STORM DRAIN HYDRAULICS ..............................:........... .............................3' V. BIBLIOGRAPHY ......................:......................:........... ..............................4 TECHNICAL APPENDIX 10 -YEAR STORM ANALYSIS 100 -YEAR STORM ANALYSIS WSPG OUTPUT NATURAL DRAINAGE SWALE ANALYSIS CATCH BASIN SIZING PRIVATE AREA DRAIN CONNECTIONS RIVERSIDE COUNTY FLOOD CONTROL PLATES HYDROLOGY.MAP I. INTRODUCTION The purpose of this report is to present the hydrology (rational method) and hydraulic (WSPG) analysis for the 10 -year and 100 -year storm water discharge for the proposed Madison Club development, Phase 1 (Tract 33076 -1).' The project area is located in the City of La Quinta and is. bound by Madison Street, Avenue 54, Avenue 52, and Monroe Street. The overall proposed development will consist of approximately 470 acres divided into three (3) major project phases; Phase 1,.Phase 2 and Villas: This report is specific to the proposed "Storm Drain Improvements for Madison Club Phase 1" only and represents the final of three reports (Vol. IIIA) covering the handling of storm water for Phase 1 of the. project: In this report the following will be .addressed: sizing of the private residential area drain connections, sizing of the natural drainage channel catch basins, sizing of the residential storm drain lines and sizing of the natural drainage channel adjacent to each side of the private streets for Phase 1 Tract 33076 -1 only. The first report (Vol. I) titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" was . submitted with the ".Mass Grading and Perimeter Wall Plans" and addressed the necessary storage volume to retain all off -site and on -site runoff generated by the largest 100 -year 24 -hour event based on the Synthetic Unit Hydrograph method within the golf lakes and established the 100 -year water surface elevations. The second report (Vol. II) titled "Hydrology and Hydraulics Study for Madison Club Golf' accompanied the "Storm Drain Back - Bone Improvement Plans for Madison Club Golf Course" and addressed the sizing of the t backbone storm drain system within the golf course. 'II. METHODOLOGY Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff ' within the project and the portion of the perimeter streets adjacent to the project are to be stored on -site. Within the site there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low point within the golf course only four (4) of the seven (7) lake features serves as the project's ultimate storage devices. Each watershed area drains by way of "backbone" storm drains through the golf course to these four lakes. From these four (4) lakes the water is discharged to on -site dry wells (infiltration systems). These dry wells are intended to remove water from the site over time and are not considered part of the routing analysis. The reports titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" (Vol. 1) and "Hydrology and Hydraulics Study for Madison Club Golf" (Vol. 11) provide the analysis for the storage and routing mentioned. In this report the watershed boundary areas were modeled according to the Riverside County Flood Control and Water Conservation District's (RCFC &WCD) Hydrology Manual. Watershed. j sub areas were created to represent catch basin collection areas within each watershed. The peak 100 -year runoff within a sub area is intended to flow towards a series of catch basins located at low points within the natural drainage channels, then.transferred to the storm drain pipelines and finally to their respective storage basins (lakes) via.the golf course storm drain backbone system. The peak storm flow discharge rates for the sub -areas were calculated with integrated rational method /unit hydrograph . method hydrology software, authored by Advanced Engineering Software (AES), Version 2001, based on the (RCFC &WCD) 1978 Hydrology. Manual. The software was used to estimate the peak runoffs generated by a 10 -year and a 100 -year .frequency �� 1 I design, storm. Storm drain facilities were then designed to accommodate these peak runoff rates. Due to confluencing of multiple streams the peak runoff at the end of each system may not equal the sum of all the individual sub area runoff values. This happens because confluencing accounts. for the time of concentration for each merging stream. Every initial. area started with a typical 1 -acre lot .and the .distance to drain the lot via side yard swales to the main Swale adjacent to the residential streets. For the street section of flow the natural drainage.swale was estimated using a 6 -inch curb height, 5 -foot wide gutter width and a friction factor of n= 0.015. The actual drainage Swale is 12 -feet wide, 1.67 -feet at the low points and has a n= 0.035. Therefore the street section used in the rational analysis of this report is producing conservative Q's. The additional areas and pipe travel times followed normal rational method convention. The capacity of the swale alone at the low points with 1.67 -feet of depth is 36.8c& Because of the frequent placement of inlets there are no conditions where the street/swale Q100 exceeds 15 cfs. Therefore all flow is contained within the swale and the Conditions of Approval are met. See Technical Appendix "Natural Drainage Swale.Analysis" for calculations of these conditions. Beneath the swales storm drain pipes will be constructed connecting the residential system to the backbone system with the golf course. Depending on the condition either HDPE or RCP pipe was used. When the system crosses under pavement RCP is used. In all other conditions HPDE pipe was specified. Drainage Channel Catch Basin Sizing At all swale low points manholes with round grated covers were placed to intercept the runoff. Two (2) types, either ADS or City of La Quinta Standard 314, were used depending on the 2 Hydraulic pipe flow calculations for the storm, drain facilities were performed using Water Surface Pressure Gradient (WSPG) software, establishing a hydraulic grade like for each facility. WSPG software, .authorized by CIVILDESIGN Corporation, is based upon the Manning equation for conduit and channel flow, incorporating principles of continuity and conservation of energy. The non- confluenced runoff values were used when sizing the pipe. Natural channel flow capacities were calculated using AES software for V- drains, drainage channel catch basins were analyzed based on the grate inlet capacity in sump conditions nomograph from the USDOT Drainage of Highway Pavements Manual and private area drain connections were analyzed using a 10 -year storm and Manning's equation. 1111. STORM WATER RUNOFF ANALYSIS SIS Natural Drainage Swales and Storm Drain Pipe Instead of curb and gutter the Madison Club residential streets. rely on 12 -foot wide natural drainage swales on both sides of the street. These swales follow the same design criteria as. grading with side slopes ranging from 2- percent to 3:1 maximum at the low In points. addition the Conditions of Approval require maintaining a minimum grade of 1- percent and the ability to retain a maximum depth of 6- inches of storm water in the 10 -year event and/or one (1) travel lane during the 100 -year storm event. To achieve this three (3) design devices were employed. First the swales were saw - toothed to achieve the 1- percent minimum and create frequent low points. Second, within these low points 24 -inch round catch basins were placed within the channel to capture the flow for Q 100 and transfer it to the storm drain line. Finally, each lot is provided with a 10 -inch private area drain connection to the main. storm drain line. The capacity of the swale alone at the low points with 1.67 -feet of depth is 36.8c& Because of the frequent placement of inlets there are no conditions where the street/swale Q100 exceeds 15 cfs. Therefore all flow is contained within the swale and the Conditions of Approval are met. See Technical Appendix "Natural Drainage Swale.Analysis" for calculations of these conditions. Beneath the swales storm drain pipes will be constructed connecting the residential system to the backbone system with the golf course. Depending on the condition either HDPE or RCP pipe was used. When the system crosses under pavement RCP is used. In all other conditions HPDE pipe was specified. Drainage Channel Catch Basin Sizing At all swale low points manholes with round grated covers were placed to intercept the runoff. Two (2) types, either ADS or City of La Quinta Standard 314, were used depending on the 2 1 condition. If the manhole connected to a section of HDPE pipe an ADS 24 -inch manhole basin with an iron grated cover was used. If the manhole connected to a RCP pipe a standard manhole with grated cover was used. Based on the low point conditions of the Swale established in the section above a 24-inch diameter grated inlet with 1.5 -feet of head and 50% clogging can accept 9.5 cfs. There are five (5) catch basins noted on the title sheet of the improvement plans that exceed the 9.5. cfs with 14.4 cfs being the highest. The number reflected is the total Q 100 at that node which is a combination of the Q 100 in the swale and in the pipe. Due to the Swale capacity of 36.8 cfs risk of inundating the street. before the catch basin intercepts all the runoff is extremely low, See Technical Appendix for calculations of these conditions. There are two (2) curb opening catch basin in the Phase 1 Storm Drain system. They are CB #37 and.CB #38. Each are in a sump condition and accept a 100 -year runoff-of 1.5 cfs each. Based on this information the width was designed as 4- feet. Private Area Drain Connections Each residential lot is provided with a private area drain connection to the storm drain system under the drainage Swale. The connection was sized to handle a 10 -year storm and a portion of the 100 -year storm. The remainder of the runoff from a 100 -year storm will flow to the natural drainage Swale by way of 0.5- percent minimum side yard swales. Based on the average depth of the storm drain mainline under the Swale a minimum 1- percent slope can be maintain on the private area drain systems. Given a 10 =inch pipe the Q is 2.5 cfs based on the Manning's equation. Initial rational method analysis for a 1 -acre lot with 250 -feet of 0.5- percent side yard Swale provides a Q100 of 3 cfs and a Q10 of 1.7 cfs. Therefore in a 100 -year storm 0.5 cfs will flow from the lot to the natural drainage Swale. See Technical Appendix for calculations of these conditions. When applying runoff to the natural drainage Swale for the rational method analysis all flow from the residential lots was assumed to run' off (private area drain system failure). This made the Q's in the swale /street extremely conservative since some of the flow will undoubtedly go directly to the storm drain line via the private area drain system. In addition when sizing the pipes all area drain runoff was applied to the nearest upstream catch basin to be more conservative. Hence the Q 100 at that catch basin (node) is a combination of the Q 100 in the Swale and in the pipe. IV. STORM BRAIN HYDRAULICS The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe line sizes for all mainlines and laterals to convey water from each respective sub -area to the storage basins (lakes). A HGL was initially created for each backbone storm drain using the 100 - year water surface elevation from the synthetic unit hydrograph analysis of each respective storage basin (lake) and estimated runoff values based on preliminary rational method analysis for the sub -areas contributing to the backbone line. The HGL's in this report were created using the same data as above but include the residential storm drain lines and a detailed rational method analysis for each sub -area. The HGL for each pipe is reflected in the storm drain plans plotted along the design profile of each storm drain. The backbone portion of the design profile was omitted in these plans to eliminate redundancy with the "Storm Drain Back -Bone. Improvement Plans for Madison Club Golf Course ". The output reports for each storm drain line can be found in the Technical Appendix for reference. Note: All supporting documentation is located in the Technical Appendix of this report for reference. 3 I V. BIBLIOGRAPHY 1. Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2. 'Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis (March 29, 2005). 3. Hydrology and Hydraulics Stud for Madison Club (Golf Course Storm Drain Backbone) (June 22, 2005). 2 \ ~ . `^ ~ - ` v - � | '. .� . � / ' . = ~ � - . ' . " L :� O, 1 v Ll� LINE4- 10.TXT • ***ir it ir*ir it tt it it it ir*i'A*ir4*ie it**ir it ir*A•*ik**•*tr it ik it it it irf RATIONAL METHOD HYDROLOGY COMPUT*iE iR A*P*R*O*G*RiAiM i iB AAiS iE k D i i i *ii i k f f i i i iAtr ,ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 10 -yr * Phase 1, Line4 * 12/11/05 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: LINE4- 10.DAT TIME /DATE OF STUDY: 15:04 12/11/2005 ----=----------------------------------------------------------------------- -- - 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: �r 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Max *mum 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 SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET).= 250.00 UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1005.50 ELEVATION DIFFERENCE(FEET) = 0.50 TC = 0.469 *[( 250.00 * *3) /(• . 0.50)] * *.2 = 14.805 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.276 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = ..6730 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 0.92 -- 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) = 1005.50 DOWNSTREAM ELEVATION(FEET) = 1002.60 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 Page 1 L7, LINE4- 10.TxT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 2.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 12.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.33 STREET FLOW TRAVEL TIME(MIN.) = 3.91 TC(MIN.) = 18.72 r 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.986 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6514 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 15.14 FLOW VELOCITY(FEET /SEC.) = 2.14 DEPTH *VELOCITY(FT *FT /SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 690.00 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) = 993.50 DOWNSTREAM(FEET) = 993.10 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.33 ESTIMATED PIPE DIAMETEk(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.54 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 19:03 LONGEST FLOWPATH FROM NODE- 1.00 TO NODE 4.00 = 770.00 FEET. FLOW PROCESS FROM NODE '4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< - =TOTAL NUMBER OF STREAMS =-- 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.03 RAINFALL INTENSITY(INCH /HR) = 1.97 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 FLOW PROCESS FROM NODE ------ 5_00 -TO- NODE - - - - -- 6_00 -IS- CODE - =-- 21_ - - - -- ------- - ---- -- - - -- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 l INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1005.50 ELEVATION DIFFERENCE(FEET) = 0.50 TC = 0.469 *[( 260.00 * *3) /( 0.50)] * *.2 = 15.158 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.245 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6709 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 1.81 FLOW PROCESS FROM NODE 6.00 TO NODE 132.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1005.50 DOWNSTREAM ELEVATION(FEET) = 1002.80 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 Page 2 // _i l� LINE4- 10.TXT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 2.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 11.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.37 STREET FLOW TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 16.88 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.109 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6611 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.04 _ END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLOW VELOCITY(FEET /SEC.) = 2.54 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 132.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 132.00 TO- NODE - - - - -- 4_00 -IS -CODE = 62 ------------------------------------- ----------------- »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) =.1002.80 DOWNSTREAM ELEVATION(FEET) = 1001.10 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 (% OUTSIDE.STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 6.14 STREETFLOW MODEL RESULTS USING•ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 _ HALFSTREET FLOOD WIDTH(FEET) = 17.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.27 TC(MIN.) = 19.15 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.960 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6492 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 8.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) ='0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 800.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM.VALUES « «< 1 _ =TOTAL NUMBER OF STREAMS --_- 2____________ __�___________________�_______� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.15 RAINFALL INTENSITY(INCH /HR) = 1.96 TOTAL STREAM AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.54 19.03 1.967 3.40 2 8.24 19.15 1.960 6.10 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. Page 3 �11 J LINE4- 10.TxT 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 12.73 19.03 1.967 2 12.76 19.15 1.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.76 TC(MIN.) = 19.15 TOTAL AREA(ACRES) = 9.50 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 800.00 FEET. FLOW PROCESS FROM NODE - - - - -- 4_00 -TO NODE 9.00 IS CODE = 31 -- - - --- - -- ---- - - - --- ---- ------------- ---------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 993.10 DOWNSTREAM(FEET) = 992.0b FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF PIPE- FL F PIPE i 4.1 INCHES OWVELOCITY (FEET /SEC.)8 58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.76 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 19.28 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 865.00 FEET. FLOW PROCESS FROM NODE -9_00 TO- NODE - - - - -- 9_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.) = 19.28 RAINFALL INTENSITY(INCH /HR) = 1.95 TOTAL STREAM AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.76 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1009.50 DOWNSTREAM ELEVATION(FEET) = 1006.40 ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.469 *[( 200:00 * *3) /( 3.10)1 * *.2 = 8.991 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.040 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7155 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.74 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 62 ----------------------------------------------- ---------------'-------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 1006.40 DOWNSTREAM ELEVATION(FEET) = 1002.20 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 10.66 M Page 4 J LINE4- 10.TXT 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.754 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7016 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.87 TOTAL AREA(ACRES) = 2'.80 PEAK FLOW RATE(CFS) = 5.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 14.11 FLOW VELOCITY(FEET /SEC.) = 3.09 DEPTH *VELOCITY(FT *FT /SEC.) = 0.62 _ LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = '475.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 10.66 RAINFALL INTENSITY(INCH /HR) = 2.75 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.61 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.76 19.28 1.952 9.50 2 5.61 10.66 2.754 2.80 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * *** * * * * * * * * ** ** * ** * * ** * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **.PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.66 10.66 2.754 2 16'.74 19.28 1.952 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.74 TC(MIN.) = 19.28 TOTAL AREA(ACRES) = 12.30 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 865.00 FEET. FLOW PROCESS FROM NODE 9_00 TO NODE 12.00 IS CODE = 31 ------------------- - - -- - - -----=----------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 992.00 DOWNSTREAM(FEET) 990.30 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.57 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.74 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 19.74 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 12.00 = 1075.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.74 RAINFALL INTENSITY(INCH /HR) = 1.93 TOTAL STREAM AREA(ACRES) = 12.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM - NODE - - - -- -3_00 TO NODE 10.00 IS CODE = 21 ----- - - - - -- ------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY.(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 Page 5 ,t, 1 1 1 1 M r LINE4- 10.TxT UPSTREAM ELEVATION(FEET) = 1002.60 DOWNSTREAM ELEVATION(FEET) = 999.80 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.469 *[( 260.00 * *3) /( 2.80)] * *.2 = 10.740 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.742 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7010 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.92 - -FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 991.70 DOWNSTREAM(FEET) = 990.30 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.55. ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 12.00 = 335:00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME AF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH /HR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT'CONFLUENCE = 1.92 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 -----------------------=---------------------------------------------------- -- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)3 * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1003.50 DOWNSTREAM ELEVATION(FEET) = 999.60 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.469 *[( 270.00 * *3) /( 3.90)3 * *.2 = 10.281 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7046 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.78 FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.813 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7046 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.37 TC(MIN.) = 10.28 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = .10:28 RAINFALL INTENSITY(INCH /HR) = 2.81 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.37 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.74 19.74 1.926 12.30 Page 6 LINE4- 10.TXT 1.92 10.97 2.709 1.00 3.37 10.28 2.813 1.70 n,t,trr��r.�,taa, rya, t, ta��rtr� ,r�r.er.naaa,t,t�WARNING,r�a�,t t�t��, x�a ,tc,t�,t��e,t,t�ec,re,t,t,teee� 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 3 STREAMS. na PEAK FLOW RATE TABLE as STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.89 10.28 2.813 2 14.46 10.97 2.709 3 20.41 19.74 1.926 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.41 TC(MIN.) = 19.74 TOTAL AREA(ACRES) = 15.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 12.00 = 1075.00 FEET. naa��e�, rena�, t, r, t, ra, r��trtr��etr�ae�trtr��ar. ��ar. ��n��, te��ar .r.naae�nk,t��n�rr�,taa�,t��,� FLOW PROCESS FROM NODE 12.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 990.30 DOWNSTREAM(FEET) = 988.10 FLOW LENGTH(FEET) = . 480.00 MANNING *S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.41 PIPE TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 21.01 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 16.00 = 1555.00 FEET. ,t,trraaeecn��,t,t, Lana, r��trtrna��, te��r., r, te�n�, t��e,t,r,ta,t�a,t,t�e,t,te��ne t�at:r.,t,tcn,t,r,r,t,t�* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 21.01 RAINFALL INTENSITY(INCH /HR) = 1.86 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.41 aaanannaanananaaa annna*a**a nnna*a nanny asanaaa aaanaaanaannaanananan�naaaaaaaa - -FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = Ka[(LENGTHna3) /(ELEVATION CHANGE)]na.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION'(FEET) = 1002.50 'DOWNSTREAM ELEVATION(FEET) = 998.20 ELEVATION DIFFERENCE(FEET) = 4.30 TC = 0.469'[( 270.00an3) /( 4.30)]a".2 = 10.083 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.845 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7062 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.21 aaaaaaanaanaaaanaannnnaannnn** aa** n* nn* a* annnnanaaannnnnaanaaanaanaaaananaaa FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 IS CODE = 62 --------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 998.20 DOWNSTREAM ELEVATION(FEET) = 996.70 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Page 7 ;;.z LINE4- 10.TXT 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) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.52 AVERAGE FLOW'VELOCITY(FEET /SEC.) = , 2.26 PRODUCT.OF DEPTH &VELOCITY(FT *FT /SEC.) =' 0.38 STREET FLOW TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 11.19 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6975 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.61 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 420.00 FEET. ******************************** e************ * * * * ** * * ** * * * * * ** * ** * * * * ** * * * ** r' FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6975 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) 7.25 TC(MIN.) = 11.19 ********************************************* *** * * * * * * * * * * * * * * ** ** * * * **** * ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 81 =--------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6975 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 7.81 TC(MIN.) = 11.19 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 11.19 RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.81 �' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) - (MIN.) (INCH /HOUR) (ACRE) 1 20.41 21.01 1.858 15.00 2 7.81 11.19 2.678 4.10 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 18.68 11.19 2.678 2 25.83 21.01 1.858 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.83 TC(MIN.) = 21.01 TOTAL AREA(ACRES) = 19.10 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 16.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 19.00 IS CODE = 31 Page 8 P LINE4- 10.7X7 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 988.10 DOWNSTREAM(FEET) = 986.40 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.83 PIPE TRAVEL TIME(MIN.) = 0.36 . TC(MIN.) = 21.37 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 19.00 = 1745.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 81 ' »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.839 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6387 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) .= 0.23 TOTAL AREA(ACRES) = 19.30 TOTAL RUNOFF(CFS) = 26.06 TC(MIN.) = 21.37 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 986.40 DOWNSTREAM(FEET) 985.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.012 DEPTH OF FLOW IN '27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.53 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.06 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 21.69 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = .1910.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE= 1 --------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< _ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.69 RAINFALL INTENSITY(INCH /HR) = 1.82 TOTAL STREAM AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.06 1 t FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----- - - - - -- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 1002.60 DOWNSTREAM ELEVATION(FEET) = 997.60 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.469 *[( 390.00 * *3) /( 5.00)] * *.2 = 12.198 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SINGLE- FAMILY(1 -ACRE 'LOT) RUNOFF COEFFICIENT = .6902 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.35 FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 987.70 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 20.00 = 450.00 FEET. Page 9 [L] LINE4- 10.TXT FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE 'VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 RAINFALL INTENSITY(INCH /HR) = 2.52 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ----------------------------=----------------------------------------------- �. » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 r UPSTREAM ELEVATION(FEET) = 1005.00 DOWNSTREAM ELEVATION(FEET) = 1001.70 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.469 *[( 200.00 * *3) /( 3.30)] * *.2 = 8.879 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.063 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7165 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.54 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 62 ---------------------------------------------------------------------------- --»»>(STREEE- STREET - FLOW - TRAVEL- TIME)<<<<< SUBAREA « « <-------------- - - - - -- »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1001.70 DOWNSTREAM ELEVATION(FEET) = 998.80 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.99 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 4.02 TC(MIN.) = 12.90 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.466 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6853 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 4.73 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 6.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET'FLOOD WIDTH(FEET) = 17.17 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 680.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 20'.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - -»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) 988.00 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012 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.) = 13.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.27 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 20.00 = 720.00 FEET. ********************************************* * **** * ** * * * * * ** * * * ** ** * * ** * * * ** Page 10 1 1 Page 11 LINE4- 10.TXT FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ----------- ------ ---- ---------------- --------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.94 RAINFALL INTENSITY(INCH /HR) = 2.46 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.27 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 26.06 21.69 1.823 19.30 ' 2 0.35 12.42 2.521 0.20 3 6.27 12.94 2.460 3.50 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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 21.29 12.42 2.521 ' 2 22.16 12.94 2.460 3 30.96 21.69 1.823 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.96 TC(MIN.) = 21.69 TOTAL AREA(ACRES) = 23.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1910.00 FEET. END OF STUDY SUMMARY: TC(MIN.)- = 2169 TOTAL AREA( ACRES)----- _ PEAK FLOW RATE(CFS) 30.96 - - - - -2 300-- F --- N-------- - - - - -- -- - - - -- END OF RATIONAL METHOD ANALYSIS 1 1 Page 11 1 LINE8- 10.TXT RATIONAL ^ METHOD ^ HYDROLOGY COMPUTER ^PROGRAM ^' BASED ^ON^ RIVERSIDE COUNTY FLOOD CONTROL &.WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release. Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 3enher Street, Suite 200 Irvine, CA_ 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison Club 10 -yr ^ Phase 1, Line 8 6/3/05 FILE NAME: LINE8-10.DAT TIME /DATE OF STUDY: 18:54 06/03/2005 ----------------------------------------=----------------------------- - - - - -= 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 19.0' 14.0 0.02010.10010.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)°(Velocity) Constraint = ..6.0 (FT *FT /S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. FLOW PROCESS FROM NODE - -- 26_00 -TO- NODE - - - -- 27_00 -IS CODE = 21 ---------- - - - - -- ----------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -------------------------------------------- - ----- ASSUMED INITIAL SUBAREA UNIFORM Page 1 1 LINE8- 10.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC. = K* [(LENGTH** 3) /(ELEVATION CHANGE)] ** . 2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 2.75.00 UPSTREAM ELEVATION(FEET) '= 997.80 DOWNSTREAM ELEVATION(FEET) = 994.80 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469°[( 275.00 *3)/( 3.00)]'°.2 - 10.955 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.711 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF.COEFFICIENT = .6993 ' SOIL CLASSIFICATION IS 'W' SUBAREA RUNOFF(CFS) = 0:38 TOTAL AREA(ACRES). = 0.20 TOTAL RUNOFF(CFS) = 0.38 -- FLOW-PROCESS AFROM - NODE - - -- _27.00 -TO- NODE - - - -- 28_00 -IS- CODE ^ = 62 ---------------------------- 7---- >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ' - - » » >( STREET- TABLE - SECTION - # - -2- USED)««<_ _______________________________ UPSTREAM ELEVATION(FEET) = 994.80 .DOWNSTREAM ELEVATION(FEET) = 991.20 STREET LENGTH(FEET) = 350.00 CURB HEI.GHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING - RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 1.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.13 HALFSTREET FLOOD WIDTH(FEET) = 10.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.96. PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.25 STREET FLOW TRAVEL TIME(MIN.) = 2.98 TC(MIN.) = 13.94 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.357 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6785 SOIL CLASSIFICATION IS "B SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.41 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH*VELOCITY(FT*FT /SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 28.00 = 625.00 FEET. -- FLOW - PROCESS -FROM - NODE - - - -- 28.00 -TO- NODE - - - -- 29.00- IS� CODE - _-- 41---- - - - - -- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ------------------------------------ ------------------------ ELEVATION DATA: UPSTREAM(FEET) = .985.30 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE Is 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.35 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.10 PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 14.15 Page 2 t 1 1 1 Ll LINE8- 10.TXT LONGEST FLOWPATH FROM NODE 26.00 TO NODE 29.00 = 679.00 FEET. FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 14.15 RAINFALL INTENSITY(INCH /HR) 2.34 TOTAL STREAM AREA(ACRES) = 1:90 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.10 ^ ^^ FLOW PROCESS FROM.NODE 30.00 TO NODE 31.00 IS CODE = 21 ---- - - - - -- » » >RAT.IONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------- - - - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* * (LENGTH * *3) /(ELEVATION CHANGE)] .2 INITIAL SUBAREA.FLOW- LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 992.70 ELEVATION DIFFERENCE(FEET) = 7.30 TC = 0.469'[( 280.00 * *3) /( 7.30)] * *.2 = 9.270 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.987 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7130 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 2.13 . TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.13 FLOW PROCESS FROM NODE 31.00 TO NODE 29.00 IS CODE = 62 --------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 992.70 DOWNSTREAM ELEVATION(FEET) = 990.80 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSS FALL (DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 3.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.37 STREET FLOW TRAVEL TIME(MIN.) =. 1.41 TC(MIN.) = 10.68 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.751 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7014 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) _ 1.74 Page 3 1 ' LINE8- 10.TXT TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH*VELOCITY(FT="FT /SEC.) 0.45 _ LONGEST ^FLOWPATH FROM NODE^ 30.00^TO ^NODE ^^ 29;00 - ^^ ^470.00 FEET; ^^ FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 -----------------=----=----------------------------------------- ' » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « <. » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------- -_____ TOTAL NUMBER OF STREAMS = 2 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH /HR) = 2.75 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.10 14.15 2.337 1.90 2 3.87 10.68 2.751 1.90 r. n :: .. J; n'A..J; ...J; J.; J. J; .; �. �.; �:.. '.; J..• J... J; J; AJ; ':: .'.; .J; A �: J.. -'.[ J.0 n '.: n .J: J.: J; !C n n n .J; .J;'.); ^..J; .J; A A J; J. �. J; .J; '.: J.: n :: �: �: .J; J; .'.; '...' WARNING °'" IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCF.0 &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 .6.21 10.68 2.751 2 6.38 14.15 2.337 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) 6.21 TC(MIN.) = 10.68 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 29.00 = 679.00 FEET. .. .. J; .J; J; J.: .. J. J..I. J; J. J: ......' J. �; �; .. ' J.::; '..' J; S:.'.; J; J; J.; J; J: :: ':: l•: n ...' .J; J; .J; �: n ----------- ; ; .. .: FLOW PROCESS FROM NODE 29.00 TO NODE 35.00 IS CODE 41 --------------------------------------------------- - - - - -- ------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - - » »> USING- USER-SPECIFIED - PIPESIZE - (EXISTING - ELEMENT) <<< < < ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 985.00 DOWNSTREAM(FEET) = 82.70 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.1 INCHES PIPE- FLOW .VELOCITY(FEET /SEC.) = 46.79 GIVEN PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.21 . PIPE TRAVEL TIME(MIN.) 0.11 TC(MIN.) 10.80 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 35.00 999.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE Page 4 1 1 ' LINE8- 10.TXT ---------------------------------------------------------------=------------ - -» »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« «<------- - -� - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.80 RAINFALL INTENSITY(INCH /HR) = 2.73 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21 u L� t r fF 1 L� FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 ------------------------------------------------------=--------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [ (L.ENGTH* * 3) /(ELEVATION CHANGE) ] *'- . 2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = . 1003.00 DOWNSTREAM ELEVATION(FEET) = 996.40 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.469'°[( 270.00''°3)/(. 6.60)]'-•.2 = 9.255 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.990 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7132 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 2.13 - -FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE =. 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »> ( STREET TABLE SECTION # 2 USED) « «< - -------------------------------------------------- ------------------------ UPSTREAM ELEVATION(FEET) = 996.40 DOWNSTREAM ELEVATION(FEET) = 994.30 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK( FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) 1.36 Tc(MIN.) = 10:61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.761 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7020 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 2.90 PEAK FLOW.RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0..22 HALFSTREET FLOOD WIDTH(FEET) = 15.20 Page 5 5.82 a LINES- IO.TXT FLOW VELOCITY(FEET /SEC..) = 2.72 DEPTH* "VELOCITY(FT =FT /SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 34.00 = 470.00 FEET. FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 41 -----------------------------------------------------------=- ' » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)« «< ELEVATION DATA UPSTREAM(FEET) = 988.30 DOWNSTREAM(FEET) = 982.70 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 13.56 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.82 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 10.70 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 35.00 = 540.00 FEET. , ^AFLOW ^PROCESS AFROM ^NODE ^^ ^^35.00 ^TO NODE ^^ ^ ^35.00 ^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.) = 10.70 RAINFALL INTENSITY(INCH /HR) = 2.75 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.82 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR). (ACRE) 1 6.21 10.80 2.734 3.80 2 5.82 10.70 2..748 2.90 ..... ..... ............................... .............. �:. 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 I.N THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO^ CONFLUENCE FORMULA USED FOR 2 STREAMS. ' PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.96 10.70 2.748 2 11.99 10.80 2.734 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.99 TC(MIN.) = 10.80 TOTAL AREA(ACRES) = 6.70 i -- LONGEST FLOWPATH FROM NODE 26.00 TO NODE 35.00 = 999.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 6.70. TC(MIN.) = 10.80 PEAK FLOW RATE(CFS) 11.99 ----- - - - - -- ----------------------------- ------ END OF RATIONAL METHOD ANALYSIS Page 6 LINE1410.TXT ********************************************* * * ** * * * ** * ** * * ** * * * * * * * * * * ** * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling version 6.OD) Release Date:.01 /01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * * * * * * ** * * * * * * * * * * * * * * * * ** * Madison Club 10 -yr * Phase 1, Line 14 * 12/11/05 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: LINE1410.DAT TIME /DATE OF STUDY: 12:49 12/11/2005 ---------------------------------------------------------------------------- ' -- 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE:* FLOW PROCESS FROM NODE 26.00 TO NODE 37.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSES««< 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 1005.00 DOWNSTREAM ELEVATION(FEET) = 1002.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.469 *[( 250.00 * *3) /( 2.50)1 * *.2 = 10.731 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.744 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7010 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.73 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 62 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1002.50 DOWNSTREAM ELEVATION(FEET) = 1001.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 ' Page 1 LINE1410.TXT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF.= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk FIOw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET. FLOOD WIDTH(FEET) = 15.75 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.42 ' STREET FLOW TRAVEL TIME(MIN.) = 3.11 TC(MIN.) = 13.84 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.367 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6791 SOIL CLASSIFICATION IS "B" L 1 n SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.66 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.37 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY(FT *FT /SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 38.00 = 580.00 FEET. FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 992.00 DOWNSTREAM(FEET) 991.90 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.54 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.39 PIPE TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = X14.49 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 39.00 = 678.00 FEET. FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 14.49 RAINFALL INTENSITY(INCH /HR) = 2.30 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.39 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ------------------------------------------------------------ »»>RATIONAL METHOD'INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1004.80 DOWNSTREAM ELEVATION(FEET) = 1002.00 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.469 *[( 200.00 * *3) /( 2.80)] * *.2 = 9.176 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.005 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7139 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 39.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< - »»>( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 1000.20 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 Page 2 f� ' LINE1410.TXT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.80 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 3.43 TC(MIN.) = 12.61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.498 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6873 ' SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.26 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.19 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.68 FLOW VELOCITY(FEET /SEC.) = 1.99 DEPTH *VELOCITY(FT *FT /SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 39.00 = 570.00 FEET. 1 » »>FLOW PROCESS FROM NODE 39.00 TO NODE 39:00 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.) = 12.61 RAINFALL INTENSITY(INCH /HR) = 2.50 TOTAL STREAM AREA(ACRES) = 2.80 ' 'PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.39 14.49 2.305 3.80 ' 2 5.19 12.61 2.498 2.80 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 10.76 12.61 2.498 2 11.18 14.49 2.305 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.18 TC(MIN.) = 14.49 TOTAL AREA(ACRES) = 6.60 ' LONGEST FLOWPATH FROM NODE 26.00 TO NODE 39.00 = 678.00 FEET. FLOW PROCESS FROM NODE 39:00 TO NODE 44.00 IS CODE = 31 ---------------------------------------------------------------------------- - » »> COMPUTE - PIPEEFLOW- TRAVEL - TIME - THRU- SUBAREA«URE FLO------------------ »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 991.90 DOWNSTREAM(FEET) = 985.20 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 ' DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES 'PIPE -FLOW VELOCITY(FEET /SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS).= 11.18 PIPE TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 16.27 ' LONGEST FLOWPATH FROM NODE 26.00 TO NODE 44.00 = 1438.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 44:00 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.) = 16.27 ' Page 3 LF� LINE1410.TXT RAINFALL INTENSITY(INCH /HR) = 2.15 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.18 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 -------------------------------------------------- »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1002.20 DOWNSTREAM ELEVATION(FEET) = 998.20 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 200.00 * *3) /( 4.00)] * *.2 = 8.544 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.132 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7195 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.03 FLOW PROCESS FROM NODE 43.00 TO NODE 130.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »»>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 998.20 DOWNSTREAM ELEVATION(FEET) = 996.50 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.65 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TC(MIN.) = 10.88 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.722 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6999 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.81 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.84 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET).= 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.73 FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 130.00 = 480.00 FEET. ' FLOW PROCESS FROM NODE 130_00 -TO- NODE -- 44.00 IS CODE = 62 --- - - - - -- -------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 996.50 DOWNSTREAM ELEVATION(FEET) = 994.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 ' INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = '1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 8.25 ** *STREET FLOW SPLITS OVER STREET-CROWN' FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.25 SPLIT DEPTH(FEET) = 0.08 SPLIT FLOOD WIDTH(FEET) = 8.09 SPLIT FLOW(CFS) = 0.52 SPLIT VELOCITY(FEET /SEC.) = 1.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' Page 4 �,I LINE1410.TXT ' STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 13.17 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.436 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6834 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 10.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.25 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 44.00 = 790.00 FEET, FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 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.) = 13.17 RAINFALL INTENSITY(INCH /HR) = 2.44 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.67 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.18 16.27 2.155 6.60 2 10.67 13.17 2.436 5.80 ' 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 19.72 13.17 2.436 2 20.62 16.27 2.155 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: ' PEAK FLOW RATE(CFS) = 20.62 TC(MIN.) = 16.27 TOTAL AREA(ACRES) = 12.40 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 44.00 = 1438.00 FEET. 1 - -FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 31 --------- ------- ----- ----- ------------- ---------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ' ELEVATION DATA: UPSTREAM(FEET) = 985.10 DOWNSTREAM(FEET) = 984.20 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.84 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.62 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 16.61 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 45.00 = 1578.00 FEET. *AAY it**ir*fi it it****it * *1+ * * * * * *+1***ir*ir ir*ir it it * *'*****iti i it it irk**A*ir *iF*Tr ak it *iF *a}*k fr fr ir*ir*ir FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 16.61 RAINFALL INTENSITY(INCH /HR) = 2.13 TOTAL STREAM AREA(ACRES) = 12.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.62 - -FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ' Page 5 F� LINE1410.TXT ' ASSUMED INITIAL SUBAREA UNIFORM A DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1003.20 DOWNSTREAM ELEVATION(FEET) = 998.90 ELEVATION DIFFERENCE(FEET) = 4.30 TC = 0.469 *[( 280.00 * *3) /( 4.30)] * *.2 = 10.305 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.809 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7044 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.78 FLOW PROCESS FROM NODE 47.00 TO NODE 131.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED)««< ' UPSTREAM ELEVATION(FEET) = 998.90 DOWNSTREAM ELEVATION(FEET) = 997.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ' STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:. STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT-OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.39 STREET FLOW TRAVEL TIME(MIN.) = 2.54 TC(MIN.) = 12.85 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.471 SINGLE- FAMILY(1 =ACRE LOT) RUNOFF COEFFICIENT = .6857 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.39 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 15.91 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 131.00 = 580.00 FEET. 1l **'*ir it Tr it *fr it it it it fr it**t fr fr it irf fr fr fr it ir*ir ie**ir * **'**'ir***ir*ir fr*Ye it it it ir*ir*ir *T****f al it sY**Air***ir 'FLOW PROCESS FROM NODE 131.00 TO NODE 48.00 IS CODE = 62 ---------------------------------------------------- =----------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET_ TABLE _ SECTION - #2_USED)< << << ----- --- --- ------ ------ - - - --- UPSTREAM ELEVATION(FEET) = 997.00 DOWNSTREAM ELEVATION(FEET) 995.30 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 7.15 ** *STREET FLOW SPLITS OVER STREET-CROWN' FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 1.83 SPLIT DEPTH(FEET) = 0.12 SPLIT FLOOD WIDTH(FEET) = 9.89 ' SPLIT FLOW(CFS) = 0.87 SPLIT VELOCITY(FEET /SEC.) = 1.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET'FLOW TRAVEL TIME(MIN.) = 4.56 TC(MIN.) = 17.41 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.072 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6582 SOIL CLASSIFICATION IS "B" ' Page 6 it LJ LINE1410.TXT SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) 3.95 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 9.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 1.83 DEPTH *VELOCITY(FT *FT /SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 48.00 = 1080.00 FEET. --FLOW PROCESS FROM NODE 48.00 TO NODE 45.00 IS CODE = 31 -------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 985.40 DOWNSTREAM(FEET) = 985.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.98 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.12 ' PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 17.52 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 45.00 = 1120.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 45..00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< , TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.52 RAINFALL INTENSITY(INCH /HR) = 2.06 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.62 16.61 2.129 12.40 ' 2 9.12 17.52 2.064 5.80 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 29.27 16.61 2.129 2 29.12 17.52 2.064 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.27 TC(MIN.) = 16.61 TOTAL AREA(ACRES) = 18.20 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 45.00 = 1578.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.20 TC(MIN.) = 16.61 PEAK FLOW RATE(CFS) = 29.27 END OF RATIONAL METHOD ANALYSIS LJ I Page 7 ' LINE1510.TXT RATIONAL ^ METHOD. ^ HYDROLOGY ^ COMPUTER, PROGRAM ^BASED 4ON, ^^^ ^^ RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982 -2004 Advanced Engineering Software (des) (Rational Tabling version,6.OD) Release Date: 01/01/2004 .License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY .. • Madison Club 10 -yr • Phase 1, Line 15 6/3/05 ' FILE NAME: LINE1510..DAT TIME /DATE OF STUDY: 19:00 06/03/2005 ---------------------------------------------------------------------------- ' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE STZE(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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1—Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint.= 6..0 (FF *FT /S) °SIZE PIPE WITH A FLOW CAPACITY GREATER. THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.°- FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 21 ------------------------------------------------------ ------------- 7 -------- >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------- ------- ASSUMED INITIAL SUBAREA UNIFORM Page 1 LINE1510.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) ' TC = K*[(LENGTH °*3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 997.90 DOWNSTREAM ELEVATION(FEET) = 993.90 ' ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469*[( 300.00**3)/(. 4.00)]' *'.2 = 10.897 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.719 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6998 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.71 ' ,FLOW �PROCESS ,FROM ,NODE ,^ ^50.00 ^TO^ NODE ^ ^ ^^ ^51.00 ^IS ^ CODE ^= 62 ^ ^^^^ ^ ^ ^^ ---------------=------------------------------------------------------------- » ». >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 993.90 DOWNSTREAM ELEVATION(FEET) = 992.30 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF.HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.0.50 ' Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk F1oW Section 00. = 0.02 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) .= 11.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.34 ' STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 12.07 10 YEAR RAINFALL INTENSITY(INCH /HOUR).= 2.563 SINGLE7FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6911 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) 1.10 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.66 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 13.07 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH°VELOCITY(FT *FT /SEC.) = 0.43 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 51.00 = 455.00 FEET. FLOW ,PROCESS �FROM �NODE ^ _ ^52.00 TO NODE„ A51.00ISJ'CODE,= _81 ^^ ^^ ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR). = 2.563 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6911 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) .= 1.77 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 5.43 TC(MIN.) _ 12.07 Page 2. 1 LINE1510.TXT FLOW PROCESS FROM NODE 51.00 TO NODE 53.00 IS CODE = 31 ------ ----- ----- ------------- ---------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ' ELEVATION DATA UPSTREAM(FEET) = 984.80 DOWNSTREAM(FEET) 984.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.05 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5:43 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN:) = 12.53 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 53.00 = 595.00 FEET. n n .I. �../. �. n A J' :: 'a.:: �.: �.:.. �: '.. '... '.... �..•'.i' �. "::.: n .. n n �: n .. �.::: na. :.. '.. 'i. �. n n .. n n'y. '.i'd. '.: '::.. '. �: n't. �.: �.: S:.. n n n .. �:......:: A .i..r...a. 1. n FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 1 -- » » >DESIGNATE- INDEPENDENT - STREAM - FOR - CONFLUENCE << < < < ----------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 12.53 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE =. 5.43 ,FLOW nPROCESS nFROM ,NODE � nnn54.00nTOn NODE ,nn ,55.00 is CODE n= J21^ nnn n ---------------------------------------------------------------------------- ' -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------- --------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH** 3) /(ELEVATION CHANGE)] .2 ' INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 997.00 DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) 3.00 TC = 0.469'[( 340.00'°3)/( 3.00)]="".2 = 12.443 ' 10 YEAR RAINFALL INTENSITY (INCH /HOU.R) = 2.518 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6884 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.25 ' -- FLOW - PROCESS - FROM - NODE - - - -- 55_00 -TO- NODE - - - -- 53_00 -IS- CODE = 62 - -- ---- _ - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) = 992.80 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = .0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for .Back -of -walk Flow Section = 0.0200 . Page 3. LINE151O.TXT * *TRAVEL .TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14..60 AVERAGE FLOW VELOCITY( FEET /SEC.) = 2.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = - 0.57 STREET FLOW TRAVEL TIME(MIN.) = 0.68 TC(MIN..) 13.12 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2:441 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF. COEFFICIENT = ..6838 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 3.60 SUBAREA RUNOFF(CFS) = 6.01 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 8.26 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT*FT /SEC.) = 0.79 ' LONGEST FLOWPATH^ FROM ^NODE ^ 54.00 TO NODE ^ ^^^ ^53;00 = 450.00 FEET. ^ ............ ............ FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 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.) - 13.12 RAINFALL INTENSITY(INCH /HR) = 2.44 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.26 CONFLUENCE DATA = STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.43 12.53 2.507 3.00 2 8..26 13.12 2.441 4.90 ' ..:: , :.. s: �: ,: � :.. �: �• �: �• �: �: ,: �:.. �: �: •:: ,: �• � �: �; .. � �: , :.. �- ':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 ^^ ��:: s: �• �• �: �; �" ��. �. a� :........................... ............................... OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY' NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 13.32 12.53 2.507 2 13.55 13.12 2.441 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.55 TC(MIN.) = 13.12 TOTAL AREA(ACRES) = 7.90 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 53.00 = 595.00 FEET. FLOW ^PROCESS , FROM ^NODE53.00~TOA NODE, ^,'60.00^IS, CODE ^= ^ ^31�^ ^ ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< Page 4 m� LINEI510.TXT ELEVATION DATA: UPSTREAM(FEET) 984.00 DOWNSTKEAM{FEET} = 982'00 FLOW LENGTH(FEET) = 305.80 MANNING'S N = 0'012 DEPTH OF FLOW IN 2I'0 IN[* PIPE IS 17.2 INCHES PIPE-FLOW VELO[Il-y( 5E[. ) = 5'42 ESTIMATED PI'PEDIAMETEK(IN[H} = 21'00 NUMBER OF PIPES � l PIPE-FL0W{CFS} = I5'55 PZPETKAvEL TIME(MIN') = 0'79 Tc(MIN.) = I3'92 ^ LONGEST FL0WPATH FROM NODE 49'00 TO NODE 6O'00 900'00 FEET. FLOW PROCESS FROM NODE 60'00 TO NODE 60'00 IS[DDE � I --------------- - ------------------ ------------------------------------------- »>>>>DESIGNATE INDEPENDENT STREAM FOR [ONFLUEN[E«:<<<« N� =---==--=-=�===�~=�======�==~===~�=======�==��==�=====� TOTAL NUMBER OF STREAMS = 2 [ONFLUEwtE VALUES USED FOR 'INDEPENDENT STREAM l ARE: TIME OF ODN[ENT 0N(NIN� ) ~ 13.92 RAINFALL INTENSITY[ZN[H/HR} = 2'36 TOTAL STREAM AREA(ACRES) = 7'90 PEAK FLOW RATE([FS) AT CONFLUENCE = 13.55 �~ FLOW PROCESS FROM NODE 56'00 TO NODE 57'00 IS [ODE = ZI --------------------------�-------------------------------------------------- >5>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«<« ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE R\MILY(I-ACRE LOTS} T[ = K*[{LENGTH+*3}/[ELEVATION [HANGE)]*+.Z INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 �~ UPSTREAM ELEVATION(FEET) = 997.90 DOWNSTREAM ELEVATION (FEET) = 993'9D ELEVATION DIFFERENCE(FEET) = 4'00 T[ = 0'469+[{ 300'00**3}/( 4.00)]**;2 = 10'897 10 YEAR RAINFALL INTENSITY(IN[H/AOUR] = 2.7I9 SINGLE-FAMILY[l-A[RE LOT] RUNOFF COEFFICIENT = .6998 SOIL CLASSIFICATION IS ''O" SUBAREA KUNOFF([FS} 1'7I TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF([FS} = I'7I FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS [ODE = 62 --------------------------------------- -------------------------------------- >>»>>[OMPUTE STREET FLOW TRAVEL TIME THRU SUDAREA<<<«« x»>>>(5TKEET TABLE SECTION # 2 USED)««<«« UPSTREAM ELEVATION(FEET) = 993'90 DOWNSTREAM ELEVATION(FEET) = 992.20 ~~ STREET LENGTH(FEET) = 178.00 [UKD HEIGHT(INCHES) ~ 6.0 STREET HALRWIDTH(FEET) = 19'00 DISTANCE FROM 0� M [K0NNT0 [K0SSFALL GRADE8REAK{FEET} = 14.80 INSIDE STREET [ROSSFALL(DE[IMAL} = 0`020 OUTSIDE STKEET [ROSSFALL(DE[IMAL} � 0'100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ l STREET PARKWAY [ROSSF4LL(DE[IM4L) ~ 0.050 Manning'� FRICTION FACTOR for StreetfloW 5ection(curb-to-curb) 0.0I50 Manning's FRICTION FACTOR for Back-of-Walk Flow 5ection 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FL0W([FS} 2.68 STKEETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) 0'16 . Page 5- -- -- w t I 1 'I 1 1 LINE1510.TXT HALFSTREET FLOOD WIDTH(FEET) = 11.86 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 12.20 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547. SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6901 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 3.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 13.12 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH°VELOCITY(FT*FT /SEC.) = 0.43 LONGEST FLOWPATH FROM NODE 56.00 TO NODE 58.00 = 470.00 FEET. FLOW PROCESS FROM NODE 59.00 TO NODE 58.00 IS CODE = 81 >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6901 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.69. TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) 7.34 TC(MIN.) = 12.20 FLOW PROCESS FROM NODE 58.00 TO NODE 60.00 IS CODE = 31 ---------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 983.60 DOWNSTREAM(FEET) = 982.00 FLOW LENGTH(FEET) = 100..00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.34 PIPE TRAVEL,TIME(MIN.) = 0.21 TC(MIN.) = 12.41 LONGEST FLOWPATH FROM NODE 56.00 TO NODE 60.00 = 570.00 FEET. FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 12.41 RAINFALL INTENSITY(INCH /HR) = 2.52 TOTAL STREAM AREA(ACRES) = 4.10 .PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.34 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.55 13.92 2.359 7.90 2 7.34 12.41 2.522 4.10 .............. ...................... ............................:.• WARNING' ................................... ..........................:.... Page 6 L4- LINE1510..TXT IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT. VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM. VALUE OF PEAK FLOW. ,. : -- r 1 1 i 1 i1 Page 7 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 19.42 12.41 2:522 2 20.41 13.92 2.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.41 TC(MIN.) = 13.92 TOTAL AREA(ACRES) = 12.00 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 60.00 = 900.00 FEET. END OF. STUDY SUMMARY: TOTAL AREA(ACRES) = 12.00 TC(MIN.) = 13.92 PEAK FLOW RATE(CFS) = 20.41 ------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS r 1 1 i 1 i1 Page 7 w t LINE2210.TXT RATIONAL ^ METHOD ^HYDROLOGY ^COMPUTER ^PROGRAM ^BASED ^ON RIVERSIDE COUNTY.FLOOD.CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 ----------- DESCRIPTION OF STUDY .. • Madison Club 10 -yr. • Phase 1, Line 22 * 6/3/05 FILE NAME: LINE2210.DAT TIME /DATE OF STUDY: 19:01 06/03/2005 ---------------------------------------------------=------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------ USER SPECIFIED STORM EVENT(YEAk) = 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow- Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)=( velocity) Constraint = 6.0 (FT *FT /S). SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ... ............................... FLOW PROCESS. FROM NODE-. 61.00 TO NODE 62.00 IS CODE= 21 ---------------------------------- 7 ------------------------------------------ »»> RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM �` Page 1 '1 LINE2210.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] * .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET)'= 999.40 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.469-[( 300.00* 3)/( 2.60)]'°:2 = 11.878 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.587 SINGLE- FAMILY(1 -ACRE LOT).RUNOFF COEFFICIENT = .6924 SOIL CLASSIFICATION IS "B" ,- SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.43 ---,---,- �---,-------'-,--• A. L-•------,-,---'--,-- A-,--,------,------ '----- •- A- ,- ,- '- ,-- A--- , - -• -- FLOW.PROCESS FROM NODE 62.00 TO,NODE63.00 IS, CODE 62 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 999.40 DOWNSTREAM ELEVATION(FEET) 999.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 l�\ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 2.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.02 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.28 STREET FLOW TRAVEL TIME(MIN.) = 4.08 TC(MIN.) = 15.96 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.179 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6662 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 2.90 PEAK'FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 1.09 DEPTH °VELOCITY(FT`FT /SEC.) = 0.33 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 63.00 = 550.00 FEET. -- FLOW- PROCESS�FROM ^NODE ^ ^^ A63.00 TO ^ NODE ^^ ^,64.00^IS ^ CODE ^ = ^A41� ^^ ^^ ----------------------------------------------------------------- » »> COMPUTE PIPE -FLOW. TRAVEL TIME THRU SUBAREA««< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)« «< ELEVATION DATA: UPSTREAM(FEET) = 990.70 DOWNSTREAM(FEET) _ .989.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 7.42 GIVEN PIPE DIAMETER(INCH) = 18.00 . NUMBER OF PIPES 1 PIPE= FLOW(CFS) = 4.48 PIPE TRAVEL TIME(MIN:.) = 0.13 TC(MIN.) = 16.09 Page 2 1 LINE2210.TXT LONGEST FLOWPATH FROM NODE 61.00 TO NODE 64.00 = 610.00 FEET. FLOW PROCESS FROM NODE .64.00 TO NODE 64.00.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.) 16.09 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 --------------------------------- 7 ------------------------------- ---------- - » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH *3) /(ELEVATION CHANGE))' ° =.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270..00. UPSTREAM ELEVATION(FEET) = 1001.50 DOWNSTREAM ELEVATION(FEET) = 998.90 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.469'[( 270.00 * *3) /( 2.60)1 * .2 = 11.150 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.683 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF' COEFFICIENT = .6978 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.31 -- FLOW -PROCESS -FROM -NODE - - -_- 66.00 -TO- N ODE - - - -- '64.00 IS� CODE -=-- 62---- - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1000.40 DOWNSTREAM ELEVATION(FEET) = 999.60 STREET LENGTH(FEET) = 160.00 CURB HEIGH.T(INCHES) = 6.0 STREET- HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSS FALL (DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSS FALL (DECIMAL) =. 0.050 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) = 2.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.65 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.30 STREET FLOW TRAVEL TIME(MIN.) = 1.6'2 TC(MIN.) = 12.77. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.480 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6862 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA.RUNOFF(CFS) = 2.38 Page 3 v LTNE2210.TXT TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) 14.82 FLOW VELOCITY(FEET /SEC.) = 1 .83 DEPTH *VELOCITY(FT *FT /SEC.) = 0.40 LONGEST FLOWPATH FROM NODE 65.00 TO NODE 64.00 = 430.00 FEET. FLOW PROCESS.FROM NODE 64.00 TO.NODE 64.00 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.) = 12.77 RAINFALL INTENSITY(INCH /HR) = " 2.48 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.69 °^ CONFLUENCE DATA •• STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.48 16.0.9 2.168 2.90 2 3.69 12.77 2.480 2.10 .. �• � .. � � �: � .. ,; ;; �. �; .;,. �; � �; �; �; ,; �; �. �. �. �:.... � :: �- .. �- �: 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 r CONFLUENCE FORMULA USED FOR 2 STREAMS: PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.25 12.77 2.480 2 7.71 16.09 2.168 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.71 TC(MIN.) = 16.09 TOTAL AREA(ACRES) = 5.00 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 64.00 = 610.00 FEET. ^�FLOW.PROCESS, FROM ANODE ^ 64.00`TOJ NODE , ^67.,00^IS^ CODE ^= ^J'41, ^^^^ ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA.: UPSTREAM(FEET) = 989.60 DOWNSTREAM(FEET) = 988.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.25, GIVEN PIPE DIAMETE.R(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.71 PIPE TRAVEL TIME(MIN:) = 0.23. TC(MIN.) = 16.32 LONGEST FLOWPATH FROM NODE 61.00 TO NODE .67.00 = 710.00 FEET. FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 1 Page 4 G A LINE2210.TXT - - » »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE < < < < < --------------- - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATI.ON(MIN.) = 16.32 RAINFALL INTENSITY(INCH /HR) = 2.15 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.71 ^FLOWA PROCESS �FROM ^NODE A ^ ^68.00 ^TO� NODE ^� ^_^ ^ ^^ ^ ^_ ^ ^^ •^ 69.00 IS CODE 21 >>>RATIONAL METHOD INITIAL. SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC K*[(LENGTH **3). /(ELEVATI0N CHANGE)]"=.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 999.60 ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.469* E( 265.00 *3)/( 3.40)]' * .2 = 10.450 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.786 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7033 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.16 -- FLOW - PROCESS -FROM- NODE 69 - - - -- .,00 T0. NODE 70.00 IS CODE E = 62 -- - - - - - - - - » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 999.60 DOWNSTREAM ELEVATION(FEET) = 998.80 STREET LENGTH(FEET) = 270.00 CURB•HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning'S FRICTION FACTOR for Streetflow Sect.ion(curb -to -curb) = 0.0150 Mahhing'S FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 1 "TRAVEL TIME COMPUTED USING ESTIMATED - S MATED FLOW(CFS) - 3.30 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.58 AVERAGE FLOW VELOCITY(FEET %SEC.) = .1.47 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 3.07 TC(MIN'- = 13.52 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.399 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6812 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA,(ACRES) = 2.50 PEAK FLOW RATE(CFS) 4.44 END OF SUBAREA STREET FLOW.HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.22 Page 5 LINE22I0'TXT , FLOW VELO[ITY(FEET/SE['} 1.59 DEPTH*VELOCITY(FT+FT/SE[') 0.42 LONGEST FLOWPATH FROM NODE 68.00 TO NODE 70.00 535.00 FEET. FLOW PROCESS FROM NODE 70.00 TO NODE 7I'O0 IS [ODE _ 41 -�-------------------------------------------------------------------------- »>>>>[0MPUTE PIPE-FL0N TRAVEL TIME THKU SVBAREA<*<«« ' �>>>»U5ZNG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<«<< ELEVATION DATA: UPSTREAM(FEET).'= 992.80 DOWN-S'TREAM(FEET) 988.90 FLOW LENGTH(FEET) =. 125.00 MANNINGS*N = 0.012 �~ uEp/n or rLmw IN 18'0 INCH pzps z5 5.-8 INCHES PIPE-FLOW VELO[ITY(FEET/SE['} = 8'97 GIVEN PIPE DIAMETER(IN[H] = I8'00 NUMBER OF PIPES � l PIPE-FL0W([F5] = 4'44 PIPE TKAVEL TZME(MIN') = 0'33 Tc{MIN'} = 13.75 LONGEST FLOWPATH FROM NODE 68.00 TO NODE 71.00 = 660'00 FEET. ---*+*-*^---^+^^��++��+*��+�*��a*�*+�*�*�^� FLOW PROCESS FROM NODE 72.00 TO NODE 71'00 IS CODE = 81 --------------------- -------- ,>>�>>ADDITI0N OF SUBAREA TO MAINLINE PEAK FLOW<<«<< ==~======~===��-=-==�-====��--~===~=~============~==========~=====~==~==== I0 YEAR �4INFALL INTENSZTY�IN[H/HOUR) � 2']76 SINGLE-FAMILY(I-ACRE LOT] RUNOFF COEFFICIENT ~ .6797 SOIL CLASSIFICATION IS "8" SUBAREA AREA[A[RES} = 1'58 SUBAREA RUN0FF([FS} = 2.42 . ~~ TOTAL AREA(ACRES) = 4'00 TOTAL RUNOFF([FS] = 5.87 T[(MIN') = I3.75 ' �N FLOW PROCESS FROM NODE 7I'00 TO NODE 67.00 IS [ODE = 41 ----------------- ---------- ----------------------------------------------- >>»>> PIPE-FLOW TRAVEL TIME TH0] SUBAKEA«<<<< >5->>>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT}<<<<< ELEVATION DATA: UPSTREAM(FEET) = 988'90 DOWNSTREAM(FEET) 988.40 FLOW LENGTH(FEET) = 40'00 MANNZNG'S N = 0'0I2 DEPTH OF FLOW IN I8.0 INCH, PIPE IS 9'6 INCHES �N PIPE-FLOW VEL0[ITY(FEET/SE[.} = 7'20 .�� GIVEN PIPEDIAMETER{IN[H) = I8'00 NUMBER OF PIPES � I ' PIPE-FLOW([FS] =� 5'87 PIPE TRAVELTIME{MIN'} = 0'09* Tc(MIN.) = 13'84 LONGEST FLOWPATH FROM NODE . 68-00 TO NODE 67.00 .700.00 FEET. FLOW PROCESS FROM NODE 67.00 TO NODE 67'00 I5 [ODE = I --------------------------------------------------_------------------------- -~ >>>>>DESIGNATE INDEPENDENT STREAM FOR [ONFLUEN[E<<<<« TOTAL NUMBER OF STREAMS = ] CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: v� TIME OF [ON[ENTRATIDN(MZN. ) = 13.84 RAINFALL INTENSITY[IN[H HR] = 2.37 TOTAL STREAM AREA(ACRES) ~ 4'00 PEAK FLOW KATE([FS} AT CONFLUENCE ~ 6.87 FLOW PROCESS FROM NODE 73.00 T0 NODE 74'00 IS.[0DE 21 ---------- -- 7 ----7----------------_-------------------------- ~� x>»x~RATIONAL METHOD INITIAL SUOAREAANALYSI5<<<<< ------- -------- -~---===-~~=��=~~��~~~��~��~~~��~~~=�=�� ASSUMED INITIAL SUBAREA UNIFORM �� Page 6 LINE2210.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *'[(LENGTH' *3) /(ELEVATION CHANGE)]" *.2 INITIAL SUBAREA FLOW= LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1003.00. DOWNSTREAM ELEVATION(FEET) 1001.00 ELEVATION DIFFERENCE(FEET) _ .2.00 TC = 0.469=[( 200.00**3)/( 2.00)] °.2 = .9.814 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.890 SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .7084 SOIL CLASSIFICATION IS "B" SUBAREA.RUNOFF(CFS).= 0:61 TOTAL AREA(ACRES) - 0.30 TOTAL RUNOFF(CFS) = 0.61 FLOW PROCESS FROM NODE 74.00 TO NODE" 75.00 IS CODE 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< - - » » >( STREET - TABLE - SECTION - # - -2- USED ) << < < < ------------------------- ----------------------------- UPSTREAM ELEVATION(FEET) = 1001.00 DOWNSTREAM ELEVATION(FEET) = 997.40 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 �• DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 2.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.66 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.32 STREET FLOW TRAVEL TIME(MIN.) = 7.84 TC(MIN.) = 17.65 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.055 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6569 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 4.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.57 FLOW VELOCITY(FEET /SEC.) = 1.92 DEPTH*VELOCITY(FT*FT /SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 73.00 TO NODE 75.00 = 980.00 FEET. Am -- FLOW -' PROCESS - FROM -' NODE - - - -- 75.00 -TO- NODE - - - -- '67.00 IS- 'COD E_--'41--------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 989.50 DOWNSTREAM(FEET) = 98.40 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS. 0.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 151.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.93 PIPE TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 17.65 Page 7 1 1 7 t 11 L r r r LINE2210.TXT LONGEST FLOWPATH FROM NODE 73.00 TO NODE 67.00 990.00 FEET. FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------ ___________________ TOTAL NUMBER OF.STREAMS = 3 CONFLUENCE.VALUES.USED FOR INDEPENDENT STREAM .3 ARE: TIME OF CONCENTRATION(MIN.) 17.65 RAINFALL INTENSITY(INCH /HR) = 2.05 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = .4:93 ** CONFLUENCE DATA `° TC INTENSITY STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.71 16.32 2.151 5.00 2 6.87 13.84 2.366 4.00 3 4.93 17.65 2.055 3.50 ******************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 3 STREAMS. ** PEAK FLOW RATE TABLE 1 Page 8 STREAM RUNOFF TC INTENSITY NUMBER (CFS) 1. 17.27 (MIN.) (INCH /HOUR) 13.84 2.366 2 18..51 16.32 2.151 3 18.26 17.65 2.055 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.51 TC(MIN.) = 16.32 TOTAL AREA(ACRES)'= 12.50 LONGEST FLOWPATH FROM NODE 73.00 TO NODE 67.00= 990.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.50 TC(MIN.) = 16.32 PEAK FLOW RATE(CFS) = 18.51 ----------------------------------- END OF RATIONAL METHOD ANALYSIS 1 1 Page 8 LINE101O:TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 197.8 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling. Version 6.OD) Release Date: 01 /01/2004 License ID 1566 Analysis prepared by: RCE Consultants,'Inc. One ]enner Street, Suite 200 Irvine,. CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison Club 10 -yr. * Phase 1, Line 10 *^6/3/05 ........... ...................................................................................... ............................... FILE NAME: LINE101O.DAT TIME /DATE OF STUDY: 18_57- 06/03/2005.--- - - --------------------------------- � ---------------- - - - - -- 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOw -Depth = 1.00 FEET as (MaxiliUM 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 ^^ ^^ ^32.00 ^TO ^NODE ^ ^^ ^ ^7 ^_ 6.00 IS CODE 21 - -» »> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS < << < < --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 1000.00 Page 1 a ^ ^FLOW ^PROCESS ^FROM ^NODE ^ ^^ ^80.00 `TO ^ NODE ^_ ^^ ^80.00 ^IS ^ CODE ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:' TIME OF CONCENTRATION(MIN.) = 17.47 Page 2 LINE1010 ;TX7 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469*[( 310.00 * =3)/( 3.00)1 **.2 = .11.772 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.600 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6932 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.98 FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 62 ------------------------------=------------==------------------------ » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 995.80 STREET LENGTH(FEET) = 535.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE "STREET CROSSFALL(DECIMAL) = 0.100 " SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) 4.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 'STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 14.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.50 - STREET FLOW TRAVEL TIME(MIN.) = 3.88 TC(MIN.) - 15.65 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.204 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6680 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 5.30 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 7.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) 0.27 = HALFSTREET FLOOD WIDTH(FEET) = 17.28 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH *VELOCITY(FT°FT /SEC.) = 0.69 LONGEST ^FLOWPATH FROM NODE^^ ^^ 32.00 ^TO ^ NODE ^ ^^^ 77;00^- ^ ^ ^845.00^ FEET. FLOW PROCESS FROM NODE 77.00 TO NODE 80.00 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) = 980.60 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.28 PIPE TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 17.47 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 80.00 = 1475.00 FEET. ^ ^FLOW ^PROCESS ^FROM ^NODE ^ ^^ ^80.00 `TO ^ NODE ^_ ^^ ^80.00 ^IS ^ CODE ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:' TIME OF CONCENTRATION(MIN.) = 17.47 Page 2 LINE101O.TXT RAINFALL INTENSITY(INCH /H,R) = 2.07 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 .... FLOW ^ PROCESS FROM NODE 78.00 TO NODE 79.00 IS CODE - 21 ---------------------------------------------------------------------------- ' - -» » >. RATIONAL, - METHOD - INITIAL - SUBAREA - ANALYSIS < << < < --------------- - - -� -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K*[(LENGTH**3) /(ELEVATION CHANGE)]* .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 997.80 DOWNSTREAM ELEVATION(FEET) = 994.10 ELEVATION DIFFERENCE(FEET) = 3.70 TC = 0.469*[( 700.00* *3) /( 3.70)]1°.2 = 18.402 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.006 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6530 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.36 V. - TOTAL AREA(ACRES) = 1:80 TOTAL RUNOFF(CFS) = 2.36 ' -- FLOW - PROCESS - FROM - NODE - - -- -79.00 TO -NODE - - - -- 80.00 -IS ACODE - =- 162---- - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 994.1:0 DOWNSTREAM ELEVATION(FEET ) = 987.50 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSF ALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = ..0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 4.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 13.07 AVERAGE FLOW VELOCITY(FEET %SEC.) = 2.73 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 21.40 10 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 1.838 SIN6LE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6386 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 6.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD .WIDTH(FEET) = 14.76 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH*VELOCITY(FT*FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 78.00 TO NODE 80.00 = 1190.00 FEET. FLOW ^PROCESS AFROM ^NODE ^ ^ ^^ ^80.00 ^TO ^NODE ^ ^ ^^ ^80.00 ^IS ^ CODE -------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 21.40 Page 3 LINE101O.TXT RAINFALL INTENSITY(INCH /HR) = 1.84 TOTAL STREAM.AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00 ^^ FLOW ^ PROCESS ^ FROM ^ NODE ^^ ^^^81.00^TO^ NODE ^ ^ ^ ^ ^82.,00^IS ^ CODE ^= ^ ^21^ ^ ^^ ^^ ^ ----------------------------- ----------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------- ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 996.20 DOWNSTREAM ELEVATION(FEET) = 987.40 ELEVATION DIFFERENCE(FEET) = 8.80 TC = 0.469*[( 500.00 * *3) /( 8.80)] * *.2 = 12.646 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.494 SINGLE- FAMILY(1 -ACRE LOT).RUNOFF COEFFICIENT = .6870 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.88 -- FLOW - PROCESS - FROM - - - - -- - - - - -- - - - NODE 83.00TOANODE 82.00ISACODE=-81---- - - - - -- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 2.494 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7403 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 2.81 TC(MIN.) = 12.65 ' ------------------------------------------ •----------- - - - -- ------- - - - - -- FLOW PROCESS FROM NODE 84.00 TO NODE 82.00 IS CODE 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ________ _______________________________ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.494. ,• SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6870' SOIL CLASSIFICATION IS. "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.86 ' TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.66 TC(MIN.) = 12.65 - -FLOW PROCESS FROM NODE 82.00 TO NODE 80.00 IS CODE = 31 -------7--------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 981.60 DOWNSTREAM(FEET) = 980.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.66 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 81.00 TO NODE .80.00= 590.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE ^^ ^ ^ ^80 ^00 ^IS ^CODE^- ^ ^ ^1 ^ ^ ^ ^ ^ ^�� ^^ -------------------------=------------------------------------- - - - - -= » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< Page 4 1 I LINE101O.TXT TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT. STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH /HR) = 2.46 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.66 ** CONFLUENCE DATA **. AREA STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 7.28 17.47 2 6.00 21.40 3 3.'66 12.92 INTENSITY AREA (INCH /HOUR) (ACRE) 2.067 4.70 1.838 4.90 2.464. 2.10 ................................. ............................... °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. 3 STREAMS. . PEAK FLOW RATE TABLE STREAM RUNOFF TC .INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.67 12.92 2.464 2 15.25 17.47 2.067 3 15.20 21.40 1.838 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: PEAK FLOW RATE(CFS) = 15.25 TC(MIN.) = 17.47 TOTAL AREA(ACRES) = 11.70 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 80.00 = 1475.00 FEET. ^wFLOW APROCESS ^FROM ^NODE ^ ^ ^^ ^80.00 ^TO^ NODE ^^^ ^88.00^ISA CODE �= ^ ^31 ^ ^ ^ ^^ ^^ ^^ -----------------------------------------------=---------------------------- -- » »> PIPEFLOW- TRAVEL - TIME - THRU- SUBAREA«U » »>USING CO MPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW--) -« --«--< ----------- - -- ELEVATION DATA: UPSTREAM(FEET) = 980.60 DOWNSTREAM(FEET) = 980.50 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.09 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.25 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 17.53 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 88.00 = 1495.00 FEET. -- FLOW - PROCESS- FROM - NODE -_ - -- 88_00 -TO- NODE - - - -- 88.00- ISACODE- =-- A1---- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.53 RAINFALL INTENSITY(INCH /HR) 2.06 TOTAL STREAM AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.25 FLOW - PROCESS _ FROM - NODE - - - -- 85_00- TO_ NODE - - - -- 86_00 -IS- CODE 21 - _--- _ - - - - -- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------- -------= Page 5 i LJ LINE1010.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) 220.00 UPSTREAM ELEVATION(FEET) = 1002.40 DOWNSTREAM ELEVATION(FEET) = 993.90 ELEVATION DIFFERENCE(FEET) = 8.50 TC = 0.469*[( 220.00 *3) /( 8.50)] * *.2 = 7.781 1 .10 YEAR RAINFALL INTENSITY(INCH /HOUR). =. 3.307 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7268 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) _ 1:44 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.44 FROM NODE 86----------------------- 00 TONODE87 87.'00 IS = 62 -- FLOW - PROCESS - - - - - -- - -------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 2 USED) ««<. UPSTREAM ELEVATION(FEET) 993.90 DOWNSTREAM ELEVATION(FEET) = 989.30 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET.CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY.CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk FIOW Section = 0..0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 2.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.13 HALFSTREET FLOOD WIDTH(FEET) = 10.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 9.15 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.011 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7141 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) _ 1.80 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 12.08 A FLOW VELOCITY(FEET /SEC.) = 3.13 DEPTH *VELOCITY(FT *FT /SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 85.00 TO NODE 87.00 = 450.00 FEET. FROM NODE 87 00 TO NODE 88.00 IS CODE = 31 -- FLOW - PROCESS - - ----------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 980.30 DOWNSTREAM(FEET) = 980.00 FLOW LENGTH(FEET) 70.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.02 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 9.42 LONGEST F.LOWPATH FROM NODE 85.00 TO NODE 88.00 = 520.00 FEET. Page 6 Page 7 LINE101O.TXT -- FLOW - PROCESS FROM NODE 88.0070 NODE 88.00 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.) _ 9.42 RAINFALL INTENSITY(INCH /HR) = 2.96 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.02 .= CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.25 17.53 2.064 11.70 2 4.02 9.42 2.959 1.80 �A ^IS ^ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED 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 12.22 9.42 2.959 2 18.06 17.53 2.064 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.06 TC(MIN.) = 17.53 ' TOTAL AREA(ACRES) = 13.50 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 88.00 = 1495.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.50. TC(MIN.) = 17.53 ' PEAK FLOW RATE(CFS) = 18.06 END OF RATIONAL METHOD ANALYSIS Page 7 LINE1110.TXT RATIONAL ^METHOD J' 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 FLOW PROCESS FROM NODE 89.00 TO NODE ^ ^90.00 ^IS ^ CODE ^= ^21^ ^^ -^ ------------------ -------------- - -------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< _ _______________________________ ASSUMED INITIAL SUBAREA UNIFORM Page .1 1 Analysis prepared by:. RCE Consultants, Inc. One Benner Street, Suite 200 Irvine, CA 92618 . (949) 453 -0111 ,:��•,.�:::�..A.� ,: ��:,: .. DESCRIPTION OF STUDY . • Madison Club 10 -yr _.. • Phase 1, Line 11 * 6/3/05 FILE NAME: LINE1110.DAT TIME /DATE OF STUDY: 18:58 06/03/2005 ------------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------7-------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 -YEAR 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 = 0.95 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)=(Velocity) Constraint = 6.0 (FT *FT /S) °SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." FLOW PROCESS FROM NODE 89.00 TO NODE ^ ^90.00 ^IS ^ CODE ^= ^21^ ^^ -^ ------------------ -------------- - -------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< _ _______________________________ ASSUMED INITIAL SUBAREA UNIFORM Page .1 1 LINE1110.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) ' TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 992.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469'°[( 390.00**3)/( 4.00)]'°•.2 = 12.755 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.482 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6863 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.36 ,FLOW ^PROCESS ^FROM ^NODE , ^91.00 ^TOA NODE ^ ^^ ^90.00 ^IS ^ CODE , =^ 81 �^A^ ------------------------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.482 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6863 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.55 TC(MIN.) = 12.75 FLOW PROCESS FROM NODE 90.00 TO NODE 92.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< __ » » >( STREET_ TABLE_ SECTION_ # USED)««<- -_2_ ---- --------------------- UPSTREAM ELEVATION(FEET) = 992.00 DOWNSTREAM ELEVATION(FEET) = -� - -_- 987.80 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 19.00. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 .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) = 4.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.58 TC(MIN.) = 15.34 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.230 SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6698 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.48 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 7.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 16.24 FLOW VELOCITY(FEET /SEC.) = 2.86 DEPTH *VELOCITY(FT*FT /SEC.)'= 0.70 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 92.00 = 790.00 FEET. ..��..�......�� - _....�..�...:..� �..�..........�....�_': ^ 2�__...... �.. ...._ ..................�_..�... ...� Page 1 LINE1110.TXT FLOW PROCESS FROM NODE 93.00 TO NODE 92.00 IS CODE = 81 ------ --------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.230 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6698 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.29 TOTAL. AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 10.32 ' TC(MIN.) = 15.34 FLOW PROCESS FROM NODE 92.00 TO NODE 96.00 -IS ^ CODE _ = ^ ^31 --------------------------------=------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING. COMPUTER- ESTIMATED PIPESI.ZE (NON- PRESSURE FLOW)« «< ' ELEVATION DATA: UPSTREAM(FEET) 981.60 DOWNSTREAM(FEET) = 979.50 FLOW LENGTH(FEET) = 210.00. MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES 'PIPE -FLOW VELOCITY(FEET /SEC.) = 7.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.32 PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 15.83 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 96.00 = 1000.00 FEET: J' FLOW APROCESS ^FROM ^NODE ^ ^^^A96.00 TO NODE ^ ^^ 96.00 IS S CODE CODE 1 -------------------------------------- -------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 15.83. RAINFALL INTENSITY(INCH /HR) = 2.19 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.32 FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 21 ---------------------------------------------------------------------------- - » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1- ACRE .LOTS) TC = K *[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 r UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 999.20 ELEVATION DIFFERENCE(FEET) = 0.80 TC = 0.469 *[( 290.00 **3)/( 0.80)]" *.2 14.732 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.282 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6735 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.54 -- FLOW - PROCESS - FROM - NODE - - - -- 95_00 -TO- NODE - - -_- 96.'00 -IS- COD E 62 =-- 4-- _ - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< Page 3 1 LINE1110.TXT UPSTREAM ELEVATION(FEET) = 999.20 DOWNSTREAM ELEVATION(FEET) 987.'20 STREET LENGTH(FEET) 440.00 CURB HEIGHT(INCHES) = 6.0 . STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00' INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 3.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.14 HALFSTREET FLOOD WIDTH(FEET) = 11.15 AVERAGE FLOW VELOCITY(FEET /SEC.) 3.40 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 16.89 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.108 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6610 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.18 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 5:72 END OF SUBAREA.STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 12.90 FLOW VELOCITY(FEET /SEC.) = 3.84 DEPTH°VELOCITY(FT *FT /SEC..) = 0.68 LONGEST FLOWPATH FROM NODE ^ ^94.00^TO NODE 96.00 = 730.00 FEET. FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 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.) = 16.89 RAINFALL INTENSITY(INCH /HR) = 2.11 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 •* CONFLUENCE DATA •• STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.32 15.83 2.189 6.70 2 5.72 16.89 2.108 4.00 ,• IN _ THIS � �• �: �- �: ,: �: �- �:.. ,: �::: �: �- �: �: � ,. �- �: �; .. � �: WARNING �- �: �: �• :: �• � .. �: �• :: � .. �- � .. �- �- � :: � :.........:................ 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 J,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 15.68 15:83 2.189 Page 4 1 1 1 �l I 0 1 LINE1110.TXT 2 15.66 16.89 2.108 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 15.68 TC(MIN.) = 15.83 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 96.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE^ 98.00 IS CODE = 21' ^^ ^ -- -------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH* 3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 490.00 UPSTREAM ELEVATION(FEET) = 988.20 DOWNSTREAM ELEVATION(FEET) = 978.00 ELEVATION DIFFERENCE(FEET). = 10.20 TC = 0.469'[( 480.00-'3)/( 10.20)1 * *.2 = 11.981 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 2.574 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6917 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.78 FLOW PROCESS FROM NODE 99.00 TO NODE _ 98-00 IS CODE- �81 -------------------- --------------------------------- ----------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2..574 ------- - - - - -= SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6917 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) 4.27 TOTAL AREA(ACRES)-= 3.40 TOTAL RUNOFF(CFS) = 6.05 TC(MIN.) = 11.98 ---------------------------- ------------------------= -- - - -- - - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.40 TC(MIN.) = 11..98 PEAK FLOW RATE(CFS) = 6.05 END OF RATIONAL METHOD ANALYSIS Page 5 t 1 1 ' I LJ 1 L 1 1 LINE2- 10.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER-CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison Club 10 -yr * Phase 1, Line 2 * 8/16/05 FILE NAME: LINE2- 10.DAT TIME /DATE OF STUDY: 16:20 08/16/2005 ----------------------------------------------------------------- -- 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 2.000.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 --------------------------------------- -------------------------------------- METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED'INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[( LENGTH * *3) /(ELEVATION.CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 184.00 UPSTREAM ELEVATION(FEET) = 994.50 DOWNSTREAM ELEVATION(FEET) = 992.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.469 *[( 184.00 * *3) /( 2.50)] * *.2 = 8.928 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.053 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT= .7160 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.66 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 ---------------------- 7 ---------------------------------------------- - ------ » »> COMPUTE NATURAL VALLEY CHANNEL FLOW« «< »» >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET)'_= 992.00 DOWNSTREAM(FEET) = 989.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL SLOPE = 0.0060 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.66' Page 1 ' . LINE2- 10.TXT FLOW VELOCITY(FEET /SEC) = 1.16 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.94 TC(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 599.00 FEET. -------*_--*---*----*-----*---*---**--------*--------------------------------- FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.270 SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6727 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.57 ' TC(MIN.) = 14.87 -- FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE 31 --------------------------------------------------------=-------------------- ' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 985.20 DOWNSTREAM(FEET) = 982.20 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 'PIPE- FLOW(CFS) = 1.57 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN..) = 15.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 666.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 81 -- »» >ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW<<< << ------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.257 SINGLE- FAMILY (1 -ACR'E LOT) RUNOFF COEFFICIENT = .6718 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.09 TC(MIN.) 15.02 ' FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ------------------------------------------------------------------ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING'COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 982.20 DOWNSTREAM(FEET) = 980.10 FLOW LENGTH(FEET) = . 41.00 MANNING'S N = 0.013 .ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.11 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 15.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 707.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 15.09 RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 ----------------------------7----------------------------------------------- ' -- »»>RATIONAL,METHOD- INITIAL - SUBAREA - ANALYSIS < < < < < ---- - - - - -- ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM A DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K= [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 213.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) 988.00 ELEVATION DIFFERENCE(FEET) = 8.00 ' TC = 0.469 *[( 213.00 * *3) /( 8.00)] * *.2 = 7.724 10 YEAR RAINFALL INTENSITY(INCH /HOUR) ' Page 2 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.30 �11 I I IJ f, t L LINE2- 10.TXT COEFFICIENT = .7273 TOTAL RUNOFF(CFS) = 0.72 FLOW PROCESS FROM NODE 107.00 TO NODE 105..00 IS CODE = 31 . ---------------- - ------------------------------------------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 983.40 DOWNSTREAM(FEET) 980.10 FLOW LENGTH(FEET) = 97.00 MANNING "S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 105.00 = 310.00 FEET. FLOW PROCESS FROM NODE 123.00 TO NODE 105.00 IS CODE = .81 - ----- ---------------------------------------------- ----------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.244 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7243 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.10 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.96 TC(MIN.) = 8.04 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.04 RAINFALL INTENSITY(INCH /HR) = 3.24 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW-RATE(CFS) AT CONFLUENCE = 0.96 **.CONFLUENCE DATA ** STREAM ' .RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.09 15.09 2.251 1.90 2 0.96 8.04 3.244 0.40 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. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.60 8.04 3.244 2 3.75 15.09 2.251 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.75' TC(MIN.) = 15.09 TOTAL AREA(ACRES) = 2.30 LONGEST FLOWPATH FROM -NODE 100.00 TO NODE 105.00 = 707.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 108.00 IS CODE = 31 ----------------------------------------------=-----------------=----------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 980.10 DOWNSTREAM(FEET) = 980.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = '0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000. DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES. PIPE -FLOW VELOCITY(FEET /SEC.)'= 5.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.75 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 15.12 Page 3 I 1 ' LINE2- 10.TXT . LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 717.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00-IS CODE = 1 ------=-=---------------------------------------------------- -- » » >DESIGNA'T'E- INDEPENDENT - STREAM -FOR - CONFLUENCE < << < < -- �--------- - - - - -- TOTAL NUMBER OF STREAMS '= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 15.12 RAINFALL INTENSITY(INCH /HR) = 2.25 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 --FLOW-PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 ------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH**3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 381.00 UPSTREAM ELEVATION(FEET) = 999.00 ' DOWNSTREAM ELEVATION(FEET) = 991.60 ELEVATION DIFFERENCE(FEET) = 7.40 TC = 0.469 *[( 381.00 * *3) /( 7.40)] * *.2 = 11.121 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.687 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6980 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.44 L i� 1 1 FLOW PROCESS FROM NODE 110.00 TO NODE 108.00 IS CODE = 62 - -------------------------------- 7 ---------------------------- »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « <. » »>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 991.60 DOWNSTREAM ELEVATION(FEET) = 989.90 STREET LENGTH(FEET) = 169.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL). = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 12.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 12.33 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.532 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6893 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 4.53 END OF SUBAREA STREET FLOW HYDRAULICS:. DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 14.11 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 0.50 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 108.00 = 550.00 FEET. -- FLOW - PROCESS FROM NODE 108.00 TO NODE 108.00 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) = 2.53 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 ** CONFLUENCE DATA ** STREAM RUNOFF. TC INTENSITY AREA NUMBER (CFS) . (MIN.) (INCH /HOUR) (ACRE) Page 4 . ' LINE2- 10.TXT 1 3.75 15.12 2.248 2.30 2 4.53 .12.33 2.532 2.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD..FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE °* STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.59 12.33 2.532 2 7.78 15.12 2..248 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 7.59 TC(MIN.) = 12.33 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 717.00 FEET. **t4�'s �k�Afr'.�� FLOW PROCESS FROM NODE 108.00.TO NODE 111.00 IS CODE = 31 ---------r----------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 980.10 DOWNSTREAM(FEET) = 978.20 ' FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0:012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.59 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 12.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE. 111.00 = 860.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 10 ------------- ---- ------ ------- ----- ------- ----- ----- ----- ----------------- » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< -- FLOW - PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 7 ------------------------------------------------ --- - - - --- -- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< PC2 qvc SZ NYi�LoGyT ' USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 23.00 RAIN INTENSITY(INCH /HOUR) = 1.76 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 7.50 1 1 rl FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31 ------------------------------------------------ ----------=----- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 985.70 DOWNSTREAM(FEET) 983.70 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.50 PIPE TRAVEL TIME(MIN..) = 0.06 TC(MIN.) = 23.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 903.00 FEET. -- FLOW - PROCESS -FROM NODE' 115.00 TO NODE 115.00 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.) = 23.06 RAINFALL INTENSITY(INCH /HR) = 1.76 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.50 FLOW PROCESS FROM NODE 116.00^TO^NODE -^- 117.00 ^IS CODE ^=-- 21--- - - -_ -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 5 ' - LINE2- 10.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K= [(LENGTH= *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET). = 109.00 UPSTREAM ELEVATION(FEET) = 994.50 DOWNSTREAM ELEVATION(FEET) = 992.70 ELEVATION DIFFERENCE(FEET) = 1.80 TC = 0.469 *[( 109.00 * *3) /( 1.80)] * *.2 = 6.964 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.527 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7351 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.78 FLOW PROCESS FROM NODE 117.00 TO NODE 115.00 IS CODE = 31 -------------- 7 --------------- ---------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»> USING - COMPUTER- ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < < < < < -- - - - - -� ELEVATION DATA: UPSTREAM(FEET) = 986.60 DOWNSTREAM(FEET) = 983.70 FLOW LENGTH(FEET) = 105.00. MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ' DEPTH OF FLOW IN .18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.78 PIPE TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 7.32 ' LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 214.00 FEET. FLOW PROCESS FROM NODE 115.00 TO.NODE 115.00 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.) = 7.32 ' RAINFALL INTENSITY(INCH /HR) = 3.43 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.50 23.06 1.760 6.20 2 0.78 7.32 3.425 0.30 �*** .. * * * * * * * * *. * * *�•* * * * * * * * * * * * ** WARNING**** * * *a *r *+ * * * * * * * * ** * * * * * * * * * *�•* ' IN THIS .COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS' FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.16 7.32 3.425 2 7.90 23.06 1.760 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 7.90 TC(MIN.) = 23.06 TOTAL.AREA(ACRES) = 6.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 =. 903.00 FEET. ' FLOW PROCESS FROM NODE 115.00 TO NODE 118.00 IS CODE = 31 ............ ----------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ' ELEVATION DATA: UPSTREAM(FEET)'= 983.70 DOWNSTREAM(FEET) = 982.50 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 7.90 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 23.36 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1024.00 FEET. Page 6 i L✓I 1 1 LJ 1 1 LINE2- 10.TXT - -FLOW PROCESS FROM NODE 119.00 TO NODE 118.00 IS CODE = 81 ------------------------------------------------------- » »>ADDITION OF .SUBAREA TO MAINLINE PEAK .FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.747 SINGLE7-FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6301 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) 7.00 TOTAL RUNOFF(CFS) = 8.45 TC(MIN.) = 23.36 FLOW PROCESS FROM NODE 120.00'TO NODE 118.00 IS CODE = 81 ------------------------------------------ ------------------ ----------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.747 --- - - - - -- SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6301 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 2.10 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) '= 10.76 TC(MIN.) = 23.36 FLOW PROCESS.FROM NODE '118.00 TO NODE 121.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 982.50 DOWNSTREAM(FEET) = 978:60 FLOW LENGTH(FEET) = 361.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF.PIPES = 1 PIPE- FLOW(CFS) = 10.76 PIPE TRAVEL TIME(MIN.) = 0.81 TC(MIN.) = 24.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1385.00 FEET. FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 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.) = 24.17 RAINFALL INTENSITY(INCH /HR) = 1.71 TOTAL STREAM AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.76 in *ic *..�W P= is **ir'k it =NODE �= *s}'�2. 00 -TO NO - --- 121.0 - -s CODE ie --- -- - ---- FLOW PROCESS FROM NODE 122.00 TO NODE 121.00 IS CODE = 7 - -- - - -- »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «<l',5;e P4ASC Z 14ypppL06y27- ' USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.84 RAIN INTENSITY(INCH /HOUR) = 2.11 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 9.10 1 FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 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.) = 16.84 RAINFALL INTENSITY(INCH /HR) = 2.11 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10 ** CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.76 24.17 1.712 9.10 2 9.10 16.84 2.112 6.80 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. Page 7 1 1 LINE2- lO.TXT °* PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.60 16.84 2.112 2 18.14 24.17 1.712 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.14 TC(MIN.) _ TOTAL AREA(ACRES) = 15.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 24.17 121.00 = 1385.00 FEET. FLOW PROCESS FROM NODE 121.00 TO NODE 111.00 IS CODE 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 978.60 DOWNSTREAM(FEET) = 978.20 FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.14. PIPE .TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 24.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 1531.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00'IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM .MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 18.14 24.64 1.693 15.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 1531.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.59 12.64 2.495 4.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 860.00 FEET. 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 ] 1 1 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN._) (INCH /HOUR) 1 16.90 12.64 2.495 2 23.29 24.64 1.693 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.29 TC(MIN.) = 24.64 TOTAL AREA(ACRES) = 20.70 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.70 TC(MIN.) = 24.64 PEAK FLOW RATE(CFS) = 23.29 END OF RATIONAL METHOD ANALYSIS ' Page 8 1 1 1 1 1 1 1 1 1 1 1 1 1 M� 1 LINE4.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One lenner street, Suite 200 Irvine, CA 92618 (949)'453-0111 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Madison Club 100 -yr • Phase 1, Line 4 • 12/11/05 FILE NAME: LINE4.DAT TIME /DATE OF STUDY: 15:01 12/11/2005 ----------=----------------------------------------------------------------- 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 -------------- -------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ' UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1005.50 ELEVATION DIFFERENCE(FEET) = 0.50 TC = 0.469 *[( 250.00 * *3) /( 0.50)] * *.2 = 14.805. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.600 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7377 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.59 ********************************************* * * ***** * * * * * * * * * * * * * **** * * * ** ** ' 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) = 1005.50 DOWNSTREAM ELEVATION(FEET) = 1002.60 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 ' Page 1 LINE4.TXT DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 4.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 3.36 TC(MIN.) = 18.17 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.198 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7223 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.48 FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 690.00 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) = 993.50 DOWNSTREAM(FEET) = 993.10 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH'PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.96 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.06 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 770.00 FEET. ********************************************* * ** * * * * * * * **** * * * * * * * * * **** **** � FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.44 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.06 FLOW'PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 - » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1006.00 DOWNSTREAM ELEVATION(FEET) = 1005.50 ELEVATION DIFFERENCE(FEET) = 0.50 TC =-0.469*[( 260.00 * *3) /( 0.50)] * *.2 = 15.158 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.552 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7360 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.14 FLOW PROCESS FROM NODE 6.00 TO NODE 132.00 IS CODE = 62 ---------------------------------------------------------------------------- -- »»>(STREEE STREET FLOW TRAVEL TIME THRU SUBAREA « «< ------------------- » »>( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 1005.50 DOWNSTREAM ELEVATION(FEET) = 1002.80 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 Page 2 LINE4.TXT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200 �i * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 1.48 TC(MIN.) = 16.64 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.365 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7290 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES') = 1.60 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 7.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 16.07 FLOW VELOCITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 132.00 = 500.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE - -- 4_00- IS_CODE = 62 --------------------------------- ------ -- - - -- ----------------- »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>(STREET.TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1002.80 DOWNSTREAM ELEVATION(FEET) = 1001.10 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 I STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 10.79 ** *STREET FLOW SPLITS OVER STREET-CROWN' FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.36 SPLIT DEPTH(FEET) = 0.18 SPLIT FLOOD WIDTH(FEET) = 13.01 SPLIT FLOW(CFS) = 2.69 SPLIT VELOCITY(FEET /SEC.) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 18.76 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.139 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7198 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.46 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 14.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 800.00 FEET. FLOW PROCESS FROM - NODE - - - - -- 4_00 -TO- NODE - - - - -- 4_00 -IS- CODE = 1 ----------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ---------------------------------------------------------------------------- - ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.76 RAINFALL INTENSITY(INCH /HR) = 3.14 TOTAL STREAM AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.52 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.06 18.44 3.171 3.40 2. 14.52 18.76 3.139 6.10 Page 3 LJ LINE4.TXT 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. ** �a�, tecte��ae, re ,ta��,tanc,rnac,r,t+ra�ann�� t�ea�, �r. cac *,tca,r��a,r�aaa�r.n,t,t�ce,re 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 22.33 18.44 3.171 + 2 22.50 18.76 3.139 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.50 TC(MIN.) = 18.76 TOTAL AREA(ACRES) = 9.SO LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 800.00 FEET. ** aa, tnn, tc�e�t�tr ,t,�a,t,t,t��a��tr��,t teea��a��nr.�a ta�n�tr�na�a�a ,tee,��ate,t,reea��e,t�,t,r FLOW PROCESS FROM NODE - - -- 4_00 -TO- NODE - - - - -- 9_00 -IS CODE = 31 ---- --------------- - - - - - -- --------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 993.10 DOWNSTREAM(FEET) = 992.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.50 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 18.87 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 865.00 FEET. ren, t, r� ,t�,r��r,r,a,t�,taa�,tnnr.��n t,termer,��e,t,r,r,tnn,tc, tae, t, t, t�* a�,ncnn,t,t,t�a,rca,t��.,taanr. FLOW PROCESS FROM NODE 9.00 TO- NODE - - - - -- 9_00 -IS- CODE - =- 1 ------------------ ------- -- - - -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE-VALUES USED FOR INDEPENDENT STREAM 1 ARE: �i TIME OF CONCENTRATION(MIN.) = 18.87 RAINFALL INTENSITY(INCH /HR) = 3.13 TOTAL STREAM AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.50 FLOW PROCESS FROM - NODE - - - -- -7_00 TO NODE 8.00 IS CODE = 21 ------------- - - - - -- - - - - - -- --------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1' -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1009.50 DOWNSTREAM ELEVATION(FEEt) = 1006.40 ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.469 *[( 200.00 * *3) /( 3.10)] * *.2 = 8.991 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.807 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7712 �\ SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.97 FLOW PROCESS- FROM - NODE - - - - -- 8_00 -TO- NODE - - - - -- 9_00 -IS- CODE- =-- 62---- - - - - -- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 1006.40 DOWNSTREAM ELEVATION(FEET) = 1002.20 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 6.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 4 I LINE4.TXT STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.71 AVERAGE FLOW VELOCITY(.FEET /SEC.) = 3.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 10.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.411 SINGLE- FAMILY(1 -ACRE LOT)'RUNOFF COEFFICIENT = .7618 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) 6.72 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 9.69 { END OF SUBAREA STREET. FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 17.00 FLOW VELOCITY(FEET /SEC.) = 3.57 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 475.00 FEET: FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) _ .10.43 RAINFALL INTENSITY(INCH /HR) 4.41 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.69 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 22.50 18.87 3.128 9.50 2 9.69 10.43 4.411 2.80 r** ** 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. it ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.12 10.43 4.411 2 29.37 18.87 3.128 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.37 TC(MIN.) = 18.87 TOTAL AREA(ACRES).= 12.30 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 9.00 = 865.00 FEET. FLOW PROCESS FROM NODE - - - -- 9_00 -TO- NODE - - - -- 12_00 -IS -CODE = 31 --------------- ---------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<.<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 992.00 DOWNSTREAM(FEET) = 990.30 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.44 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.37 PIPE TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 19.28 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 12.00 = 1075.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.28 RAINFALL INTENSITY(INCH /HR) = 3.09 TOTAL STREAM AREA(ACRES) = 12.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 3.00 TO NODE .10.00 IS CODE = 21 ------------=--------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Page 5 U _________ ____= ________________==== =LINE4 _TM = __=- __________- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS). TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1002.60 DOWNSTREAM ELEVATION(FEET) = 999.80 ELEVATION.DIFFERENCE(FEET) = 2.80 TC = 0.469 *[( 260.00 * *3) /( 2.80)] * *:2 = 10.740 100 YEAR 'RAINFALL INTENSITY(INCH /HOUR) = 4.337 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7599 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.30 FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 31 -- - --------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 991.70. DOWNSTREAM(FEET) = 990.30 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.30 PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 10.93 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 12.00 = 335.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 - ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITY(INCH /HR) = 4.29 TOTAL STREAM AREA(ACRES) = 1:00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1003.50 �. DOWNSTREAM ELEVAT.ION(FEET) = 999.60 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.469 *[( 270.00 * *3) /( 3.90)] * *.2 = 10.281 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.448 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7627 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.05 FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.448 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7627 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.77 TC(MIN.) = 10.28 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< t »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.28 ' RAINFALL INTENSITY(INCH /HR) = 4.45 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.77 Page 6 V I 11 � LINE4.TXT ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.37 19.28 3.089 12.30 2 3.30 10.93 4.292 1.00 3 5.77 10.28 4.448 1.70 *•a,t,t,r *, ran *,t* *,r *,r ** ** *rr� * * **,t *,t+t ** WARNING * * * *trar.tr *ca * * * * * *,t * * *xr * *,t *,r******* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 24.52 10.28 4.448 2 25.51 10.93 4.292 3 35.74 19.28 3.089 COMPUTED CONFLUENCE ESTIMATES ARE "AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.74 TC(MIN.) = 19.28 TOTAL AREA(ACRES) = 15.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 12.00 = 1075.00 FEET. - -FLOW- PROCESS - FROM - NODE - - -- -12_00 TO- NODE - - - -- 16_00 -IS- CODE = 31 - -- ---- - - - - -- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 990.30 DOWNSTREAM(FEET) = 988.10 FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.24 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 35.74 PIPE TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 20.39 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 16.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 20.39 RAINFALL INTENSITY(INCH /HR) = 2.99 r' TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.74 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1002.50 DOWNSTREAM ELEVATION(FEET) = 998.20 ELEVATION DIFFERENCE(FEET) = 4.30 TC = 0.469 *(( 270.00 * *3) /( 4.30)] * *.2 = 10.083 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.498 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7640 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.78 FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< - » »>( STREET TABLE SECTION # 2 USED) « «< ____________ _____________________= _________ UPSTREAM ELEVATION(FEET) = 998.20 DOWNSTREAM ELEVATION(FEET) = 996.70 " STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 i STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 Page 7 INSIDE'STREET CROSSFALL(DECIMAL) = 0.020 LINE4.TXT OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0..050 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) = 5.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 14.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 0.96 TC(MIN.) = 11.04 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.268 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7581 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 7.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.35 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 420.00 FEET. 11 Yt**irA itA*ir**it k *f **ir lk it** A*ir*ir**ie.4*iri:****ir**ir*fe it it ir*�r ie it it ie it it*A*ie it it'**1F it it it***it*ir** FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 IS-CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.268 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7581 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 12.52 TC(MIN.) = 11.04 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 81 •---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.268 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7581 SOIL CLASSIFICATION IS "B ". SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 13.49 TC(MIN.) = 11.04 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 11.04 RAINFALL INTENSITY(INCH /HR) = 4.27 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.49 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 35.74 20.39 2.991 15.00 2 13.49 11.04 4.268 4.10 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 32.84 11.04 4.268 2 45.20 20.39 2.991 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.20 'TC(MIN.) = 20.39 Page 8 LINE4.TXT TOTAL AREA(ACRES) = 19.10 ,LONGEST FLOWPATH FROM NODE 5.00 TO NODE 16.00 = 1555.00 FEET. aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaar, t, t�s�a ,r��ce,r,te�a,teec��aa,r� *a FLOW PROCESS FROM NODE 16.00 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) = 988.10 DOWNSTREAM(FEET) = 986.40 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.00 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.20 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 20.71 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 19.00 = 1745.00 FEET. i �aaaaaaaa *, tar. qtr, tc�, r�, t, t�„ rtr, ttr��rr ,trt�,re� *,ttrca,r�ea�,r,r��,t tea r *r.,re�,te�� ta�r.a+r� *ec FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.964 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7120 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 19.30 TOTAL RUNOFF(CFS) = 45.62 TC(MIN.) = 20.71 Aaaa*** * * * * * * *a * * * * * * * * * * * * * * * * * * * * * ** *art iraaaa{ ra rraaakaaaaaaaaaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE . 19.00 TO NODE 20.00 IS CODE = 31 --- ------ ------- ----- ----- ------------- ---------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 986..40 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.79 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.62 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 20.99 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1910.00 FEET. _ rtaaaa*************** a*** * * * *A * * * * * * *a * * * *aaaaaaiFaaaaaa arraaaaaaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 -------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.99 RAINFALL INTENSITY(INCH /HR) = 2.94 TOTAL STREAM AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.62 aaaaaaaaaaaac************ a**** a************** * * * * * * * *a *aaaa *aaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 1002.60 DOWNSTREAM ELEVATION(FEET) = 997.60 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.469*[( 390.00 * *3) /( 5.00)] * *.2 = 12.198. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =. 4.028 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7514 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.61 aaaaaaaaaaaaaaaa***************************** * * * * * * * * *a *a *a *aaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE = 31 ----------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 987.70 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES Page 9 r r LINE4.TXT PIPE -FLOW VELOCITY(FEET /SEC.) = 5.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.61 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 12.38 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 20.00 = 450.00 FEET. i ************************************** ****** * *r.,t*,t * *** *r.* ** * -=_.... 1 .......... FLOW PROCESS FROM NODE 20.00 TO NO 20.00 IS CODE ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS =-== 3-------------- -------- ____========= _=== = = = = == CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.38 RAINFALL INTENSITY(INCH /HR) = 3.99 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.61 1 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1005.00 DOWNSTREAM ELEVATION(FEET) = 1001.70 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.469 *[( 200.00 * *3) /( 3.30)] * *.2 = 8.879 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.842 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7719 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.62 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 62 ----------------------------------------------- =---------------------------- --»»>(STREEE- STREET - FLOW - TRAVEL - TIME - THRU- SUBAREA««<-------------- - - - - -- »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1001.70 DOWNSTREAM ELEVATION(FEET) = 998.80 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 6.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.71 AVERAGE FLOW VELOCITY('FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.46 TC(MIN.) = 12.34 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.001 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7506 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 8.41 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 11.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 680.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 20.00 IS CODE = 31 --=------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 988.00 DOWNSTREAM(FEET) = 985.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN .18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 10 PIPE- FLOW(CFS) = 11.03 LINE4.TXT PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.38 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 20.00 = 720.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 -----------------------------=--------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<2< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.38. RAINFALL INTENSITY(INCH /HR) = 3.99 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.03 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 45.62 20.99 2.941 19.30 2 0.61 12.38 3.993 0.20 3 11.03 12.38 3.993 3.50 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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.55 12.38 3.993 2 38.55 12.38 3.993 3 54.19 20.99 2.941 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.19 TC(MIN.) = 20.99 TOTAL AREA(ACRES) = 23.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00'= 1910.00 FEET. --------------- --------------------------------=_ __________________________ =____ END OF STUDY SUMMARY: �1 TOTAL AREA(ACRES) = 23.00 TC(MIN.) = 20.99 PEAK FLOW RATE(CFS) = 54.19 END OF RATIONAL METHOD ANALYSIS Page 11 LINE8.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) (Rati.onal. Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY * Madison Club 100 -yr A Phase 1 Area 4b, Line 8 4/14/05 FILENAME: LINE8.DAT TIME /DATE OF STUDY: 18:23 06/03/2005 ----------------------7--------------- 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/HOU R). = 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS:. o ' 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 ----- 26_00 -TO - NODE -- 27_00 -IS -CODE -= 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM � Page 1 1 LINE8.TXT DEVELOPMENT IS SINGLE FAMILY (1 -ACRE LOTS) TC = K="[(LENGTH * *3) /(ELEVATION CHANGE)]`*.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(,FEET) = 997.80 DOWNSTREAM ELEVATION(FEET) = 994.80 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469`[( 275.00 *3) /( 3.00)]* .2 10.955 100 YEAR RAINFALL INTENSITY(INCH /HOUR)= 4.287 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = ..7586 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.65 -- FLOW - PROCESS - FROM - NODE } - -- -27.00 TO NODE -- 28.00 -IS -COD E= ^,62 ^^^ ^ - -- -------- - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 994.80 DOWNSTREAM ELEVATION(FEET) = 991.20 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 r STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL).= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) _ 3.06 STREETFLOW MODEL.RESULTS USING ESTIMATED FLOW: .STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.36 AVERAGE FLOW VELOCITY (FEET /S EC. ) = 2.26 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 2.58 TC(MIN.) = 13.53 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.793 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7442 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.80 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 14.,93 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH*VELOCITY(FT *FT /SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 28.00 = 625.00 FEET. FLOW PROCESS FROM NODE 28.00 TO NODE 29_ - 00ISACODE�41 ----- -- - - - - -- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< __________________________________ --------- __ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 985.30 DOWNSTREAM ( FEET = FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.012 ) 985.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = .5.00 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.45 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) _ 13.71 Page 2 LINED'TXT LONGEST FLOWPATH FROM NODE 26.00 TO NODE 29.00 ~ 579.00 FEET. FLOW PROCESS. FROM NODE 29'00 TO NODE 29.08 IS [ODE = I ------------------------�--------------------------------------------------- >x>»>DESIGNATE INDEPENDENT STREAM FOR [DNFLDENCE<x<x« ' TOTAL NUMBER OF STREAMS = 2. tONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.� = 13.71 RAINFALL INTENSITY(INCHJHR) = 3.76 TOTAL STREAM AREA(ACRES) 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.45 FLOW PROCESS FROM NUDE 30'00 TO .ODE 31.00 IS [ODE = ZI -------------------------------------------------------------------------- _- >>>>»RATI0NAL METHOD 'INITIAL SUBAREA ANALYSIS<<<<< � �m ASSUMED INITIAL SUBAREA UNIFOKM DEVELOPMENT IS SINGLE F8MILY(1-A[RE LOTS} T[ = K*[{LENGTH**])/(ELEVATION [HANGE}]**.Z INITIAL SUBAREA FL0W-LENGTH{�EET} = 280.00' -~ UPSTREAM ELEVATION(FEET) = I080.00 DOWNSTREAM ELEVATION FE = 992'70 ELEVATION DIFFERENCE(FEET) = 7'90 T[ = 0.469*[{ 280'00**]). { 7.30)1**'2 = 9.270 I00 YEAR RAINFALL ZNTENSITY{IN[H/HOUR) ~ 4'723 SImGLE-FAMILY(I-ACRE LOT} RUNOFF COEFFICIENT '7693 SOIL CLASSIFICATION I3 ''D" SUBAREA KUNOFF([F5} 3'63 TOTAL AREA(ACRES) = 1'00 TOTAL. DUNbFF([FS] ~ 3'63 FLOW .PROCESS FROM NODE 3I'80 T0 NODE 29'00 IS [ODE = 62 ------------------------------ --------------------------------------------- >>>»>[DMPUTE STREET FLOW TRAVEL TIME THRU SUBAKEA<<«<< »>>>>(STREET TABLE SECTION # 2 U3ED}<<<<< UPSTREAM ELEVATION(FEET) = 992.70 DOWNSTREAM ELEVATION(FEET) = 990.80 =~ STREET LENGTH(FEET) = 190'00 CURB HEIGHT(INCHES) = 6'0 ' STREET HALFWIDTH{FEET) '= 19'00 . DISTANCE N[E FROM CROWN TO [KOSSFALL GKADE8KEAK{FEET} 14'08 -� INSIDE STREET [KDSSFALL(DE[INAL] ~ 0.020 OUTSIDE STREET CROSS FALL (DE[IMAL} = 0.I00 �0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF � I STREET PARKWAY CROSS FALL {DE[IMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb} 0.015o ' Manning's FRICTION R\[T0R for Back-of-walk Flow Section ~ 0'0200 ' **TRAVEL TIME COMPUTED USING NG ESTIMATED FL0W([FS} 5.14 5TREETFLDw MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD ^ -�' ( 7I AVERAGE FLOW ( �- 2.59 rnuuoC/ OF uEp/nmvELoCITY(FT*FT/SE[.) ~ 0'55 STREET FLOW TRAVEL TZME(MI = 1.22 Tc{MIN'} = 10.49 lOU YEAR RAINFALL INTENSITY(IN[H/KDUR] = 4.395 SINGLE-FAMILY(I-A[KE LOT} RUNOFF. COEFFICIENT .7�- l4 SOIL CLASSIFICATION IS ''D'' SUBAREA AREA{A[KES) 0.90 SUBAREA KUNOFF([FS} 9.01 �� Page 3 LINE8.TXT TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 6.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 16.07 FLOW VELOCITY (FEET /S EC. ) = 2.76 DEPTH *VELOCITY (FT*FT /S EC. ) = 0.67 LONGEST FLOWPATH FROM.NODE 30.00 TO NODE 29.00 = 470.00 FEET. FLOW.PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 10.49 RAINFALL INTENSITY(INCH /HR) 4.40 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) •(MIN.) (INCH /HOUR) (ACRE) 1 5.45 13.71 3.764 1.90 2 6.65 10.49 4.395 1.90 n�• �n:: �: �: �:.. �: a: �- �::: ��- �:..�- ��:�• %��;�;::•::..�;�- WARNING.. ��• ��:.. ��• ��:.. ��• a :�;�� :� ..............nn..n.,.. 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 10.82 10..49 4.395 2 11.14 13.71. 3.764 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.82 TC(MIN.) = 10.49 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 29.00 = 679.00 FEET. nn:: �: �: �:.. �; �.;;.;; �: �• �:.. �: �: ��: �. �- �::: �:.. nn..., �; �•.. � :�:..�•�n::��......nn':�:..��. as A�.. ,.a�- �•�....,....nnnn��•�•;�. FLOW �PROCESS , FROM_ NODE -, -�- 29_00 -TO JNODE - ,-- A35_OO,ISACODE = A41 „ ------------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER- SPECIFIED .PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 985.00 DOWNSTREAM(FEET) = 82.70 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.012 DEPTH OF FLOW IN .24.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 55.34 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0..10 TC(MIN.) = 10.59 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 35.00 = 999.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35_.00 IS CODE = 1 �� Page 4 LINE8.TXT -------------------------------- ------------ =-- - - » »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE << < < < ------------------ TOTAL NUMBER OF STREAMS = 2. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.59 RAINFALL INTENS.ITY(INCH /HR) = 4.37 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.82 ..: FLOW ^ PROCESS ^ FROM ANODE. 32.00 TO NODE 33.00 IS CODE - 21 -------------------------.----------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< • ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1- ACRE'LOTS) TC = K`[(LENGTH **3) /(ELEVATION CHANGE)]*'*.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) - 1003.00 DOWNSTREAM ELEVATION(FEET) = 996.40 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.469* *( 270.00 **3.) /(- 6.60)1* .2 = 9.255 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.728 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = '.7694 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.64 - TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.64 -_ FLOW -PROCESS -FROM -NODE - - - -- - - - - - -- - - -- 33.,00 TONODE 34.,00IS�CODE=62---- - - - - -- » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 996.40 DOWNSTREAM ELEVATION(FEET) = 994.30 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00. DISTANCE FROM CROWN'`TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET.CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) =' 0.050 Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk NOW section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 16.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.84 PRODUCT OF DEPTH &VELOCITY(FT ="FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.18 TC(MIN.) 10.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.411 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7618 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 6.38 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE.(CFS) = 10.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.37 ' Page 5 1 I ' LINE8.TXT FLOW VELOCI7-Y{FEET/SE['} ~ 3.I3 DEPTH*VELO[ITY(FT+FT/SE[.) 0.90 LONGEST FL0WPATH FROM NODE 32.00 TO NODE 34.08 470'.00 FEET. FLOW PROCESS FROM NODE 94.00 TO NODE 35.00 IS [ODE 41 ---------------------------------------------------------------------------- �0 »>>s^[OMPUTE PIPE-FLOW TRAVEL TIME THKU SUBAREx��«�� =r - >>>»>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT}<<<<« =��~=��=�~��~�===~��~=��=��=~~=�~==�~=��= ELEVATION DATA: UPSTREAM(FEET) =� 988'30 D0WNSTKEAM(FEET). � 982'70 FLOW LENGTH(FEET) = 70.00 MANNIwG'S N = 0.012 DEPTH OF FLOW IN 18'0 INCH PIPE IS 7.0 INCHES� PIPE-FLOW VELOCITy(FEET/SE['} ~ 15.80 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPE-FLOW([FS1 � 10.02 ' PIPE TRAVEL TIME(MIN') = 0'07 Tc(MIN') .= l0'50 .LONGEST FL0VPATH FROM NODE 32.00 TO NODE 35.00 ,= 540'00 FEET' �*��**�+**��**+�**a*+�++��*+*�°+++��^++^�+*+*�+*++++�*+*^�*+�*++�** FLOW PROCESS FROM NODE 35'00 T0 NODE 3�'00 IS [0}E � I ---------------------------------------------------------------------------- >»>>»DESIGNATEIWDEPENDENT STREAM FOR [OwFLUEN[E<<<<< >>>>»AND COMPUTE VARIOUS [0NFLUEN[ED STREAM YALUES<«<«« ---===—~==~~- : --~--==~��==�~==�~==��~=�~==��==��==~=~=~~�=�====~== TOTAL NUMBER OF STREAMS = Z CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF [ON[ENTRATION(MIN. ) = I0.50 RAINFALL INTEN5ITY(IN[H HR) = 4.39 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE{[FS] AT CONFLUENCE ~ 10.02 CONFLUENCE DATA +* STREAM RUNOFF Tc INTENSITY AREA NUMBER ([FS} (MIN') (INCH/HOUR) (ACRE). l I0.82 I0'59 4'372 3.80 2 I0.02 10'50 4'393 2'90 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE R[FC8W[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 RATE TABLE STREAM RUNOFF Tc INTENSITY ' NUMBER ([FS] (MIN') (INCH/HOUR) I 20'75 10'50 4.393 2 20.79 I0'59 4.372 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE([FS} 20.79 Tc(wIN.) 10.59 TOTAL AREA(ACRES) = 6'70 LONGEST FLOWPATH FROM NODE 26'00 TO NODE 3500 � 999 00 FEET ��~~~~~~~.�=� END OF STUDY SUMMARY: TOTAL AREA(ACRES) 6'70 TC(MZN.) = 10'59 PEAK FLOW RATE([FS} = 20.79 ��~~�=�~=.=�~==��~~=~��=_�~~==�~=~===~�=�� END OF RATIONAL METHOD ANALYSIS �N Page 6 � LINEI4.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978.HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One 7enner street, suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * * ** * * *a* * * * * * * * ** * * *** DESCRIPTION OF STUDY * * *t * ** * ** ** * ** * * * * * ** **** * Madison Club 100 -yr * Phase 1, Area 7, Line 14 * 12/11/04 ******************************************* * * * * * * * * * * * * * * * * * * * ** * * *** * * * ** FILE NAME: LINEI4.DAT TIME /DATE OF STUDY: 12:42 12/11/2005 ---------------------------------------------------------------------------- -- 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 7HOUR 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FIOW -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 26.00 TO NODE 37.00 IS CODE = 21 ------------------------------------------------------------ ---------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = . 1005.00 DOWNSTREAM ELEVATION(FEET) = 1002.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.469 *[( 250.00 * *3) /( 2.50)] * *.2 = 10.731 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.339 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** FLOW.PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 62 -------------------------------------------------------------- »»> COMPUTE STREET FLOW TRAVEL TIME THRU.SUBAREA««< »»>( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 1002.50 DOWNSTREAM ELEVATION(FEET) = 1001.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 Page 1 1 1 1 r 1 LINEI4.TXT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 7.08 "" "STREET FLOW SPLITS OVER STREET - CROWN ' FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.04 SPLIT DEPTH(FEET) = 0.03 SPLIT FLOOD WIDTH(FEET) = 5.57 SPLIT FLOW(CFS) = 0.07 SPLIT VELOCITY(FEET /SEC.) 0.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.04. PRODUCT'OF DEPTH &VELOCITY(FT "FT /SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 2.70 TC(MIN.) = 13.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.811 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF.COEFFICIENT = .7447 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 8.23 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH "VELOCITY(FT "FT /SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 38.00 = 580.00 FEET. FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 31 ------------------------------------=--------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 992.00 DOWNSTREAM(FEET) 991.90 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.93 ESTIMATED PIPE DIAMETER(INCH) = 30:00 NUMBER OF PIPES= 1 PIPE- FLOW(CFS) = 11.20 PIPE TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 13.98 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 39.00 = 678.00 FEET. FLOW PROCESS FROM NODE 39.00 TO-NODE 39.00 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.) = 13.98 RAINFALL INTENSITY(INCH /HR) = 3.72 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.20 it it if it""Air"ir A"ir it fr it it'k"ir it it it 1k"ir it it ir"it it iY it i!""A f4 Y is it it it it fr it ir"ir 4 Yt"ir it it 1t 1k ir"ir fr it""i[ if it ir"ir it it it it it FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ----------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) . TC = K "[(LENGTH " "3) /(ELEVATION CHANGE)] " ".2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1004.80 DOWNSTREAM ELEVATION(FEET) = 1002.00 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.469 "[( 200.00 " "3) /( 2.80)] " ".2 = 9.176 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.751 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7699 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.29 FLOW PROCESS FROM NODE 41.00 TO NODE 39.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU.SUBAREA« «< - » »>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 1000.20 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 Page 2 t r 1 L 'I 1 1 LINEI4.TXT STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 6.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 'STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET /SEC.) 2.07 PRODUCT OF DEPTH &VELOCITY(FT "FT /SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 12.15 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.038 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7517 SOIL CLASSIFICATION IS "B." SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.77 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 9.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH "VELOCITY(FT "FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 39.00 = 570.00 FEET. FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 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.) = 12.15 RAINFALL INTENSITY(INCH /HR) = 4.04 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06 "" CONFLUENCE DATA "" STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.20 13.98 3.722 3.80 2 9.06 12.15 4.038 2.80 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 18.79 12.15 4.038 2 19.55 13.98 3.722 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.55 TC(MIN.) = 13.98 TOTAL AREA(ACRES) = 6.60 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 39.00= 678.00 FEET. FLOW PROCESS FROM NODE 39.00 TO NODE 44.00 IS CODE = 31 -------------------------------- 7 ------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - -»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 991.90 DOWNSTREAM(FEET) = 985.20 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.55 PIPE TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 44.00 = 1438.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 Page 3 II, LINEI4.TXT »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ----------------- ---- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:: TIME OF CONCENTRATION(MIN.) = 15.56 RAINFALL INTENSITY(INCH /HR) = 3.50 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.55 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 ------ -------- -------- -------------- ------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 1002.20 DOWNSTREAM ELEVATION(FEET) = 998.20 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469 *[( 200.00 * *3) /( 4.00)] * *.2 = 8.544 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.952 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7743 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.45 TOTAL AREA(ACRES) = 0.90 'TOTAL RUNOFF(CFS) = 3.45 FLOW PROCESS FROM NODE 43.00 TO NODE 130.00 IS CODE = 62 »»>COMPUTE STREET. FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 998.20 DOWNSTREAM ELEVATION(FEET) = 996.50 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO'CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL). = 0.050 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) = 6.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN..) = 10.57 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.378 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7610 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.66 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.)'= 2.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 130.00 = 480.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE -- 44.00 IS CODE = 62 ----- - - - - -- -------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 996.50 DOWNSTREAM ELEVATION(FEET) = 994.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 ' 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) = 14.35 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** Page LINEI4.TXT FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF- STREET VELOCITY(FEET /SEC.) = 2.25 SPLIT DEPTH(FEET) = 0.28 SPLIT FLOOD WIDTH(FEET) = 17.99 SPLIT FLOW(CFS) = 6.62 SPLIT VELOCITY(FEET /SEC.) = 2.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 PRODUCT OF DEPTH &VELOCITY(FT *.FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 12.86 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.906 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7477 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.9.0 SUBAREA RUNOFF(CFS) = 8.47 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 18.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.42 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 44.00 = 790.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ------------------------------------- --------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 1 » »> AND - COMPUTE- VARIOUS- CONFLUENCED- STREAM - VALUES «« < - - ------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:' TIME OF CONCENTRATION(MIN.) = 12.86 RAINFALL INTENSITY(INCH /HR) = 3.91 TOTAL STREAM AREA(ACRES) 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.58 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.55 15.56 3.499 6.60 2 18.58 12.86 3.906 5.80 WARNING IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 34.75 12.86 3.906 2 36.19 15.56 3.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.19 TC(MIN.) = 15.56 TOTAL AREA(ACRES) = 12.40 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 44.00 = 1438.00 FEET. - -FLOW- PROCESS - FROM -NODE - - -- - 44_ - - - - -- 00 TONODE 45_00 -IS- CODE -= 31 --------- - - - - -- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 985.10 DOWNSTREAM(FEET) = 984.20 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.85 ESTIMATED PIPE'DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 36.19 PIPE TRAVEL TIME(MIN.)-= 0.30 TC(MIN.) = 15.85 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 45.00 = 1578.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 15.85 RAINFALL INTENSITY(INCH /HR) = 3.46 TOTAL STREAM AREA(ACRES) = 12.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.19 Page 5 LINE14.TXT FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------------------------------------- - =__ �_ - - - -- ---------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 1003.20 DOWNSTREAM ELEVATION(FEET) = 998.90 ELEVATION DIFFERENCE(FEET) = 4.30 TC = 0.469 *[( 280:00 * *3) /( 4.30)] * *.2 = 10.305 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.442 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7626 SOIL CLASSIFICATION.IS "B" SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.05 FLOW PROCESS FROM NODE 47.00 TO NODE 131.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 2 USED) « «< ' UPSTREAM ELEVATION(FEET) = 998.90 DOWNSTREAM ELEVATION(FEET) = 997.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0:100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -walk FIOw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 16.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 12.50 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.973 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = ..7497 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.96 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 9.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 131.00 = 580.00 FEET. - -FLOW PROCESS FROM NODE 131.00 TO NODE 48.00 IS CODE = 62 ------------------------------------------------------------ ----------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< -» »>( STREET - TABLE - SECTION - #-- 2- USED)<< < << -- - - - - -- -- - - - - -- - - - - - -- UPSTREAM ELEVATION(FEET) = 997.00 .DOWNSTREAM ELEVATION(FEET) = 995.30 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 12.52 ** *STREET FLOW SPLITS OVER STREET-CROWN' FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 1.83 SPLIT DEPTH(FEET) = 0.30 SPLIT FLOOD WIDTH(FEET) = 18.97 SPLIT FLOW(CFS) = 6.25 SPLIT VELOCITY(FEET /SEC.) = 1.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 Page 6 j� LINEI4.TXT I PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 4.56 TC(MIN.) = 17.06 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.317 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7272 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.99 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 16.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD. WIDTH(FEET) = 19.00 FLOW.VELOCITY(FEET /SEC.) = 2.01 DEPTH *VELOCITY(FT*FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 48.00 = 1080.00 FEET. FLOW PROCESS FROM NODE 48.00'TO NODE 45.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 985.40 DOWNSTREAM(FEET) = 985.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.00 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 17.15 LONGEST FLOWPATH FROM NODE 46.00 TO NODE 45.00 = 1120.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.15 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.00 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 36.19 15.85 3.460 12.40 2 16.00 17.15 3.306 5.80 ** ** * * **c * * * * ** * * * * * * * * * * ** * * * * ** WARNING*** * * * * * * * * * ** * * * * ** * * * * * ** ** * * *** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 50.98 15.85 3.460 2 50.58 17.15 3.306 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.98 TC(MIN.) = 15.85 TOTAL AREA(ACRES) = 18.20 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 45.00 = 1578.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 18.20 TC(MIN.) = 15.85 - PEAK FLOW RATE(CFS) = 50.98 END OF RATIONAL METHOD ANALYSIS n 1 1 Page 7 LINEI5.TXT �' JJJJ RATIONAL J METHOD �HYDROLOGY JCOMPUTER JPROGRAM 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 Dater 01/01/2004 License ID 1566 ' Analysis prepared by: RCE Consultants, Inc. One Jenner'Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY nn....n.... n....nnnn....nn n..nnnn •• Madison club 100 -yr' n * Phase 1, Line 15 5/5/05 n .. ..n.. ., n.. .. .. .. .. n.. .. n.. .: .. .. .. n.. ., n.. '.-J. J.''.. '.. n''.. J.: J.nn., .. n n n., n nn n n., n';: I: •i. .. ., n., n':: J.. ".: ';: '.. nJ.. '.'AA^lJ. �.�J. ^. FILE NAME: LINEI5.DAT TIME /DATE OF STUDY: 18:30 06/03/2005 -------------------------------7-------------------------------------------- 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) - __M= __ _ __ _ _ _ _ _ __ 1 30.0 20.0 0.018/0.018/0.020 0.67, 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS.FROM NODE 49.00 TO NODE nn 50.00 IS CODE =n 21n�nnn nn --------------------------=------------------------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM Page 1 11 LINEI5.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K °[(LENGTH" *"3) /(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 997.90 DOWNSTREAM ELEVATION(FEET) = 993.90 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0..469•[( 300.00**3)/( 4.00)]-".2 = .10.897 100 YEAR RAINFALL. INTENSITY (INCH/HOUR) = 4.300 SINGLE- FAMILY(1 =ACRE LOT) RUNOFF COEFFICIENT= .7590 ' SOIL CLASSIFICATION Is "B" SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.94 ' ^ ^FLOW APROCESS AFROM ^NODE ^ ^^ ^50.00 ^TO ^ NODE __ ^^ ^51.00 IS ^ CODE ^ = ^,62^ ^ -----7 -------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 993.90 DOWNSTREAM ELEVATION(FEET) 992.30 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 4.63 STREETFLOW MODEL .RESULTS USI.NG ESTIMATED FLOW: STREET FLOW DEPTH(FEET)'= 0.20 HALFSTREET FLOOD WIDTH(FEET) = 14.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.52 ' STREET FLOW TRAVEL TIME(MIN.) = 1.01 TC.(MIN.) = 11.91 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.085 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7530 ' SOIL CLASSIFICATION IS "B SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.69 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH*VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 51.00 = 455.00 FEET. ^�FLOW ^PROCESS ^FROM , NODE TO NODE ,51.00 ISJ CODE J= �81^ ---------- -------------- 7 ---------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ________________________________ _______________________________ 100 YEAR RAINFALL INTENSITY(IN.CH /HOUR) = 4.085 SINGLE- FAMILY (1 -ACRE. LOT) RUNOFF COEFFICIENT = .7530 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.08 TOTAL AREA(ACRES) 3.00 TOTAL RUNOFF(CFS) = 9.40 TC(MIN.) = 11.91 age 2 j 1 'J LINEI5..TXT FLOW PROCESS FROM NODE 51.00 TO NODE 53.00 IS CODE = 31 ----------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< --------------------------------------------- ----= ----------------_ ELEVATION.DATA: UPSTREAM(FEET) 984.80 DOWNSTREAM(FEET) = 984.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN. 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.76 ESTIMATED PIPE DIAMETER(INCH) = 21:00" NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.40 PIPE TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 12.31. LONGEST FLOWPATH FROM NODE 49.00 TO NODE .53.00 = 595.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE ----------------------- - - - - -= » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ----------------------------------- -----= -------= -------- TOTAL NUMBER OF STREAMS = 2 .CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.31 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 9.40 FLOW PROCESS FROM.NODE 54:00 TO NODE 55.00 ^IS ^ CODE ^ =^ 21 ^ ---------------- 7 ------------- 7 --------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------- --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K'x[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 997.00 - DOWNSTREAM ELEVATION(FEET) = 994.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469°[( 340.00 **3) /( 3.00)]'x'°.2 = 12.443 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.982' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 1 3.88 TOTAL AREA(ACRES) 1.30 TOTAL RUNOFF(CFS) = 3.88 FLOW PROCESS FROM NODE 55.00 TO NODE 53.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED) « «< . - ------------------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 994.00 DOWNSTREAM ELEVATION(FEET) '= 992.80 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0:020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning'S FRICTION FACTOR.for Streetflow Section(curb -to- curb).= 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Page 3. i LINEI5.TXT ' TRAVEL TIME COMPUTED.USING ESTIMATED FLOW(CFS) = 9.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =. 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.66 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.09 PRODUCT OF DEPTH &VELOCITY(FT =FT /SEC.) = 0..84 STREET FLOW TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 13.04 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.876 ' SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7468 SOIL CLASSIFICATION IS B SUBAREA AREA(ACRES) = 3.60 SUBAREA-RUNOFF(CFS) = 10.42 TOTAL AREA(ACRES) = 4.9.0 PEAK FLOW RATE(CFS) 14.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH*VELOCITY(FT*FT /SEC.) 0.98 ' LONGEST FLOWPATH FROM NODE 54.00 TO -NODE 53.00 = 450:00 FEET. FLOW PROCESS. FROM NODE 53.00 TO NODE 53.00 IS CODE ----------------------------------------------=------------------- » » >D.ESIGNATE 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.) = 13.04 RAINFALL INTENSITY(INCH /HR) = 3.88 ' TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 14.30 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.40 12.31 4.006 3.00 2 14.30 13.04 3.876 4.90 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 CONCENTRATIONRATIO CONFLUENCE FORMULA USED FOR• 2 STREAMS. rPEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.91 12.31 4.006 2 23.40 13.04 3.876 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 23.40 TC(MIN.) = 13.04 TOTAL AREA(ACRES) = 7.90 LONGEST FLOWPATH FROM NODE 49.00 TO.NODE 53.00 = 595.00 FEET. ' ,FLOW„PROCESS�FROM,NODE 53.00 TO ^NODE)^ ^^,60.00 -is^CODE,= J-31^ ^ ------------------------------------------------------=--------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< Page 4- 1 1 1 LINEI5.TXT .ELEVATION DATA.: UPSTREAM(FEET) = 984.00 DOWNSTREAM(FEET) = 982.00_ FLOW LENGTH(FEET) = 305.00 MANNING'S N = 0.012 DEPTH OF FLOW IN .27.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.52 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS). = 23.40 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 13.71 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 60.00- 900.00 FEET. FLOW^ PROCESS,FROM.NODE, ^60.00^TO, NODE ^^.^ ^60.00 ^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.) = 13.71 RAINFALL INTENSITY(INCH /HR) = 3.76 TOTAL STREAM AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.40 FLOW PROCESS FROM NODE 56.00 TO NODE. 57.00 ^IS ^ CODE ^ =^ 21^ ^^^^ ^ ^^ ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------- --------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS). TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 997.90 DOWNSTREAM ELEVATION(FEET) = 993.90 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469'[( 300.00* 3)/( 4.00)]"'°.2 = 10.897 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.300 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7590 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.94 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 ------------------------------------ » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION #. 2 USED) ««< UPSTREAM ELEVATION(FEET) = 993.90 DOWNSTREAM ELEVATION(FEET) = 992.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 Page 5 d 11 1 t 11 1 LINEIS.TXT HALFSTREET FLOOD WIDTH(FEET) = 14.21 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.)_. =. 1.13 TC(MIN.) = 12.03 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.061 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7523 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) _ 3.36 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.75 FLOW VELOCITY .(FEET /SEC.) = 2.73 DEPTH�"VELOCITY(FT *FT /SEC.) 0.64. LONGEST FLOWPATH FROM NODE 56.00 TO NODE 58.00 = 470.00 FEET. FLOW PROCESS FROM NODE 59.00 TO NODE 58.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK.FLOW««< 10.0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.061 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7523 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.42 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 12.71 TC(MIN.) = 12.03 FLOW PROCESS FROM NODE 58.00.TO NODE 60.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 983.60 DOWNSTREAM(FEET) 982.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)= 9.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 12.71 PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 56.00 TO NODE 60.00 = •570.00 FEET. .... '.�: ':: �: •::.. !� J. J. J. J. .�+. !:.. •:: ':: 1�: '.Y ..:: '.�C :: •:: •:::f �C �: 1�: •.�: n. .+. J. !. �. �. J. J. J. J: is 'A. ':: •:: �:.'.. n. J. J. J. J. J. J. J. J. A!. !. J. �. J.: �. J: !: J: '�.:: n :: ".�: •.�.' .......... FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 12.21 RAINFALL INTENSITY(INCH /HR) = 4.03 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.71 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 23.40 13.71 3.764 7.90 2 12.71 12.21 4.025 4:10 .............:. ............................... . .............. .WARNING' ............ ..................... - ........., ............., .. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED Page 6 I 0 LINEI5.TXT 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 33.56 12.21 4.025 2 35.29 13.71 3.764. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.29 TC(MIN.) = 13:71 TOTAL AREA(ACRES) = 12.00 LONGEST FLOWPATH FROM NODE 49.00 TO NODE 60.00 = 900.00 FEET. -------------------------------------- ------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.00 TC(MIN.) = 13.71 PEAK FLOW RATE(CFS) 35.29 --------------------------------------- ----------------- =---- END OF RATIONAL METHOD.ANALYSIS Page 7 LINE22.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM.-BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) .1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID. 1566 ' Analysis prepared by: RCE Consultants, Inc. One 3enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY ' • Madison Club 100 -yr * Phase 1 Area 6, Line 22 • 4/20/05 ' FILE NAME: LINE22.DAT ^ ^^ ^ TIME /DATE OF STUDY: 18:34-06/03/2005 ---------------------------------=------------------------------------ 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 = 0.95 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: 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 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----- 61_00_TO- NODE 62_00 CODE 21 =- X---- -IS- - - - -- - »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - - - - -- ASSUMED INITIAL SUBAREA UNIFORM ' Page 1 C ' LINE22.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS). ' TC = K=[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1002.00 DOWNSTREAM ELEVATION(FEET) = 999.40 ELEVATION DIFFERENCE(FEET) 2.60 ' TC = 0.469'[( 300.00 * *3) /( 2.60)] *.2 = 11.878 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.091 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7532 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.47_ TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.47 ' -- FLOWAPROCESS- FROM -NODE _--- A62.00 - - - - -- - - - -- TONODE 63.00 ISCODE=62---- - - - - -- » »>.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< ' - - » » >( STREET - TABLE - SECTION - # - -2- USED)««<----------------- �------- - - - - -- UPSTREAM ELEVATION(FEET) = 999.40 DOWNSTREAM ELEVATION(FEET) 999.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 t OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = l STREET PARKWAY CROSS FALL (DECIMAL) 0.050 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) 5.14 ' ** *STREET FLOW SPLITS OVER STREET- CROWN*** FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY (FEET/SEC. ) = 1.09 SPLIT DEPTH(FEET) = 0.19 SPLIT FLOOD WIDTH(FEET) 13.61 SPLIT FLOW(CFS) = 1.41 SPLIT VELOCITY (FEET /S Et. ) = 0.84 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.09 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.33 STREET FLOW TRAVEL TIME(MIN.) = 3.84 TC(MIN.) = 15.72 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.478 SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .7333 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.36 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 7.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) 1.10 DEPTH °VELOCITY(FT*FT /SEC.) = 0.34 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 63.00 = 550.00 FEET. ' ,FLOW „PROCESS ^FROM ^NODE , ^63.00 TO NODE ,64.00 is CODE 41 DE - ---------------------------------------------------------------------------- ' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< - ------------------------------------------------ --------------------- =---- ELEVATION DATA: UPSTREAM(FEET) = 990.70 DOWNSTREAM(FEET) 989.60 1 FLOW'LENGTH(FEET) = 60.00 MANNING'S N = 0.012 Page 2 [1 '. LINE22.TXT DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 8.59 GIVEN PIPE.DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.82 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) 15.83 ' LONGEST ^FLOWPATH FROM NODE ^ ^^ ^61.00 TO ^ NODE ^ ^ ^^ 64.00 = ^ ^610.00^FEET. FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 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.) = 15.83 RAINFALL INTENSITY(INCH /HR) = 3.46 TOTAL STREAM AREA(ACRES) = 2.90 ^..PEAK FLOW ^RATE {CFS)„AT ^ CONFLUENCE ^ ..^^....^ 7„ 82^..........^..... ... ^.. ^ ^.... ^.. ^^........ ^....^ FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 ' -- » » >RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS < < < < < - - - -- -- ------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K*[(LENGTH **3) /(ELEVATION CHANGE)) **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = ' 1001.50 t DOWNSTREAM ELEVATION(FEET) = 998.90 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.469'[( 270.00 * *3) /( 2.60)1 °.2 = 11.150 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.244 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = '.7574 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) 2.25 FLOW PROCESS FROM NODE 66.00 TO NODE 64.00 IS CODE = 62 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< ' » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1000.40 DOWNSTREAM ELEVATION(FEET) = 999.60 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 ' 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) = 4.33 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET).= 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 ' PRODUCT OF DEPTH &VELOCITY(FT =•FT /SEC.) = 0.44 Page 3 1 i� 1 Ll 1 1 LINE22.TXT STREET FLOW TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 12.55 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.963 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7495 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.40 SUBAREA.RUNOFF(CFS) 4.16 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 17.88 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH*VELOCITY(FT *FT /SEC.) 0.59 LONGEST FLOWPATH FROM NODE 65.00 TO NODE 64.00 = 430.00 FEET. FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 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.) = 12.55 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 2.10 .PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.41 * CONFLUENCE DATA =•° STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.82 15.83 3.463 2.90 2 6.41 12:55 3.963 2.10 .......................... ....... ............................... �. WARNING''................................... ............................... IN THIS COMPUTER PROGRAM; THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT ^IN ^THE MAXIMUM^ VALUE^ OF PEAK FLOW. ^ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.61 12.55 3.963 2 13.42 15.83 3.463 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.42 TC(MIN.) = 15.83 TOTAL AREA(ACRES) = 5.00 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 64.00 = 610.00 FEET. FLOW PROCESS FROM NODE 64.00 TO NODE 67.00 IS CODE = 41 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< - --------------------------------------- ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 989.60 DOWNSTREAM(FEET) = 988.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.39 GIVEN.PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- .FLOW(CFS) = 13.42 Page 4 _1 � �� r� � LINEl2.TXT PIPE TRAVEL TZME(MZN.) U.28 Tc{MIN.} = 16.03 LONGEST FL0VPATH FROM NODE 61.00 T0 NODE 67'00 7I0'00 FEET' -+-+*---++*+**--^-*- FLOW PROCESS FROM NUDE 67.80 TO NODE 67'00 IS CODE`� l ------------------_---------------------------------------------------------- >>»>>DESZGNATE INDEPENDENT STREAM FOR [ONFLUEN[E<<<«< =��===~�~=~�=~��~~�~��=~~=�~~~��~==~~=�===�~�~�~�~�=~�~=�==~�=~-=~ TOTAL NUMBER OF STREAMS = 3 CONFLUEN[E 'VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF [ON[ENTKATI0N(MIN' ) = 16.03 RAINFALL INTENSITY{IN[H HK) = 3.44 TOTAL STREAM AREA(ACRES) = 5'00 PEAK FL0W RATE([FS} AT CONFLUENCE = 13.42 FLOW PROCESS FROM NODE 68'00 TO NODE' 69'00 IS [ODE = 7I ----�-------------------------------_------------------------_-------------- .s,>>»PATION4L METHOD INITIAL SUBAREA ANALYSIS<<««< DEVELOPMENT IS SINGLE FAMILY(I-ACRE LOTS) T[ = K°[{LENGTH**]]/{ELE\VATION [HANGE)]**.Z INITIAL SUBAREA FLOW-LENGTH(FEET) = 265'00 UPSTREAM ELEVATION(FEET) = 1003'00 DOWNSTREAM ELEVATION (FEET) = 999'50 ' ELEvATION DIFFERENCE(FEET) = 3.40 T[ = 0.469+[( Z6S.U0++3)/( 3'40)]++.2 ~ I0.450 100 YEAR RAINFALL IwTENSITY(IN[H/HOUK] = 4'406 SINGLE-FAMZLY(I-ACRE LOT} RUNOFF COEFFICIENT ~ .76I7 50IL CLASSIFICATION IS ''B" SUBAREA RUNOFF([FS} = 3.69 TOTAL AREA(ACRES) = 1'I0 TOTAL RUNOFF{[FS} = ].69 FLOW PROCESS FROM NODE 69'00 TO NODE 70'00 IS [ODE GZ --- -------------------------------------------- - ------- --------------------- *°»>>[OMpUTE STREET FLOW TRAVEL TIME T�RU SUBAREA<<<<< >>>»>(SrxssT TABLE SECTION # 2 USED}«<«<« -=-~--~~==-~==�~=��=====~=~ UPSTREAM ELEVATION(FEET) = 999� ' 60 DOWNSTREAM ELEVATION(FEET) = 998 8U STREET LENGTH(FEET) ~ 270.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWZDTH{FEET} � I9.00 DISTANCE FROM CROWN T0 [KOSSFALL GKADEBKEAK(FEET) = 14.00 INSIDE STREET [RO5SFALL(DE[IMAL} 0'020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.100 SPECIFIED NUMBER OF HALFSTREET5 [ARDYING.RUNOFF � I STREET PARKWAY [ROSSFALL(DE[ZMAL} = 0.050 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb} 0.0150 Mannfng's FACTOR for Back-of-Walk Flow Section ~ 0.0200 ' **TRAVEL TIME COMPUTED USING ESTIMATED FLOW([FS) 5'7I sTuHTFL0W MODEL RESULTS USING ESTIMATED FLOW: ~...EE. FLOW "E,."(,==.) = HALFS/xcE| FLOOD WIDTH(FEET)DI AVERAGE rLuw vELucITv(FEE I.70 PRODUCT OF DEPTH&VELO[ITY(FT°FT/SE['} = 0.50 STREET FLOW TRAVEL TIME{MIN' ' - 2.65 Tc(MZN.) ~ 13.10 lOO YEAR RAINFALL zNTENSITYZN[H/H0UAl = 3.865 ' SINGLE-FAMILY(I-ACRE LOT) RUNOFF COEFFICIENT = .7465 SOIL CLASSIFICATION IS ^8" Page 5. ` LINEZZ.TXT SUBAREA AK S) ~ 1.40 SUBAREA RUN0FF([FS) 4.04 TOTAL AREA.(ACRES) = 2.50 PEAK FLOW RATE(CFS) 7.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = O']O *ALFSTREET FLOOD WIDTH(FEET) = IQ'UO ` ` xp>»>[OMPUTE PIPE-FLOW TRAVEL TIME THKU SUBAREAx<<<< ELEVATION DATA: UPSTREAM(FEET) 988.90 DOWNSTREAMCFEET) 988.40 DEPTH OF FLOW. IN 18.0 INCH PIPE -IS 14.3 INCHES GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER' OF PIPES LONGEST FLOWPATH FROM NODE 68.00 TO NODE 67.00 700.00 FEET. FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS [ODE = l -------------------------------------------------L-------------------------- x>>x^DESIGNATE INDEPENDENT T-STKEAM FOR [DNFLUEN[E<«<<< TOTAL NUMBER OF STREAMS ~ 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF [ON[ENTRATION{MIN. ) = I].]8 RAINFALL ZNTENSITY(IN[H HK) = 3.82 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE([FS} AT CONFLUENCE = 12'02 Page 6 rl LINE2,2.TXT FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE 21 -------------------------------------=-------------------------------------- ' » » >RATIONAL METHOD.INITIAL SUBAREA ANALYSIS « «< ---------- ASSUMED INITIAL SUBAREA. -UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * °3) /(ELEVATION CHANGE)]* .2 •INITIAL SUBAREA FLOW- LENGTH(FEET) _ 200.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) = 1001.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.469'[( 200.00=°3)/( 2.00)1**.2 = 9.814 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.569 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7657 SOIL. CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) 0.30 TOTAL RUNOFF(CFS) _ .1.05 AFLOW ^ PROCESS ^ FROM ��:: ��.......... �• �.. �: �:.. ��. .:��- ::� :...................... .......... ..= ............................ NODE 74.00 TO NODE 75.00 IS CODE - 62 -------------------- --------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< - -» » >( STREET -TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1001.00 DOWNSTREAM ELEVATION(FEET) = 997.40 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 5.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 6.73 Tc(MIN.) = 16.54 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.376 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7295 1 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.88 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 8.93 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.13 DEPTH *VELOCITY(FT °FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 73.00 TO NODE 75.00 = 980.00 FEET. ' FLOW, PROCESS, FROM NODE ^�75.'00,TOA NODE , , 67:,00 I, ^ •.,. ^ ^ ^ ^ S CODE = 41. --------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< -- » » >USING- USER-SPECIFIED - PIPESIZE (EXISTING ELEMENT) « «< _________________ ELEVATION DATA: UPSTREAM(FEET) = 989.50 DOWNSTREAM (FEET) = 98.40 ' FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 Page 7 t 1 1 1 1 1 1 I 7 11 1 LINE22.TXT DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.)'= 181.36 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE,- FLOW(CFS) = 8.93 PIPE TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 16.55 LONGEST FLOWPATH FROM NODE 73.00 TO NODE 67.00 = 990.00 FEET. FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ------------------------------------ ------------------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: . TIME. OF CONCENTRATION(MIN.) = 16.55 RAINFALL INTENSITY(INCH /HR) = 3.38 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.93. ••* CONFLUENCE DATA AREA STREAM RUNOFF. TC NUMBER (CFS) (MIN.) 1 13.42 16.0.3 2 12.02 13.38 3 8.93 16.55 INTENSITY AREA (INCH /HOUR) (ACRE) 3.438 5.00 3.818 4.00 3.376 3.50 .. ................................ ............................... �: 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. ^^ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 30.44 13.38 3.818 2 32.90 16.03 3.438 3 32.73 16.55 3.376 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .PEAK FLOW RATE(CFS) = 32..90 TC(MIN.) 16.03 TOTAL AREA(ACRES) = 12.50 LONGEST FLOWPATH FROM NODE 73.00 TO NODE 67.00 = 990.00 FEET. ________________ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 12.50 TC(MIN.) = 16.03 PEAK FLOW RATE(CFS) = 32.90 END OF RATIONAL METHOD ANALYSIS Page 8 t I t 1 I �I 1 t 11 ........ . ............................... ........ .. LINE10 ^TXT ............................... ..,............................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One Jenner Street,.Suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY . Madison Club 100 -yr Phase 1, Line 10 5/10/05 FILE NAME: LINE10.DAT -- TIME /DATE_OF- STUDY_ 18_37 /03/2005 - -06 ------------7-------------------------- 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 1Q- 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- YEARINTENSITY- 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT-FT /S) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. ^ FLOW ^ PROCESS ^ FROM yNODE ^ ^ ^ ^A32.00 ^TO� NODE ^ ^^^ 76.00^ IS-CODE R= ^21 -------------------------------------------------------------------- -- » »> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS < < < < <. --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K*[( LENGTH **3) /(ELEVATION.CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 UPSTREAM ELEVATION(FEET) = 1003.00 DOWNSTREAM ELEVATION(FEET) _ .1000.00 Page 1 N I Ll LINE10.TXT ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.469''[( 310.00 * *3) /( 3.00)1 * *.2 = 11.772 100 YEAR RAINFALL INTENSITY(INCH /HOUR). = 4.112 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7538 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) '= 3.41 .... FLOW ^PROCESS ^FROM ANODE * ^ ^ ^^ .......................................................... ............................... 76.00 TO NODE 77.00 IS CODE = 62 -------------------- -------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 995.80 STREET LENGTH(FEET) = 535.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE "STREET CROSSFALL(DECIMAL) = 0.100" SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for St.reetflow 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) 8.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 17.99: AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.66 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 3.35 TC(MIN.) = 15..12 100 YEAR RAINFALL INTENSITY(INCH /HOUR). = 3.556 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7362 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 9.43 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 12.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 2.78 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 ^LONGEST FLOWPATH ^FROM NODE ^^ ^ ^32.00^TO.NODE^ ^^ 77;00 ^ = ^ ^845:00 FEET. ^^^ FLOW PROCESS FROM NODE 77.00 TO NODE 80.00 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) 980.60 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.53 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.84 PIPE TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 16.73 LONGEST'FLOWPATH FROM NODE 32.00 TO NODE 80.00 = 1475.00 FEET. i ^ ^FLOW ^PROCESS ^FROM ^NODE ^ ^^^ ^80.00 ^TO ^ NODE ^ ^^ ^80.00 ^IS ^ CODE ^= ^ ^^1 ^ ^ ^^ ^ ^ ^^ ^ -------------------------- 7 ------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN:) = 16.73 Page '2 V LINE10.TXT RAINFALL INTENSITY(INCH /HR) = 3.35 TOTAL STREAM AREA(ACRES) = 4.70. PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.84 FLOW PROCESS FROM NODE 78.00 TO NODE 79.00 IS CODE = 21 --------------------------------------------------- -- » »>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < < < --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL. SUBAREA FLOW- LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 997:80 DOWNSTREAM ELEVATION(FEET) = .994.10 ELEVATION DIFFERENCE(FEET) = 3.70 TC = 0.469 *[( 700.00 * *3) /( 3.70)1* *.2 = 18.402 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.174 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7213 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.12 FLOW PROCESS FROM NODE 79.00 TO NODE 80.00 IS CODE 62 ---------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # .2 USED)« «< UPSTREAM ELEVATION(FEET) = 994.10 DOWNSTREAM ELEVATION(FEET) = 987,50 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 7.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 15.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.57 TC(MIN.) = 20.98 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.942 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7109 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 10.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 17.93 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 78.00 TO NODE 80.00 = 1190.00 FEET: ^^ FLOW ^ PROCESS ^ FROM ^NODE ^ ^ ^*80.00 ^TO^ NODE ^ ^ ^^ ^80.00 ^IS ^ CODE ^= ^ ^ ^1 ^ ^ ^�� ^ ^ ^^ --------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< __________________---------- _ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.98 Page 3 LINE10.TXT RAINFALL INTENSITY(INCH /HR) = 2.94 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.61 ^AFLOW ^PROCESS ^FROM ^NODE ^ ^81 00 TO NODE 82.00 IS CODE = 21 ---- -.----------------------------------------------------------------------- -- » »>RATIONAL- METHOD INITIAL SUBAREA ANALYSIS« «<. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)] °*.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 996.20 DOWNSTREAM ELEVATION(FEET) = 987.40 ELEVATION DIFFERENCE(FEET) = 8.80 TO = 0.469*[( 500.00`*3)/( 8.80)]* *.2 = 12.646 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.945 SINGLE7FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .7489 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) =. 1.10 TOTAL RUNOFF(CFS) = 3.25 - FLOW- PROCESSAFROM- NODE - - - -- 83.00 -TO- NODE - - -- 1.82.00 -IS- CODE^ = ^ ^81^ ----------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.945 SINGLE- FAMILY(1 /2.ACRE LOT) RUNOFF COEFFICIENT = .7867 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.80 TC(MIN.) = 12.65 -- FLOW - PROCESS FROM NODE 84.00 TO NODE 82.00 IS CODE = 81 ---------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.945 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7489 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1448 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.28 TC(MIN.) = 12.65 FLOW PROCESS FROM NODE 82 00 TO -NODE - - -- -80.00 IS CODE = 31 ----------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 981.60 DOWNSTREAM(FEET) = 980.60 FLOW LENGTH(FEET) = 90.00 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.) = 6.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.28 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 12.88 LONGEST FLOWPATH FROM NODE 81.00 TO NODE 80.00 = 590.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE ^ ^ ^^ ^80.00 ^IS ^ CODE --------- ------- -- ------ --= ------- - ------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< Page 4 Ll FLOW PROCESS FROM NODE 85.00 TO NODE ^^ ^^ ^86.00 ^IS ^ CODE ^ =. 21 ^ ^ ^ ^^ ^ ---------- -------------------- =------- - --------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Page 5 LINE10.TXT ------------------------------ -------------------= --------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.88 RAINFALL INTENSITY(INCH /HR) = 3.90 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28 CONFLUENCE DATA. =� STREAM RUNOFF TC INTENSITY AREA 'NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.84 16.73 3.354 4.70 2 '10.61 20.98 2.942 4.90 3 6.28 12.88 3.903 2.10 A� ATHE ^CONFLUENCE ^VALUE ^USED ^IS^ IN THIS COMPUTER PROGRAM, 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 3 STREAMS. PEAK FLOW RATE TABLE *° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.67 12.88 3.903 2 26.69 16.73 3.354 3 26.60 20.98 2.942 i COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.69 TC(MIN.) = 16.73 TOTAL AREA(ACRES) = 11.70 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 80.00 = 1475.00 FEET. ^= ^ ^31A^ ^^ ^ ^ ^^ ^ ^FLOW ^PROCESS ^FROM ^NODE ^^ ^80.00 ^88.00 ^IS ^ . TO NODE CODE ----------------------------------------=---------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>> >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 980.60 DOWNSTREAM(FEET) = 980.50 FLOW LENGTH(FEET) 20.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS_ 21.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 30'.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.69 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN:) = 16.78 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 88.00 = 1495.00 FEET. FLOW PROCESS - FROM - NODE - - - -- 88_00 NODE IS CODE = 1 -TO- - - -- -88.00 ------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.78 RAINFALL INTENSITY(INCH /HR) = 3.35 TOTAL STREAM AREA(ACRES) = 11.70 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.69 FLOW PROCESS FROM NODE 85.00 TO NODE ^^ ^^ ^86.00 ^IS ^ CODE ^ =. 21 ^ ^ ^ ^^ ^ ---------- -------------------- =------- - --------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Page 5 LINE10.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC =•K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA' FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 1002.40 DOWNSTREAM ELEVATION(FEET) = 993.90 ELEVATION DIFFERENCE(FEET) = 8.50 TC = 0.469 *[( 220.00 * *3) /( 8.50)] * *.2 = 7.781 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.228 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7798 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.45 FLOW PROCESS FROM NODE 8600 TO NODE 8700 IS CODE = 62 --------------------------------------------------------------- --------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< .» »>( STREET TABLE SECTION # 2 USED) « «< __________________________ _______________________________ UPSTREAM ELEVATION(FEET) = 993.90 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 989.30 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 4.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD.WIDTH(FEET) = 12.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 8.96 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.818 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7714 SOIL.CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) _ 4.46 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 6.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.43 FLOW VELOCITY(FEET /SEC.) = 3.62 DEPTH *VELOCITY(FT *FT /SEC.) = LONGEST FLOWPATH FROM NODE 85.00 TO NODE 87.00 = 450.00 0.76 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE ^ ^^^ 88.00 IS ^ CODE ^ = ^ ^31^ ----------------------------------------------------- ^^ ^ ^^ _______AAAAy�AA� »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 980.30 DOWNSTREAM(FEET) = 980.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.91 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) _ .9.21 LONGEST ^NODE NODE = ^00 ^00 FEET. ^FLOWPATH ^FROM ^TO ^ ^^ ^ ^88.00 ^ ^^ ^ ^ ^^ ^85 ^^ ^520 ^ FLOW PROCESS FROM NODE 88.00 TO NODE 88-00 IS CODE = lAA Page 6 ^ ^^ i ' Page 7 LINE10 JXT ----------- =---- ------------------------------------------------------------ » » >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.) = 9.21 RAINFALL INTENSITY(INCH /HR) = 4.74 TOTAL STREAM AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 6.91 CONFLUENCE DATA.�� STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 26..69 16.78 3.349 11.70 9.21.......... 4.742 1.80 . .........? ................6..91 ...... ...... .... ........................ 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 21.55 9.21 4.742 2 31.57 16.78 3.349 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.57 TC(MIN.) = 16.78 TOTAL AREA(ACRES) = 13.50 LONGEST FLOWPATH FROM NODE 32.00 TO NODE 88.00 = 1495.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.50 TC(MIN.) = 16.78 PEAK FLOW RATE(CFS) = 31.57 -------------------------------------=------------------°_________ END OF RATIONAL METHOD ANALYSIS i ' Page 7 LINEII.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational.Tabling Version 6.OD) Release Date: 01 /01/2004 License ID 1566 Analysis prepared by: RCE.Consultants, Inc. one 7enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 �� :�: �•...... .... DESCRIPTION OF STUDY .... .. • Madison.Club 100 -yr • Phase 1, Line �0 5/12/05 ' FILE NAME: LINEII.DAT TIME /DATE OF STUDY: 18:40 06/03/2005 ---------------------------------------=------------------------------ 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(IN.CH /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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' -- FLOW - PROCESS -FROM- NODE - - - -- 89_00 - - - - -- - TONODE 90.00 IS CODE = 21 ----------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM Page 1 1 LINEII.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [ (LENGTH**3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET).= 992.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.469'[( 390.00**3)/( 4.00)1 * *.2 = 12.755 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.925 SINGLE- FAMILY(! -ACRE LOT) RUNOFF COEFFICIENT = .7483 SOIL CLASSIFICATION IS "B" - SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) - 2.35 FLOW PROCESS FROM NODE 91.00 TO NODE 90.00 IS CODE = 81 ---------------------------- - ----------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.925 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7483 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) 1.50 TOTAL RUNOFF(CFS) = 4.41 TC(MIN.) = 12.75 - FLOW - PROCESS. -FROM �NODE �--- A90- 00 -TO �NODE - - - -- 92.,00 -IS- CODE-=-- 62� --- ------ »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 992.00 DOWNSTREAM ELEVATION(FEET) 987.80 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSS FALL (DECIMAL) = 0.050 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) = 8.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET).= 17.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00 PRODUCT OF DEPTH &VELOCITY(F -F *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.22 TC(MIN.) = 14.98 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.576 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7369 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) 7.91 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 12.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0'.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY (FEET /S EC. ) = 3.21 DEPTH*VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 92.00 = 790.00 FEET. ........ .. ...... .... .... .. .. .. .... ....�. PageJ: 2�.:....,. ��... .....�_...._....�..�......��.. 1 U 11 1 t r 1 f LINEII:TXT FLOW PROCESS FROM NODE 93.00 TO NODE 92.00 IS CODE = 81 - - » »> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW< < < << -- - - - - -- ----- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.576 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7369 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.80 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) 18.11 TC(MIN.) = 14.98 FLOW PROCESS FROM NODE 92.00 TO NODE 96.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< .ELEVATION DATA: UPSTREAM(FEET) = 981.60 DOWNSTREAM(FEET) = 979.50 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.11 PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 15.40 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 96.00 = 1000.00 FEET. ........... ............................... FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 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.) = 15.40 RAINFALL INTENSITY(INCH /HR). = 3.52 TOTAL STREAM AREA.(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.11 FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE 21 -------------------------------- 7 ------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K°[(LENGTH* 3) /(ELEVATION Cl-1ANGE)] * *.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00. UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 999.20 ELEVATION DIFFERENCE(FEET) = . 0.80 TC. = 0.469"[( 290.00• *3) /( 0.80)] **.2 = 14.732 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.611 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7381 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.67 FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 62 ------------------------------------------ ----------------------- - -------- -- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< Page 3 F_ L r� r� 1 1 LINEl1.TXT UPSTREAM ELEVATION(FEET) = 999.20 DOWNSTREAM ELEVATION(FEET) = 987.20 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET).= 19.00 DISTANCE FROM .CROWN TO CROSSFALL GRADEBREAK(FEET) _ .14.00 INSIDE STREET CROS,SFALL(DECIMAL) 0.020 OUTSIDE.STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning IS FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.015.0 Manning'S FRICTION FACTOR for Back -of -walk F1oW Section = 0.0200 "TRAVEL TIME.COMPUTED USING ESTIMATED FLOW(CFS) = 6.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.96 PRODUCT OF DEPTH &VELOCITY(FT'�FT /SEC.) = "0.74 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 16.58 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.371 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = '.7293 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 7,38 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 10.04 END OF SUBAREA.STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.58 FLOW VELOCITY(FEET /SEC.) = 4.46 DEPTH°VELOCITY(FT*FT /SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 96.00 = 730.00 FEET, FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 I5 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.) = 16.58 . RAINFALL INTENSITY(INCH /HR) = 3.37 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.04 °* CONFLUENCE DATA STREAM. RUNOFF Tc NUMBER (CFS) (MIN.) 1 18.11 15.40 2 10.04 16.58 INTENSITY AREA (INCH /HOUR) (ACRE) 3.520 6.70 3.371 4.00 .................... ............. ............................... � "WARNING' .............................. ........................ ,....... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS, BASED, ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS... PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1. 27.43 15.40 3.520 Page 4 LINEII.TXT 2 2.7.39 16.58 3.371 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: PEAK FLOW RATE(CFS) 27.43 . TC(MIN.) = 15.40 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 89.00 TO NODE 96.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 21 -----------------------------------=------------------------------- - » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------ ______________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) . TC = K°[(LENGTH * 3) /(ELEVATION CHANGE)] * .2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 UPSTREAM ELEVATION(FEET) _ .988.20 DOWNSTREAM ELEVATION(FEET) _ .978.00 ELEVATION .DIFFERENCE(FEET) = 10.20 TC = 0.469'"[( 480.00 **3) /( 10.20)1 **.2 = 11.981 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.071 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7526 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.06 FLOW PROCESS FROM NODE 99.00 TO,NODE• 98.00 IS CODE =. 81�A, --------------------------------------.--------------------------- --»»>ADDITION-OF- SUBAREA -TO- MAINLINE - PEAK - FLOW « « <---------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7526 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.35' TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 10.42 TC(MIN.) = 11.98 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 3.40 TC(MIN.) = 11.98 PEAK FLOW RATE(CFS) = 10.42 ' END OF RATIONAL METHOD ANALYSIS 1 I 1 ' Page 5 i u C� 1 I C 1 LINE2.TXT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One.lenner Street, Suite 200 Irvine, CA 92618 (9 49) 453 -0111 DESCRIPTION OF STUDY Madison Club 100 -yr Phase 1, Line 2 8/16/05 FILE NAME: LINE2.DAT TIME /DATE OF STUDY: 16:18-08/16/2005 _ -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 - /PART:- HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / FACTOR SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0180.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.0100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FLOW -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth)* (velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .FLOW PROCESS FROM NO 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 184.00 UPSTREAM ELEVATION(FEET) = 994.50 DOWNSTREAM ELEVATION(FEET) = 992.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.469 *[( 184.00 * *3) /( 2.50)1 * *.2 = 8.928 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.827 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7716 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES).= 0.30 TOTAL RUNOFF(CFS)'= 1.12 - -FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 ----------------------------------------------------------------------- »»> COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 992.00 DOWNSTREAM(FEET) = . 989.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 CHANNEL SLOPE = 0.0060 CHANNEL FLOW THRU SUBAREA(CFS) = 1.12 FLOW VELOCITY(FEET /SEC) = 1.19 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) Page 1 rL ' LINE2.TXT TRAVEL TIME(MIN.) = 5.82 TC(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 599.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 -------------------------------- =------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.609 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7380 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.60 TOTAL'AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.72 TC(MIN.) 14.75 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 -----------------------.----------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - -»»> USING - COMPUTER_ ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<< < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET)'= 985.20 DOWNSTREAM (FEET) = 982.20 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO.18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC..) = 8.86 ESTIMATED 'PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 666.00 FEET. ��c��ta��ctr�� ,o-t�t��t a�, r�, t��t�• �� :�ttra� *��t��.��,t�t��,ttratc FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 81 ------------------------------------------ - -» »> ADDITION- OF- SUBAREA`TO- MAINLINE - PEAK- FLOW««<- - - -- -------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.591 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7374 SOIL CLASSIFICATION IS "B"' SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 5.36 TC(MIN.) = 14.87 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ------------------------ »» >COMPUTE PIPE -FLOW TRAVEL TIME.THRU SUBAREA« «< -»»> USING COMPUTER- ESTIMATED - PIPESIZE - (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 982.20 DOWNSTREAM(FEET) 980.10 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.36 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 14.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 707.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 14.94 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.36 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 213.00 1 UPSTREAM ELEVATION(FEET) 996.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.469 *[( 213.00 * *3) /( 8.00)] * *.2 = 7.724 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.250 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT ' Page 2 e ' LINE2.TXT SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1'.23 TOTAL AREA(ACRES) = 0.30. TOTAL RUNOFF(CFS) = 1.23 FLOW PROCESS FROM NODE 107.00 TO NODE 105.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< 1 ELEVATION DATA: UPSTREAM(FEET) = 983.40 DOWNSTREAM(FEET) = 980.10 FLOW LENGTH(FEET). = 97.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN '18.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER_OF PIPES = 1 PIPE- FLOW(CFS) = 1.23 . PIPE TRAVEL,TIME(MIN.) = 0.27 TC(MIN.) = 7,99 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 105.00.= 310.00 FEET. tai, tr��tr�a��* ��t, r�t��: a��, t��aa�t�r��a�� ,r��t��aa�a�ata•x FLOW PROCESS FROM NODE 123.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.147. SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7782 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.63 TC(MIN.) = 7.99 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 7.99 RAINFALL INTENSITY(INCH /HR) = 5.15 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 ' *= CONFLUENCE DATA *° STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 .5.36 14.94 3.582 1.90 2 1.63 7.99 5.147 0.40 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. = PEAK FLOW RATE TABLE =* STREAM RUNOFF TC INTENSITY NUMBER (CFS) - (MIN.) (INCH /HOUR) 1 4.50 7..99 5.147 2 6.50 14.94 3.582 COMPUTED CONFLUENCE ESTIMATES ARE AS. FOLLOWS: PEAK FLOW RATE(CFS) = 6.50 TC(MIN.) = 14.94 TOTAL AREA(ACRES) .= 2.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 707.00 FEET. ------------------------------------- FLOW PROCESS FROM NODE 105.00 TO NODE 108.00 IS CODE = 31 ------------------------------------ »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< - - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)<<< << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 980.10 DOWNSTREAM(FEET) = 980.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.50 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE. -108.00 = 717.00 FEET. ' Page 3 L�i 1 LINE2.TXT FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 14.96 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.50 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 ----------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 .INITIAL SUBAREA FLOW- LENGTH(FEET) = 381.00 UPSTREAM ELEVATION(FEET) = 999.00 ' DOWNSTREAM ELEVATION(FEET) = 991.60 ELEVATION.DIFFERENCE(FEET) = 7.40 TC = 0..469 *[( - 381.00 * *3) /( 7.40)] * *.2 11.121 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.250 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7576 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.19 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.19 FLOW PROCESS FROM NODE 110.00 TO NODE 108.00 IS CODE = 62 ---------------------------------------------- =------------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 991.60 DOWNSTREAM ELEVATION(FEET) = 989.90 STREET LENGTH(FEET) = 169.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 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) = 6.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 12.16 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.035 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7516 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 16.95 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 108.00 = 550.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 12.16 RAINFALL INTENSITY(INCH /HR) = 4.04 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE.= 7.83 ** CONFLUENCE DATA ** STREAM RUNOFF. TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.50 14.96 3.579 2.30 Page 4 1 D, F� 1] 1 LINE2.TXT 7.83 12.16 4.035 2.50 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 13.11 12.16 4.035 2 13.44 14.96 3..579 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.11 TC(MIN..) = 12.16 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH'FROM NODE 100.00 TO NODE 108.00 = 717.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 111.00 IS CODE = 31 -------------------------------------- -------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 980.10 DOWNSTREAM(FEET) = 978.20 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.11 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 12.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 860.00 FEET. - -FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 10 ---------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< - -FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE _ 7 -- » »>USER- SPECIFIED HYDROLOGY - INFORMATION -AT- NODE«« <nC /2 Aw S2 11yDP>Go6 y j?cvPop_T USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 23.00 RAIN INTENSITY(INCH /HOUR) = 2.79 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 14.50 FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31 ----------------------------------------------------------- - ----------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU•SUBAREA« «< -- » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 985.70 DOWNSTREAM(FEET) = 983.70 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES- PIPE-FLOW VELOCITY(FEET /SEC.) = 14.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.50 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 23.05 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 903.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.).= 23.05 RAINFALL INTENSITY(INCH /HR) = 2.79 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.50 ..��..x��., AAA.. *� *�....�........�x��..�„ - -FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21 ----------------------------------------- -------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM Page 5 L J LINE2.TXT DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC K *[(LENGTH * *3) /(ELEVATION CHANGE)]= *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 109.00 UPSTREAM ELEVATION(FEET) = 994.50 DOWNSTREAM ELEVATION(FEET) = 992.70 ELEVATION DIFFERENCE(FEET) = 1.80 TC = 0.469=[( 109.00 * *3) /( 1.80)] * *.2 = 6.964 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.575 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT= .7861 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.31 FLOW PROCESS FROM NODE 117.00 TO NODE 115.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING. COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 986.6.0 DOWNSTREAM (FEET) = 983..70' FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN '18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF.PIPES = 1 PIPE- FLOW(CFS) = .. 1.31 PIPE.TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 214.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 -------------------------- 7 ------------------------------------------------- » » >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.) = 7.27 RAINFALL INTENSITY(INCH /HR) = 5.44 TOTAL STREAM AREA(ACRES) =' 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.50 23.05 2.786 6.20 2 1.31 7.27 5.437 0.30 ** * ** ** * * * * * ** * * * * ** * * * * * * * * * * * ** WARNING** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1 u 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 5.89 7.27 5.437 2 15.17 23.05 2.786 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.17 TC(MIN.) _ 23.05 TOTAL AREA(ACRES) = 6.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 903.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 118'.00 IS CODE = 31 --------------------------------------- ----------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 983.70 DOWNSTREAM(FEET) = 982.50 FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.85 ESTIMATED'PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.17 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) 23.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1024.00 FEET. - -FLOW PROCESS FROM NODE 119.00 TO NODE 118.00 IS CODE = 81 Page 6 LINE2.TXT »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 2:768 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7023 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.97, TOTAL 'AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 16.15 TC(MIN.) = 23.31 FLOW PROCESS FROM NODE 120.00 TO NODE 118.00 IS CODE = 81 ----------------------------------------=-=------- »» FL >ADDITION OF SUBAREA TO MAINLINE PEAK OW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.768 ' 5INGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7023 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.08 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 20.23 ' ^ ^TC(MIN.)y= 23.31AA FLOW PROCESS FROM NODE 118.00 TO NODE 121.00 IS CODE 31 ------------------ ------------------------------------ =---------------------- - - » »> COMPUTE - PIPEEFLOW- TRAVEL - TIME -THRU- NON- PRA«URE FLO - - -- ------ - - - - -- »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 982.50 DOWNSTREAM(FEET) = 978.60 FLOW LENGTH(FEET) = 361.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24:•0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8:81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.23 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 23.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1385.00 FEET. FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 1 ------------------ - -------------------- 7 ------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER'OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE.: TIME OF CONCENTRATION(MIN.) = 23.99 RAINFALL INTENSITY(INCH /HR) = 2.72 ' TOTAL STREAM AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.23 -- FLOW - PROCESS FROM NODE 122.00 TO NODE 121.00 IS {ODE = 7 ' - -»»> USER - SPECIFIED - HYDROLOGY -INFORMATION -AT- NODE «« <�E2 �,4ASC 2 aYDA 6y �et'b�i USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.84 RAIN INTENSITY(INCH /HOUR) =. 3.34 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 16.00 -- FLOW - PROCESS FROM NODE 121.00 TO NODE 121.00 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.) = 16.84 RAINFALL INTENSITY(INCH /HR) = 3.34 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.00 ** CONFLUENCE DATA =* STREAM RUNOFF TC INTENSITY AREA NUMBER . (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.23 23.99 2.722 9.10 2 16.00 16.84 3.342 6.80 IN,THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *° ' Page 7 1 LINE2.TXT STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 30.20 16.84 3.342 2. 33.26 23.99 2.722 COMPUTED CONFLUENCE ESTIMATES ARE AS .FOLLOWS: PEAK FLOW RATE(CFS) = 33.26 TC(MIN.) 23.99 TOTAL AREA(ACRES) = 15.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1385.00 FEET. - -FLOW PROCESS FROM NODE 121.00 TO NODE 111.00 IS CODE= 31 --------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) =. 978.60 DOWNSTREAM(FEET) = 978.20 . FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.91 ESTIMATED PIPE'DIAMETER(INCH) = .36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 33.26 PIPE TRAVEL TIME(MIN.) = 0.41 TC'(MIN.) = 24.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE. 111.00 = 1531.00 FEET. - -FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 11 ----------------------------------- -------------------------- »»>CONFLUENCE MEMORY BANK #.I WITH THE MAIN- STREAM MEMORY« «< MAIN STREAM CONFLUENCE DATA == STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS). (MIN.) '(INCH /HOUR) (ACRE) 1 33.26 24.40 2.695 15.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 1531.00 FEET. *� MEMORY BANK # 1-CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.11 12.44 3.983 4.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00.= 860.00 FEET. 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 NECESSARILYr RESULT *IN' HE MAXIMUM VALUE OF PEA FLOW. Page 8 *^ PEAK FLOW RATE TABLE =- ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 30.06 12.44 3.983 2 42.13 24.40 2.695 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.13 TC(MIN.) = 24.40 TOTAL AREA(ACRES) = 20.70 --------- _ -------- END OF STUDY SUMMARY: ------------------ -------------------------------=_ TOTAL AREA(ACRES) = 20.70 TC(MIN.) = 24.40 IPEAK FLOW RATE(CFS) = 42.13 ----------- END OF RATIONAL METHOD ANALYSIS - - - - -- u Page 8 line2a.OUT 0 FILE: LINE2A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:20:58 Madison Club 100 -yr Phase 1, Line 2a 12/13/05' I Invert Depth I water Q I Vel vel I Energy 1 supper (critical Flow Top Height /(Base Wtl INO wth Station -I- Elev (FT) Elev (CFS) I (FPS) Head I Grd.El_I- Elev Dia. -FTlor I I.D. ZL IPrs /Pip L /Elem -I- ICh 510 a P -I- -�- -I I -1 SF AVeI I HF ISE -I D pthlFroude -Depth -' NlNorm -Width !! DP "N" 1 X -Fa111 ZR -1 IType Ch 2000.000 -I- 972.0001 -I- 6.200 978.200 50.101 7.09 .781 978.98 li .00 I 2.30 I .00 3.000 .0001 .00 1 1 .0 52.300 .0086 I I -I- -I- -I- -I- -I- .0048 -I- .25 -I- 6.20 -I- .00 -I- 1.93 -I- .012 -I- .00 .00 1- PIPE 2052.300 -I- 972.450 -I- I 6.040 978.490 I I 50.10 7.09 I . .78 I 979.27 .00 I 2.30 I .00 I 3.000 I I .000 :00 I 1 .0 68.390 .0085 I I -I- -I- -I- -I- -I- .0048 -I- .33 -I- .00 -I- .00 -I- 1.94 -I- .012 -I- .00 .00 1- PIPE 2120.690 -I- 973.030 -I- I 5.862 978.892 I I 50.10 7.09 I .78 I 979.67 .00 I 2.30 I .00 I 3.000 I I .000 .00 I 1 .0 140.620 .0085 I -I- -I- -I- -I- -I- .0048 -I- .68 -I- 5.86 -I- .00 -I- 1.94 -I- .012 -I- .00 .00 1- PIPE 2261.310 -I- I 974.230 5.338 I 979.568 I 50.10 I 7.09 .78 I 980.35 I .00 I 2.30 I .00 I 3.000 I .000 I .00 I 1 .0 65.700 -I- .0087 I I -I- -I- -I- -I- -I- .0048 -I- .32 -I- .00 -I- .00 -I- 1.93 -I- .012 -I- .00 .00 1- PIPE 2327.010 -I- 974.800 -I- 5.185 I 979.984 I 50.10 I 7.09 .78 I 980.76 I .0 0 I 2.30 I .00 I 3.000 I I .000 .00 I 1 .0 159.710 .0085 I -I- -I- -I- -I- -I- .0048 -I- .77 -I- .00 -I- .00 -I- 1.94 -I- .012 -I- .00 .00 1- PIPE 2486.720 -I- I 976.160 -I- I 4.732 980.892 I I 50.10 7.09 I .78 I 981.67 .00 I 2.30 I .00 I 3.000 I I .000 .00 I 1. .0 21.810 .0339 I I -I- -I- -I- -I- -I- .0048 -I- .10 -I- 4.73 -I- .00 -I- 1.28 -I- .012 -1- .00 .00 17 PIPE 2508.530 -I- 976.900 -I- I 4.097 980.997 I I 50.10 7.09 I .78 I 981.78 .00 I 2.30 I .00 I 3.000 I I .000 .00 I 1 .0 JUNCT STR .2050 I I -I- -I- -I- -I- -I- .0039 -I- .02 -I- 4.10 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 2514.530 -I- 978.130 -I- I 3.884 982.014 I I 13.20 4.20 I .27 I 982.29 .00 I I 1.31 .00 I 2.000 I I .000 .00 I 1 .0 141.230 .0132 i I -I- -I- -I- -I- -I- .0029 -I- .41 -I- 3.88 -I- .00 -I- .96 -I- .012 -I- .00 .00 1- PIPE 2655.760 979.990 -1- I 2.434 982.424 -I- I I 13.20 4.20 I .27 I 982.70 .00 I I 1.31 .00 I 2.000 I I .000 .00 I 1 .0 JUNCT STR1 .0133 -I- -I- -I- .00211 .00 -1 2.43 -1 .00 -1- -1 .012 -1 .001 .00 1PIPE 0 FILE: LINE2A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:20:58 Madison Club 100 -yr Phase 1, Line 2a 12/13/05 a��nar., taa�aa��aaaaaaa�aaaae* a��, xn+.na,taaaan��,t,t,�aa��a��r �, tam, r�aaa�* �,+, a, t, t, �na�naaa�, t�, t�, taa�a�� ,t�aa�aanaa��r�nc�aeaaa��r.a,t �aaaa,t,ta Invert ep h water Q I vel vel Energy I Super ICriticalIFloW TOP Height lDia. Base Wt INO wth station Elev (CF (FPS) Head Grd.El. E ev I Depth I width -FT Or I.D_ ZL /Pip L /Elem Ch Slope I -1 SF Ave HF -�SE DpthlFroude NINOrm - Dp I "N" X -Fall - -IPrs ZR IType Ch Page 1 Page 2 line2a.OUT 2657.260 -I- 980.010 -I- 2.641 982.651 9.00 2.86 .131 982.78 1 .00 1 1.07 .00 2.000 .000 .00 1 .0 3.553 .1816 -I- -I- -I- -I- -I- .0013 -I- .00 -I- 2.64 -I- .00 .40 -I- -I- .012 -I- .00 .00 1- PIPE 2660.813 -I- 980.655 -I- 2.000 -I- 982.655 9.00 2.86 .13 982.78 .00 1.07 .00 2.000 .000 .00 1 .0 .951 .1816 I I -I- -I- -I- -I- .0013 -I- .00 -I- 2.00 -I- .00 -I- .40 -I- .012 -I- .00 .00 I- PIPE 2661.765 -I- 980.828 -I- 1.815 -I- I 982.643 I I 9.00 3.00 .14 I 982.78 I .00 I 1.07 I 1.16 I 2.000 I .000 I .00 I 1 .0 .519 .1816 I I -I- I -I- -I- -I- .0012 -I- .00 -I- 1.81 -I- .33 -I- .40 -I- .012 -I- .00 .00 1- PIPE 2662.284 -I- 980.923 -I- 1.707 -I- 982.630 I I 9.00 3.15 .15 I 982.78 I .00 I 1.07 I 1.41 I 2.000 I .000 I .00 I 1 .0 .096 .1816 I I -I- I -I- -I- -I- .0013 -I- .00 -I- 1.71 -I- .39 -I- .40 -I- .012 -I- .00 .00 1- PIPE 2662.380 -I- 980.940 -I- 1.687 -I- 982.627 -I- I I 9.00 3.18 .16 I 982.78 I .00 I 1.07 I 1.45 I 2.000 I .000 I .00 I 1 .0 JUNCT STR .1126 I I I -I- -I- -I- .0013 -I- .01 -I- 1.69 -I- .40 -I- -I- .012 -I- .00 .00 I- PIPE 2667.710 981.540 1.172 982.712 I I 3.80 2.56 .10 I 982.81 I I .00 .75 I 1.24 I 1.500 I .000 I .00 I 1 .0 2.509 .0191 I I I .0015 .00 1.17 .41 .52 .013 .00 .00 1- PIPE 2670.219 -I- 981.588 -I- 1.118 -I- 982.706 I I 3.80 2..69 .11 I 982.82 I I .00 .75 I 1.31 I 1.500 I .000 I .00 I 1 .0 2.193 I .0191 I -I- -I- -I- -I- .0017 -I- .00 -I- 1.12 -I- .46 -I- .52 -I- .013 -I- .00 .00 I- PIPE 2672.411 -I- 981.630 -I- I 1.069 -I- 982.698 I I 3.80 2.82 .12 I I 982.82 I .00 .75 I 1.36 I 1.500 I .000 I .00 I 1 .0 1.931 I .0191 I -I- -I- -I- -I- .0019 -I- .00 -I- 1.07 -I- .50 -I- .52 -I- .013 -I- .00 .00 1- PIPE 2674.343 981.666 -I- I 1.023 -I- 982.690 I I 3.80 2.96 I .14 I 982.83 I .00 .75 I 1.40 I 1.500 I .000 I .00 I 1 .0 1.2801 .0191 -I- -I- -I- .00211 .00 -1 1.021 .54 -1 .52 -1 .013 -1 .001 .00 (PIPE 0 FILE: LINE2A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:20:58 Madison Club 100 -yr Phase 1, Line 2a 12/13/05 Invert depth- water Q I vel Vel Energy- er- Critical FLOW Top Height/ Base wt NO wth Station Elev I (CFS) 1 (FPS) Head Grd.El. Elev Depth width Dia. -FT or I.D. 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I 983.42 I .00 I .39 1.49 I I 1.500 I .000 .00 I 1 .0 1.075 I .0190 I I -I- -I- -I- -I- .0006 -I- .00 -I- .66 -I- .37 -I- .27 -I- .012 -I- .00 .00 1- PIPE 273.1.200 -I- 982.748 -I- .631 -I- I 983.379 I 1.10 1.56 I .0.4 I 983.42 I .00 I 39 1.48 I I 1.500 I .000 .00 I 1 .0 1.012 .0190 -I- -I- -I- -I- .0007 -I- .00 -I- .63 -I- .40 -I- .27 -I- .012 -I- .00 .00 1- PIPE Page 4 i = = = = r M = = = = M = = = = = I line2a.OUT 2732.212 -I- 982.767 -I- I I .609 983.376 -I- I I 1.10 1.63 I .04 I 983.42 .00 I .39 I 1.47 I 1.500 I I .000 .00 I 1 .0 .942 .0190 -I- -I- -I- -I- .0008 -I- .00 -I- 61 -f- .43 .27 -I- -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE2A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1735 . WATER SURFACE.PROFILE,LISTING Date:12- 13-2005. Time: 9:20:58 Madison Club 100 -yr Phase 1, Line 2a 12/13/05 aaaaaaaaaaaaaaa *r.e�aaa,ta�t,t,a�a�e��,t, tar. �a�, tr ,�aa��trr.,t,taaa�r,��,rae�t aa, taaaa��aa��, t, t ,t�r��tre�ar,a�,t,t�,ta,t�aaat e��a��e,t��ae�n,r �a+.�e�� I Invert Depth I water Q I vel vel Ener YY SupPer ICriticallFloW To p 1Hei ht/ Base Wt1 No wth Station Elev (FT) 1 Elev (CFS) (FPS) Head Grd.El.l Elev 1 Depth I width lDia9 -FT or I.D.I ZL IPrs /Pip L /Elem ICh Slope SF Avel HF SE DpthlFroude N1Norm Dp "N" X -Fall) ZR IType Ch aaaaaaaaalaaaaaaaaa aaaaaaaalaaaaaaaaalaaaaaaaaa aaaaaaalaaaaaaa�aaaaaall aaa aaaaaaa aaaaaaaa aaaaaaaa aaaaaaa I aaaaaaal�aaaa laaaaaaa 2733.154 -I- 982.785 -I- .587 983.372 -I- 1.10 1.71 .05 983.42 .00 I .39 1.46 1 1.500 .0001 .00 1 .0 .875 .0190 I I -I- I -I- -I- -I- .0010. -I- .00 -I- .59 -I- .46 .27 -I- -I- .012 -I- .00 .00 1- PIPE 2734.030 -I- 982:802 -I- .567. 983.369 -I- I I 1.10 1.80 I .05 I 983.42 .00 I I .39 1.45 I 1.500 I I .000. .00 I 1 .0 .793 .0190 I I -I- I -I- -I- -I- .0011 -I- .00 -I- .57 -I- .49 .27 -I- -I- .012 -I- .00 .00 1- PIPE 2734.823 982.817 .547 983.364 I I 1.10 1.89 I .06 I 983.42 .00 I I .39 1.44 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 2734.823 I I 982.817 I .269 983.086 I I 1.10 5.12 I .41 I 983.49 .01 I I .39 1.15 I I 1.500 I .000 .00 I 1 .0 2.920 I .0190 I I .0188 .05 .28 2.09 .27 .012 .00 .00 PIPE 2737.743 -I- 982.872 -I- .270 983.143 -I- I I 1.10 5.08 I .40 I 983.54 .01 I I .39 1.15 I I 1.500 I .000 .00 I 1 .0 17.104 I .0190 I -I- I -I- -I- -I- .0174 -I- .30 -I- .28 -I- 2.06 .27 -I- -I- .012 -I- .00 .00 1- PIPE 2754.847 -I- 983.198 -I- .279 983.477 -I- I I 1.10 4.84 I .36 I 983.84 .01 I I .39 1.17 I I 1.500 I .000 .00 I 1 .0 6.208 I .0190 I -I- -I- -I- -I- .0152 -I- .09 -I- .29 -I- 1.93 .27 -I- -I- .012 -I- .00 .00 1- PIPE 2761.055 -I- 983.316 -I- I I .289 983.605 -I- -I- I 1.10 4.62 I .33 I 983.94 .01 I I .39 1.18 I I 1.500 I .000 .00 I 1 .0 3.560 I .0190 I I -I- -I- -I- .0133 -I- .05 -I- .30 -I- 1.81 -I- .27 -I- .012 -I- .00 .00 1- PIPE 2764.615 -I- 983.384 -I- I .299 983.683 -I- I 1.10 4.40 I .30 I 983.98 01 I I .39 1.20 I I 1.500 I .000 .00 I 1 .0 2.316 I .0190 I -I- -I- -I- -I- .0116 -I- .03 -I- .31 -I- 1.70 -I- .27 -I- .012 -I- .00 .00 1- PIPE 2766.931 -I- 983.428 -I- I I .309 983.737 -I- I 1.10 4.20 I .27 I 984.01 .01 I I .39 1.21 I I 1.500 I .000 .00 I 1 0 1.630 .0190 -I- -I- -I- -I- .0102 -I- .02 -I- 32 -I- 1.59 -I- .27 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE2A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:20:58 Madison Club 100 -yr Phase. 1, Line 2a 12/13/05 - aaaaaaaaaaaaaaaaa asaaaaaaa aaa* aaaa aaaaaaa a*aaaa*aa a* aaaa*a aaaa aaa aaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaa Page 5 m= == = m m m m m == i Page 6 line2a.0uT Invert I Depth I water Q I vel vel En er YY Supper criticallFlow To plDiag Height/ ease wt INO wth Station Elev (FT) Elev (CFS) (FPS) Head_ Grd.El_�- Elev -FT or I.D. ZL Prs /Pip L /Elem -i- Ich slope -I- I - I -I- -I- I SF Ave - HF -� ISE Dpth,Froude -Depth -I -width NINorm Dp I "N" x -Fall) - ZR Type ch 2768.561 -I- 983.459 -I- .319 983.778 1.10 4.00 .25 984.03 ..01 j .39 1.23 j 1.500 .000 .00 1 .0 1.152 .0190 -I- -I- -I- -I- -I- .0089 -I- .01 -I- .33 1.49 -I- -I- .27 -I- .012 -I- .00 .00 1- PIPE 2769.7131 -I- 983.4811 .3301 983.8111 1.101 3.82 .231 -1- 984.04 I .01 1 .39 1 1.24 i 1.500 1 .0001 .00 1 1 .0 .820 I -I- .0190 -I- I -I- -I- -I- .0078 -I- .01 -I- .34 1.40 -I- -I- .27 -I- .012 -I- .00 .00 I- PIPE 2770.533 -I- 983.497 -I- .341 I I 983.838 I 1.10 3.64 I .21 984.04 I .01 I .39 I 1.26 I I 1.500 I .000 .00 I 1 .0 .578 I .0190 -I- -I- -I- -I- -I- .0068 -I- .00 -I- .35 1.31 -I- -I- .27 -I- .012 -I- .00 00 1- PIPE 2771.111 I 983.508 I .353 I 983.861 I 1.10 3.47 I .19 984.05 I I .00 .39 I I 1.27 I 1.500 I .000 .00 I 1 .0 .373 I :0190 I .0059 .00 .36 1.22 .27 .012 .00 .00 PIPE 2771.484 -I- 983.515 -I- I .365 I 983.880 I 1.10 3.31 I .17 984.05 I I .00 .39 I I 1.29 I 1.500 I .000 .00 I 1 .0 .205 I .0190 I -I- -I- -I- -I- -I- .0052 -I- .00 -I- .37 1.15 -I- -I- .27 -I- .012 -I- .00 .00 1- PIPE 2771.689 -I- 983.519 -I- I .378 -I- I 983.896 I 1.10 3.15 I .15 984.05 I I .00 .39 I I 1.30 I 1.500 I .000 .00 I 1 .0 .071 I .0190 -I- -I- -I- -I- .0045 -I- .00 -I- .38 1.07 -I- -I- .27 -I- .012 -I- .00 .00 1- PIPE 2771.760 I 983.520 I .392 I 983.912 I 1.10 3.00 I .14 . 984.05• I I .00 .39 I I 1.32 I 1.500 I .000 .00 I 1 .0 0 Page 6 Page 1 i i line2b.OUT 0 FILE: LINE2B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:26:21 Madison Club 100 - yy r Phase 1, Line 2b 12/13/05 �* a��e�, tan��,+ ae�ar. a�, ttr�ar. r. ��, taaar. ta�, tta�aen; t, t, t�a�aaaa��ea�, t�eae, r, u�a, ta�a�naa ,tr.,tnn,t,ra�e�a�,r�,+, tea ,o-�aaan�an,raae�a�,tr�aaaanaa� ��e�a��a Invert Depth ! water Q I Vel Vel Energy I Super ICriticalIFlOW Top lHeight/ IBase wtl wth wPip station- - Elev -I- (FT) Elev (CFS) Head I Grd.E .I E ev I width Dia. -F-I- I.D_ ZL JNO L/Elem ICh Slope -I- I - 1 - -I -(FPS) I -I- -I- SF Ave -I- HF -I ISE DpthIFroude -Depth -I- NINOrm - Dp "N" X -Fall - ZR IType ch ,tat a�aa 1 aa,t�,r�a i aaa��aa,an I aeer �tr,t.� tr�aa,tn,r� I tr,t,tat aaa ann�a�a 1 aaaae I gat gar � 3000.660 -I- 981.080 -I- 1.460 -I- 982.540 4.20 2.39 .09 982.63 .00 .79 .48 1.500 .0001 .00 1 1 .0 4.624 .0237 I I -I- -I- -I- -I- .0012 -I- .01 -I- 1.46 -I- .22 -I- .50 -I- .012 -I- .00 .00 1- PIPE 3005.283 -I- 981.190 -I- 1.347 -I- I 982.537 I 4.20 I 2.51 .10 I 982.63 I .00 I .79 I .91 I 1.500 I .000 I .00 I 1 .0 3.028 .0237 -I- -I- -I- -I- .0012 -I- .00 -I- 1.35 -I- .33 -I- .50 -I- .012 -I- .00 .00 1- PIPE 3008.311 -I- 981.261 -I- 1.269 -I- 982.531 4.20 2.63 .11 982.64 .00 .79 1.08 1.500 .000 .00 1 .0 2.430 .0237 I I -I- -I- -I- -I- .0014 -I- .00 -I- 1.27 -I- .38 -I- .50 -I- .012 -I- .00 .00 1- PIPE 3010.742 -I- 981.319 -I- 1.204 -I- I 982.523 I 4.20 I 2.76 .12 I 982.64 I .00 I .79 I 1.19 I 1.500 I .000 I .00 I 1 .0 .704 .0237 I I -I- -I- -I- -I- .0015 -I- .00 -I- 1.21 -I- .43 -I- .50 -I- .012 -I- .00 .00 1- PIPE 3011.446 981.336 1.147 I 982.483 I 4.20 I 2.90 .13 I 982.61 I .00 I .79 I 1.27 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 3011.446 I 981.336 I .500 I I 981.836 4.20 I 8.15 1.03 I 982.87 I .01 I .79 I 1.41 I I 1.500 I .000 .00 I 1 .0 42.673 .0237 I I I .0237 1.01 .51 2.38 .50 .012 .00 .00 PIPE 3054.119 982.347 .500 I 982.847 4.20 I 8.15 I 1.03 983.88 I .01 I .79 I 1.41 I I 1.500 I .000 .00 I 1 .0 51.694 .0237 I I I .0230 1.19 .51 2.38 .50 .012 .00 .00 PIPE 3105.813 -I- 983.573 -I- .508 -I- I 984.081 4.20 I 7.96 I .98 985.07 I I .01 .79 I 1.42 I I 1.500 I .000 .00 I 1 .0 25.086 .0237 I I I -I- -I- -I- -I- .0209 -I- .52 -I- .52 -I- 2.30 -I- .50 -I- .012 -I- .00 .00 1- PIPE 3130.900 -I- 984.168 -I- .527 -I- I 984.694 I 4.20 7.59 I .89 I 985.59 I .01 .79 I 1.43 I I 1.500 I .000 .00 I 1 .0 11.535 .0237 -I- -I- -I- -I- .0183 -I- .21 -I- 54 -I- 2.15 -I- .50 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE2B.wsW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 =13 -2005 Time: 9:26:21 Madison club 100 - yy r Phase 1, Line 2b 12/13/05 a,t�aa�aa��e�a, Naar.+., ta, taa��a�a�t�aa, tn�,+ a�na, an��aa�aa�e��, ta, taa��aaaar�a, t�, r�a�, t�na��aaeaa��a, taara��aaae�a ,tar.aaaa,o-r,o-,tananaa� aaaaa�.a� Invert I Depth I water Q vel Vel I Ener yy supper critical F19W To p Height/ Base wt NO wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El_�- Elev I Depth width Dia• -FT or I.D. 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X -Fall ZR -I IT a Ch �P 4002.410 -I- 981.4901 -I- 1.1901 982.6801 1.201 -I- 1.53 .04I 982.72 1 .00 1 .46 1 .00 1.000 .000 .00 1 .0 8.622 .0232 I I -I- -I- I -I- -I- .0011 -I- .01 -I- 1.19 -I- .00 .32 -I- -I- .013 -I- .00 .00 1- PIPE 4011.032 -I- 981.690 -1- I 1.000 982.690 1.20 -I- I 1.53 .04 I I 982.73 .00 I .46 I .00 I 1.000 I I .000 .00 I 1 .0 3.985 .0232 I I -I- -I- -I- -I- .0010 -I- .00 -I- 1.00 -I- .00 .32 -I- -I- .013 -I- .00 .00 1- PIPE 4015.017 -I- 981.782 -I- I I .907 982.689 1.20 -I- I 1.60 .04 I I 982'.73 .00 I .46 I .58 I 1.000 I I .000 .00 I 1 .0 2.250 .0232 I I -I- -I- I -I- -I- .0010 -I- .00 -I- .91 -I- .25 .32 -I- -I- .013 -I- .00 .00 1- PIPE 4017.266 -I- 981.834 -I- I .853 982.688 1.20 -I- I 1.68 .04 I I 982.73 ..00 I .46 I .71 I 1.000 I I .000 .00 I 1 .0 1.814 .0232 I I -I- -I- I -I- -I- .0011 -I- .00 -I- .85 -I- .29 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4019.080 -I- 981.876 -I- I .809 982.685 1.20 -I- I 1.76 .05 I I 982.73 .00 I .46 I .79 I 1.000 I I .000 .00 I 1 .0 1.552 .0232 I I -I- -I- I -I- -I- .0012 -I- .00 -I- .81 -I- .33 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4020.633 -I- 981.912 -I- I .770 982.682 1.20 -I- I 1.85 I .05 I 982.74 .00 I .46 I .84 I 1.000 I I .000 .00 I 1 .0 1.361 .0232 I I -I- -I- I -I- -I- .0014 -I- .00 -I- .77 -I- .37 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4021.994 -I- 981.944 -I- I .735 982.679 1.20 -I- I 1.94 I .06 I 982.74 .00 I .46 I .88 I 1.000 I I .000 .00 I 1 .0 1.213 .0232 I I -I- -I- I -I- -I- .0015 -I- .00 -I- .74 -I- .41 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4023.207 -I- 981.972 -I- I .703 982.675 1.20 -I- I 2.03 I .06 I 982.74 I .00 .46 I .91 I I 1.000 I .000 .00 I 1 .0 1.079 I .0232 I -I- -I- I -I- -I- .0017 -I- .00 -I- .70 -I- .45 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4024.286 981.997 -1- I I .673 982.670 1.20 -I- 2.13 I .07 I 982.74 I .00 .46 I .94 I I 1.000 I .000 .00 I 1 .0 .8971 .0232 -I- -1- -I- .00191 .00 -1 .671 .49 -1 .32 -1 .013 -1 .001 .00 (PIPE 0 FILE: LINE2C.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:28: 8 Madison Club 100 -yr Phase 1, Line 2c 12/13/05 Invert I Depth water Q vel vel Energy I Super Critical Flow Top Height/ Base wt NO wth Station ich Elev (FT) Elev (CFS) (FPS) Head I Grd.El_I- Epev Depth I Width Dia. -FT or I.D. 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I I 1.20 5.55. 4-1- 8 I I 982..82 .00 I .46 I .93 I 1.000 I .000 I .00 I •1 ..0 17.728 .0232 I I -I- -I- -I- .0232 -I- .41 -I- .32 -I- 2.03 .32 -I- -I- .013 -I- .00 .00 1- PIPE 4042.911 -I- 982.428 -I- .320 I 982.748 I I 1.20 5.55 .48 I I 983.23 .00 I .46 I .93 I 1.000 I .000 I .00 I 1 .0 22.479 .0232 I -I- I -I- -I- -I- -I- .0227 -I- .51 -I- .32 -I- 2.03 .32 -I- -I- .013 -I- .00 .00 1- PIPE 4065.390 -I- 982.949 -I- .323 I 983.272 I I 1.20 5.46 .46 I I 983.74 .00 I .46 I .94 I 1.000 I I .000 .00 I 1 .0 13.218 .0232 I -I- I -I- -I- -I- -I- .0208 -I- -.28 -I- :32 -I- 1.99 .32 -I- -I- .013 -I- .00 .00 1- PIPE '4078.608 -I- 983.256 -I- .335 -I- I 983.590 I I 1.20 5.21 .42 1 I 984.01 .00 I .46 I .94 I 1.000 I I .000 .00 I 1 .0 5.384 .0232 I I -I- -I- -I- -I- .0183 -I- .10 -I- .33 -I- 1.86 -I- .32 -I- .013 -1- .00 .00 1- PIPE 4083.992 -I- 983.380 -I- .346 -I- I I 983.727 I 1.20 4.97 I .38 I 984.11 .00 I I .46 .95 I 1.000 I I .000 .00 I 1 .0 3.146 .0232 I I -I- -I- -I- -I- .0160 -I- .05 -I- .35 -I- 1.74 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4087.137 -I- 983.453 -I- I .359 -I- I 983.812 I 1.20 4.74 I .35 I 984.16 .00 I I .46 .96 I 1.000 I I .000 .00 I 1 .0 2.065 .0232 I I I -I- -I- -I- -I- .0140 -I- .03 -I- .36 -I- 1.62 -I- .32 -I- .013 -I- .00 .00 I- PIPE 4089.202 -i- 983.501 -I- .372 -I- I 983.873 -I- I 1.20 4.52 I .32 I 984.19 .00 I I .46 .97 I 1.000 I I .000 .00 I 1 .0 1.417 .0232 I I I -I- -I- -I- .0123 -I- .02 -I- .37 -I- 1.52 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4090.618 -I- 983.534 -I- .385 -I- I 983.919 -I- I 1.20 4.31 I .29 I 984.21 I .00 I .46 .97 I I 1.000 I .000 .00 I 1 .0 .992 .0232 -I- -I- -I- .0108 -I- .01 -I- 38 -I- 1.42 -I- .32 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE2C.wsw W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:28: 8 Madison Club 100 -yr Phase 1, Line 2c 12/13/05 646644h64hbbbh446666644h46646hh664644466666644h4446bbbbhbbbbOh66644666444444466664h4k6664666hhh66646666464bbbbh4464h666666 46660666 Invert Depth water I Q vel vel Energyy Supper lCriticallFlOW Top Height/ Base wt No wth station Elev (CFS) (FPS) Head Grd.H . Elev I width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope -I -I- SF Ave HF - -I SE Dpth -Depth Froude NlNorm Dp "N" X -Fall) ZR Type Ch 466466446 446466466 64666666 646666666 664666464 646446416666646 664464466 6466666 46644464166464466 6446666 6464466166466 6666466 4091.610 -I- 983.557 -I- .399 -I- 983.956 1.20 4.11 .26 984.22 .00 I .46 .98 1.000 I .000 .00 1 .0 .671 I . .0232 I -I- -I- -I- 71- .0095 ..... .. -1- .01 - I .40 - ... -I 1.32 -.. -I .32 -. -I- .013 -I- .00 .00 1- PIPE 4092.281 -I- 983.572 =1- I .413 -I- I 983.986 -I- I 1.20 3.91 I .24 I 984.22 I .00 I .46 .98 I I 1.000 I .000 .00 I 1 .0 .440 I .0232 I I -I- -I- -I- .0083 -I .00 -. -I- .41 -I- 1.24 -I- .32 -I- .013 -I- .00 .00 I- PIPE 4092.721 983.583 .429 I 984.011 I 1.20 3.73 I .22 I 984.23 I .00 I .46 .99 I I 1.000 I .000 .00 I 1 .0 Page 2 F .y Page 3 line2c.OUT .2441- I .0232 I I .0073 .00 .43 1.15 .32 .013 .00 .00 I- PIPE. 4092.965 -I- I 983.588 .444 984.033 -I- -I- -I- I I 1.20 3.56 .20 I 984.23 I .00 I .46 .99 I I 1.000 I .000 .00 I 1 .0 .075 I .0232 I I -I- -I- -I- .0064 -I- .00 -I- .44 -I- 1.08 -I- .32 -I- .013 -I- .00 .00 1- PIPE 4093.040 -1- I 983.590 .462 984.052 -1- -1- -1- I I 1.20 3.38 .18 -1- I 984.23 I .00 I .46 1.00 I I 1.000 I .000 .00 I 1 .0 a -1- -1- . -I- -I- -I- -I- -I- -I- I- Page 3 v 1 i-ne2d.OUT 0 FILE: LINE2D.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:32:36 Madison Club 100 -yr Phase 1, Line 2d 12/13/05 v Invert I Depth water Q vel vel I Energ I super ICriticallFlow TOP Height/ Base wt NO wth station - - Elev - - (FT) -�- Elev -�- (CFS) - -(FPS) Head I GMT I Elev- -Depth -I -width - Dia. -FT I.D_ - ZL -IPrs /Pip L/Elem Ch slope I SF Ave HF ISE Dpth Froude NJNorm Dp "N" ' X -Fall *�aZR * Type Ch 5003.0001 977.090 4.420 981.5101 35.401 5.01 .391 981.90 1 .00 1 1.93 1 .00 3.000 1 .000 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 24350 .0074 .0024 .06 .00 .00 1.62 .012 .00 .00 PIPE I I I I I I I I I I I I I 5027.350 977.270 4.378 981.648 35.40 5.01 .39 982.04 .00 1.93 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 111.170 .0069 .0024 .27 4.38 .00 1.66 .012 .00 .00 PIPE I I I I I I I I I I 5138.520 978.040 3.875 I 981.915 35.40 5.01 .39 I 982.30 I .00 1.93 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1932 .0014 .01 3.87 .00 .012 .00 .00 PIPE 5143.850 979.070 3.176 982.246 14.50 2.05 .07 982.31 .00 1.21 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.810 .0071 .0004 .01 3.18 .00 1.00 .012 .00 .00 PIPE 5163.660 979.210 3.044 982.254 14.50 2.05 .07 982.32 .00 1.21 .00 3.000 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 l line2e.OUT 0 FILE: LINE2E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:42:30 Madison Club 100 -yr Phase 1, Line 2e 12/13/05 aeeee�* �aa�� +. *,t,taae�a,taa��aaaa,t,a, tai, r��ea�aa��aaan, t��aa�, o-, taa, reer. ��a, ta��, ra��a, t, tn��e��a�atna�aaaae�t ,r�n,ta,r�a�� a,tn�n��a I invert Depth I water Q vel vel I EnergY Supper ICriticallFlow ToplHeight /IBase wt INO wth station -I I Elev (FT) I Elev (CF5) (FPS) Head I Grd.El.l Elev I Depth. width IDia. -FT Ior I.D. 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L /Elem e- Ch slope p - - - - - -�- I I -I- - SF Ave - - HF 'SE - -I DpthlFroude - N - - Norm Dp - - N .. - - X -Fall - ZR - (Type Ch I I I 6002.150 -I- 978.530 -I- 3.600 982.130 20.901 6.65 .691 982.82 .00 1.64 .00 2.000 .000 .00 1 .0 36.060 I .0097 I -I- -I- -I- -I- -I- .0073 -I- .26 -I- 3.60 -I- .00 -I- 1.44 -I- .012 -I- .00 .00 1- PIPE 6038.210 978.880 I 3.512 982.392 I I 20.90 6.65 .69 I I 983.08 .00 I 1.64 I .00 I 2.000 I .000 I .00 I 1 .0 289.670 I .0100 I I .0073 2.11 .00 .00 1.42 .012 .00 .00 PIPE 6327.880 -I- 981.780 -I- 2.825 984.605 -I- I I 20.90 6.65 .69 I I 985.29 .00 I 1.64 I .00 I 2.000 I .000 I .00 I 1 .0 21.840 I .0101 I -I- I -I- I -I- -I- .0073 -I- .16 -I- 2.83 -I- .00 -I- 1.42 -I- .012 -I- .00 .00 1- PIPE 6349.720 -I- 982.000 -I- 2.799 984.799 -I- I 20.90 6.65 .69 I I 985.49 .00 I 1.64 I .00 I 2.000 I .000 I .00 I 1 .0 47.770 I .0100 I -I- I -I- -I- -I- .0073 -I- .35 -I- .00 -I- .00 -I- 1.42 -I- .012 -I- .00 .00 1- PIPE 6397.490 -I- 982.480 -I- 2.718 985.198 -I- -I- I I 20.90 6.65 .69 I I 985.89 .00 I 1.64 I .00 I 2.000 I .000 I .00 I 1 .0 7UNCT STR I .0067 I I -I- -I- -I- .0057 -I- .01 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 6398.990 -I- 982.490 -I- I 3.203 985.693 -I- I 15.80 5.03 .39 I I 986.09 .00 I 1.43 I .00 I 2.000 I .000 I .00 I 1 .0 32.700 I .0101 I -I- -I- -I- -I- .0042 -I- .14 -I- .00 -I- .00 -I- 1.16 -I- .012 -I- .00 .00 1- PIPE 6431.690 -I- 982.820 -I- I I 3.039 985.859 -I- 1 15.80 5.03 I .39 I 986.25 .00 I 1.43 I .00 I I 2.000 I .000 .00 I 1 .0 87.980 I .0100 I -I- I -I- -I- -I- .0042 -I- .37 -I- .00 -I- .00 -I- 1.17 -I- .012 -I- .00 .00 1- PIPE 6519.670 -I- 983.700 -I- I 2.586 986.286 -I- -I- I 15.80 5.03 I .39 I 986.68 .00 I I 1.43 .00 I I 2.000 I .000 .00 I 1 .0 7UNCT STR I .0101 I I -I- -I- -I- .0038 -I- .03 -I- 2.59 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 6526.620 -I- 983.770 -I- I 2.660 986.430 -I- I 14.50 4.62 I .33 I 986.76 .00 I I 1.37 .00 I I 2.000 I .000 .00 I 1 .0 7.164 .0962 -I- -I- -I- -I- .0041 -I- .03 -I- 2.66 -I- .00 -I- .62 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE2E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:42:30 Madison Club 100 -yr Phase 1, Line 2e 12/13/05 invert Depth water Q vel Vel Energy I Super (Critical Flow Top Height/ Base Wt No.Wth Station_ Elev (FT) Elev (CFS) (FPS) Head I Grd.El. 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ZL Prs /Pip L /Elem ICh Slope -I SF Ave 1 HF ISE DpthlFroude -� NlNorm -Width Dp "N" X -Fall ZR Type Ch Page 1 t Ilk .f Page 2 line2e.our 6533.784 984.460 2.000 986.460 14.50 4.62 33 986.79 .00 1.37 .00 2.000- .000 .00 1 .0 .836 .0962 I I .0038 .00 2.00 .00 .62 .013 .00 .00 PIPE' 6534.620 984.540 I I I 1.911 986.451 14.50 4.69 .34 I I I 986.79 .00 1.37 I .82 I 2.000 I .000 I .00 I 1 .0 0 Page 2 line2f.OUT 0 FILE: LINE2F.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:47:25 Madison Club 100 -yr Phase 1, Line 2f 12/13/05 taa, ta, ta��a��aa�a�a��ae�r.* �, t, ta, r��a��a�er. ��*, t��aa�e +.�aaa�t„�a��,taaaa,t�et �+. ��r. aanaan, ta��aa��na�a, ta�,taa��a,a,a�aea,taaa��a,+a* aaa�,aaaa Invert Depth I water I Q Vel Vel Ener YY Supper Critical FLOW To Height/ Base Wt No wth Station Elev (FT) Elev 1 (CFS) I (FPS) Head I Grd.EI.I Elev I Depth width pIDia9-FT or I.D.I ZL IPrs /Pip L /Elem ICh slop I -1 SF Av -I- - - -I- -�- -I- -�- - - -I I p I I I 1 el HF �SE DpthlFroude NlNorm Dp "N" X -Fa11I ZR IType Ch �,t�a,r I �� t�a ! neae�t.� � ��aa *� a�,t,ta ��traa,ttr 7000.0001 983.040 2.4101 985.4501 5.101 6.49 .65 986.10 1 .00 .92 1 .00 1 1.000 .0001 .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 8.460 .0449 .0175 .15 2.41 .00 .57 .012 .00 .00 PIPE I I I I I I I I I I I I I 7008.460 983.420 2.178 985.598 5.10 6.49 .65 986.25 .00 .92 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ]UNCT STR .0432 .0106 .06 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 7013.790 983.650 3.264 986.914 1.00 1.27 .03 986.94 .00 .42 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 34.770 .0446 .0008 .03 .00 .00 .25 .013 .00 .00 PIPE I I I I I I I I I I I I I 7048.560 985.200 1.743 986.943 1.00 1.27 .03 986.97 .00 .42 .00 1.000 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 line2q.OUT 0 FILE: LINE2G.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:49:22 Madison Club 100 -yr Phase 1, Line 2g 12/13/05 Invert Depth water Q I I Vel Vel I Energy Su er CriticallFloW Top Height/ Base wt INO wth station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El Elev I Depth width Dia. -FTIor I.D. ZL IPrs /Pip L /Elem Ch slo - P a 1- - - - - -I- I -I- -I- S F Avel -�- HF -I- SE Dpth - Froude NiNOrm - - Dp - - N"* - - X -Fall - ZR - Type Ch atataaaatll ataaaaataI aaaataat aaaatataa a*t toasaalatt aaaaltaataaalaaaaaaaaaaataaaalattlttaaaaaa � ttaat aaata a�aaaaaaa aataa ypeaat 8002.4201 -I- 984.110 -I- 2.250 986.360 -I- 1.301 .74 .011 986.37 1 .00 1 .43 1 .00 1.500 1 .000 .00 1 .0 24.583 I .0307 -I- I I -I- -I- -I- .0002 -I- .00 -I- .00 -I- .00 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8027.003 -I- 984.864 -I- 1.500 986.364 -I- I I 1.30 I .74 .01 I 986.37 1.50 I .43 I .00 I 1.500 I .000 I .00 I 1 .0 4.494 .0307 I I -I- I -I- -I- -I- .0001 -I- .00 -I- 1.50 -I- .00 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8031.497 985.002 1.361 986.363 I I 1.30 I .77 .01 I 986.37 .00 I .43 I .87 I 1.500 I .000 I .00 I 1 .0 2.615 .0307 I I I .0001 .00 1.36 .10 .27 .013 .00 .00 1- PIPE 8034.112 985.082 1.280 986.362 I I 1.30 I .81 .01 I 986.37 .00 I .43 I 1.06 I 1.500 I .000 I .00 I 1 .0 2.148 .0307 I I I .0002 .00 1.28 .12 .27 .013 .00 .00 PIPE' 8036.260 -I- 985.148 -I- 1.214 986.362 -I- -I- I I 1.30 I .85 .01 I 986.37 .00 I .43 I 1.18. I 1.500 I .000 I .00 I 1 .0 1.874 .0307 I I I -I- -I- -I- .0002 -I- .00 -I- 1.21 -I- .13 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8038.134 -I- 985.206 -I- 1.155 986.361 -I- I I 1.30 I .89 .01 I 986.37 .00 I .43 I 1.26 I I 1.500 I .000 .00 I 1 .0 1.681 .0307 I I -I- -I- -I- -I- .0002 -I- .00 -I- 1.16 -I- .15 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8039.815 -I- 985.257 -I- I 1.103 986.360 -I- I I 1.30 I .93 .01 I 986.37 .00 I .43 I 1.32 I I 1.500 I .000 .00 I 1 ..0 1.534 .0307 I I -I- I -I- -I- -I- .0002 -I- .00 -I- 1.10 -I- .16 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8041.349 -I- 985.304 -I- I 1.055 986.359 -I- I 1.30 I .98 .01 I 986.37 .00 I .43 I I 1.37 I 1.500 I .000 .00 I 1 .0 1.413 .0307 I I -I- -I- -I- -I- .0002 -I- .00 -I- 1.05 -I- .18 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8042.761 -I- 985.348 -I- I I 1.010 986.358 -I- I 1.30 I 1.03 .02 I 986.37 .00 I I .43 I 1.41 I 1.500 I .000 .00 I 1 .0 1.307 .0307 -I- -I- -I- -I- .0003 -I- .00 -I- 1.01 -I- .19 -I- .27 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE2G.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:49:22 Madison club 100 -yr Phase 1, Line 2g 12/13/05 Invert I Depth water Q I Vel Vel I Energy Super Critical Flow Top Height/ Base wt No Wth station Elev (FT) Elev (CFS) (FPS) Head.l Grd.E EIeV Depth Width Did. -FT Or I.D. ZL Prs /Pip L /Elem (Ch -I- Slope I -1 SF Avel !� HF SE DpthIFroude N Norm Dp "N" X -Fall ZR Type Ch Page 1 line2 OUT 8044.0681 -I- 985.388 -I- .969 -I- 986.357 1.30 1.08 .02 986.37 .00 .43 1.43 1.500 .000 .00 1 .0 1.221 .0307 I I -I- -I- -I- -I- .0003 -I- .00 -I- .97 -I- .21 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8045.289 -I- 985.425 -I- .930 I 986.355 I I 1.30 1.13 .02 I I 986.38 .00 I .43 I 1.46 I 1.500 I .000 I .00 I 1 .0 1.137 .0307 I -I- -I- -I- -I- -I- .0003 -I- .00 -I- .93 -I- .22 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8046.426 985.460 I .893 I 986.354 I I 1.30 1.18 .02 I I 986.38 .00 I .43 I 1.47 I 1.500 I .000 I .00 I 1 .0 1.069 .0307 I I .0004 .00 .89 .24 .27 .013 .00 .00 PIPE 8047.496 -I- 985.493 -I- .859 -I- I 986.352 I I 1.30 1.24 .02 I I 986.38 .00 I .43 I 1.48 I 1.500 I .000 i .00 I 1 .0 1.001 .0307 I I -I- -I- -I- -I- .0004 -I- .00 -I- .86 -I- .26 -I- .27 -1- .013 -I- .00 .00 1- PIPE 8048.497 -I- 985.524 -I- .826 -I- I 986.350 I I 1.30 1.30 .03 I I 986.38 .00 I .43 I 1.49 I 1.500 I .000 I .00 I 1 .0 .939 .0307 I I I -I- -I- -I- -I- .0005 -I- .00 -I- .83 -I- .28 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8049.436 -I- 985.553 -I- .795 -I- 986.348, I I 1.30 1.37 I .03 I 986.38 .00 I .43 I 1.50 I 1.500 I .000 I .00 I 1 .0 .886 .0307 I I -I- -I- -I- -I- .0005 -I- .00 -I- .80 -I- .30 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8050.322 -I- 985.580 -I- I .765 986.345 I I 1.30 1.43 I .03 I 986.38 I .00 .43 I 1.50 I 1.500 I .000 I .00 I 1 .0 .828 I .0307 I -I- -I- -I- -I- -I- .0006 -I- .00 -I- .77 -I- .32 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8051.150 -I- 985.605 -I- I .737 -I- 986.342 I I 1.30 1.50 I .04 I 986.38 I .00 .43 I 1.50 I 1.500 I .000 I .00 I 1 .0 .776 .0307 -I- -I- -I- -I- .0007 -I- .00 -I- .74 -I- .35 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8051.926 985.629 -I- .711 -I- 986.339 1.30 1.58 .04 986.38 .00 .43 1.50 1.500 .000 .00 1 .0 .7301 .0307 -I- -I- -I- ,00081 .00 -I .711 .37 -1 .27 -1 .013 -1 .001 .00 (PIPE 0 FILE: LINE2G.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:49:22 Madison club 100 -yr Phase 1, Line 2g 12/13/05 aaanaraa, ta�aa�ae, t, t*, t�a�e��aa, t�ana�a* aaaa�e� ,t�,t�,r�aeaa��aana�,t,taaa� eat ��,t�,r,n�,t�t t ��,t�a�,tanaat �t ��a ,t�,ta,aaaa�n��at,t,t *aa,o- na�a�ar,a Invert Depth water I Q vel vel I Energy I SupPer (Critical Flow Top Height /(Base wt INO wth Station Elev - (FT) Elev (CFS) Head- Grd.El_I- EIeV- Dia. -FT Or I.D. ZL IPrs /Pip L /Elem Ch Slope - - - - - -� -(FPS) I -1 SF Ave - HF i5E Dpth -Depth - Froude N -width - NOrm'Dp "N" X -Fall - ZR (Type Ch 8052.6571 -I- 985.6511 -I- .6851 -I- 986.3361 1.301 1.65 .04 986.38 1 .00 .43 1.49 1.500 1 .000 .00 1 1 .0 .680 I .0307 I I -I- -I- -I- -I- .0009 -I- .00 -I- .69 -I- .40 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8053.336 -I- 985.672 -I- .660 -I- I 986.333 -I- I 1.30 1.73 I .05 I 986.38 I .00 I .43 I 1.49 I 1.500 I .000 .00 I 1 .0 .534 I .0307 I I -I- -I- -I- .0010 -I- .00 -I- .66 -I- .43 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8053.871 985.689 .637 I 986.325 I 1.30 1.82 I .05 I 986.38 I .00 I .43 I 1.48 I 1.500 I .000 .00 I 1 .0 Page 2 ow a:. No 0K> M; nib M` !fit 0i go- s ..Oft, aw ow <10& *a, im ;901 line2g.OUT HYDRAULIC JUMP 8053.871 -I- I 985.689 -I- I .270 -I- I 985.959 I I 1.30 6.01 .56 I 986.52 I .01 I .43 I 1.15 I 1.500 I .000 I .00 I 1 .0 3.273 .0307 I I -I- I -I- -I- -I- .0307 -I- .10 -I- .28 -I- 2.45 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8057.144 -I- 985.789 -I- .270 -I- 986.059 I I 1.30 6.01 .56 I 986.62 I .01 I .43 I 1.15 I 1.500 I .000 I .00 I 1 .0 21.582 .0307 I I -I- I -I- -I- -1- .0295 -I- .64 -I- .28 -I- 2.45 -I- .27 -1- .013. -I- .00 .00 1- PIPE 8078.726 986.451 .275 986.726 I I 1.30 5.85 .53 I 987.26 I .01 I .43 I 1.16 I 1.500 I .000 I .00 I 1 .0 9.608 .0307 I I .0266 .26 .28 2.36 .27 .013 .00 .00 PIPE 8088.334 -I- 986.746 -I- .284 -I- I 987.030 I I 1.30 5.58 .48 I 987.51 I .01 I .43 I 1.18 I 1.500 I .000 I .00 I 1 .0 4.625 .0307 I I -I- I -I- -I- -I- .0233 -I- .11 -I- .29 -I- 2.21 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8092.958 -I- 986.888 -I- .294 -I- 987.182 I I 1.30 5.32 .44 I 987.62 I .01 I .43 I 1.19 I 1.500 I .000 I .00 I 1 .0 2.890 I .0307 I -I- I -I- -I- -I- .0203 -I- .06 -I- .30 -I- 2.07 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8095.849 -1- 986.977 -I- .304 -I- 987.281 I I 1.30 5.07 I .40 I 987.68 .01 I .43 I 1.21 f 1.500 I .000 I .00 I 1 .0 2.013 .0307 -I- -I- -I- -I- .0178 -I- .04 -I- 31 -I- 1.94 -I- .27 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE2G.WSW W 5 P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:49:22 Madison Club 100 -yr Phase 1, Line 2g 12/13/05 ��aaa�e�a, t��• n* ��, t, t��a�a, t�a�aaa�, t��n�, o-, ��a�a• aa, t��, ta• a, t��a�, t�, taaaat�, t��, t, ta�aa�aaa�, t�e�e�aaa •aaa��ae�a��a•�,taaa�a�e�� aaa,t�aaa Invert Depth water Q vel vel ' Energy SupPer CriticallFlow Top Height /lease wt No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.ET. Elev- 1 width Dia. -FT or I:D_ ZL /Pip L /Elem Ch Slope SF Ave HF ISE SE Dpth -Depth Fronde N Frou,tata - Norm DP "N" X -Fall - -�Prs ZR Type Ch nea* * *** *r **�e,t�t. �a��a*** ***I at�ee� 8097.8621 -I- 987.038 -I- .314 -I- 987.353 -I- 1.30 4.84 .36 987.72 1 .01 .43 1.22 1 1.500 .000 .00 1 .0 1.478 I .0307 I I -I- -I- -I- .0155 -I- .02 -I- .32 -I- 1.82 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8099.340 -I- 987.084 -I- .325 -I- I 987.409 I 1.30 4.61 I .33 I 987.74 I .00 .43 I 1.24 I 1.500 I I .000 .00 I 1 .0 1.105 I .0307 I I -I- -I- -I- -I- .0136 -I- .01 -I- .33 -I- 1.70 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8100.445 -I- 987.118 -I- .336 -I- I 987.454 I 1.30 4.40 I .30 I 987.75 I .00 .43 I 1.25 I I 1.500 I .000. .00 I 1 .0 .838 I .0307 I I -I- -I- -I- -I- .0119 -I- .01 -I- .34 -I- 1.59 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8101.283 987.143 .347 I 987.491 I 1.30 4.19 I .27 I 987.76 I .00 I .43 1.27 I I 1.500 I .000 .00 I 1 .0 .635 I .0307 I I .0104 .01 .35 1.49 .27 .013 .00 .00 1- PIPE 8101.918 987.163 -1- .359 -I- I 987.522 -I- I 1.30 4.00 I .25 I 987.77 I .00 I .43 1.28 I I 1.500 I .000 .00 I 1 .0 .4741 I .0307 I I I -I- I -I- ,00911 I .00 -1 I .361 I 1.40 -1 I .27 -I .013 -1 I I .001 I .00 (PIPE I Page 3 Page 4 line2g.OUT 8102.393 -I- 987.177 -i- .372 -I- 987.549 1.30 3.81 .23 987.77 .00 .43 1.30 1.500 .000 .00 1 .0 .338 .0307 I I -I- I -I- -I- -I- .0079 .00 -I- -I- .37 -I- 1.31 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8102.731 -I- 987.188 -I- .384 -I- 987.572 I I 1.30 3.63 I .20 987.78 I -= .00 I .43 I 1.31 I 1.500 I .000 I .00 I 1 .0 .229 .0307 I I -I- I -I- -I- -I- .0069 .00 -I- -I- .39 -I- 1.23 -I- .27 -I- .013 -I- .00 .00 1- PIPE 8102.960 987.195 -I .398 -I- 987.592 I I 1.30 3.46 I .19 987.78 I .00 I .43 I 1.32 I 1.500 I .000 I .00 I 1 .0 .1271 .0307 I I -I- I -I- -I- .00611 .00 -1 .401 1.15 -1 .27 -1 .013 -1 .001 .00 (PIPE 8103.087 987.199 1 -1 .411 -I- 987.610 -I- I I 1.30 3.30 I .17 987.78 I .00 I .43 I 1.34 I 1.500 I .000 I .00 I 1 .0 .042 .0307 -I- -I- -I- 0053 .00 -I- -I- 41 -I- 1.07 -I- .27 -I- .013 -I- .00 1- PIPE 0 FILE: LINE2G.WSW W S P G W- CIVILDESIGN version 14.06 .00 PAGE 5 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9:49:22 Madison Club 100 -yr Phase 1, Line 2g 12/13/05 I Invert ' Depth water Q I vel vel Energy Super critical FLOW Top Height/ Base wt No wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.Ey.I Epev ' Depth Width Dia. -FTjor I.D. ZL Prs /Pip L /Elem Ich Slope I SF Ave HF ISE DpthlFroude N Norm Dp "N" X -Fall ZR Type Ch 8103.1301 -I- 987.2001 -I- .427 -I- 987.627 -I- 1.30 3.14 .15 987.78 .00 .43 1.35 1:500 .000 .00 1 .0 a , -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 4 line4a.OUT 0 FILE: LINE4A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE ] Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12- 12-2005 Time: 3: 6:34 Madison Club 100 -yr Phase 1, Line 4a- 12/12/05 Invert Depth Water I I Q l Vel vel I Energy I Super Critical F1oW Top Height/ Base Wt INO wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.El.1 Elev ' Depth �Dia. -FT �Or I.D_ ZL /Pip L /Elem slope I SF Avel HF ISE DpthlFroude -� N'INOrm -Width Dp - "N" X -Fall - ZR -IPrs Ch na��aa,x�n a��,r,xtra,ttr �aaa�� nn�na�aaa � a,t,taa,trra� I e�,ta�aa �� *�� I �a��,r�,ta,t tra�aa�� aa�a I aa�aner.� *aaaaa a � �,a�aaae et � f IType ��a�aaa 2000.000 -I- ICh 973.000 -I- 11.000 984.000 64.31f 9.10 1.29f 985.29 .00 2.57 f .00 3.000 .000 .00 f 1 .0 400.000 .0243 I I -I- -I- -I- -I- -I- .0079 -I- 3.17 -I- 11.00 -I- .00 1.62 -I- -I- .012 -I- .00 .00 1- PIPE 2400.000 -I- 982.740 -I- I 4.429 987.169 -I- I I 64.31 9.10 1.29 I I 988.45 .00 I 2.57 I .00 I 3.000 I .000 I .00 I 1 .0 42.590 .0244 I I -I- -I- -I- -I- .0079 -I- .34 -I- 4.43 -I- .00 1.62 -I- -I- .012 -I- .00 .00 1- PIPE 2442.590 -I- 983.780 -I- I 3.726 987.506 I I 64.31 9.10 1.29 I I 988.79 .00 I 2.57 I .00 I 3.000 I .000 I .00 I 1 .0 35.110 .0171 I I -I- -I- I -I- -I- -I- .0079 -I- .28 -I- 3.73 -I- .00 1.82 -I- -I- .012 -I- .00 .00 I- PIPE 2477.700 984.380 3.468 987.848 I I 64.31 9.10 1.29 I I 989.13 .00 I 2.57 I .00 I 3.000 I .000 I .00 I 1 .0 7.400 .0689 I I .0079 .06 3.47 .00 1.20 .012 .00 .00 PIPE 2485.100 -I- 984.890 -I- I 3.017 987.907 -I- I I 64.31 9.10 1.29 I I 989.19 .00 I 2.57 I .00 I 3.000 I .000 I .00 I 1 .0 7UNCT STR I .0189 I -I- -I- -I- -I- .0040 -I- .01 -I- ..00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 2488.270 -I- 984.950 -I- I 5.102 990.052 -I- I I .61 I .78 .01 I 990.06 .00 I .32 I .00 I 1.000 I .000 I .00 I 1 .0 51.793 I .0795 I -I- -I- -I- -I- .0002 -I- .01 -I- .00 -I- .00 .16 -I- -I- .012 -I- .00 .00 1- PIPE 2540.063 -I- 989.066 -I- I 1.000 990.066 -I- I I .61 I .78 .01 I 990.08 1.00 I .32 I .00 I 1.000 I .000 I .00 I 1 .0 1.147 I .0795 I -I- I -I- -I- -I- .0002 -I- .00 -I- 1.00 -I- .00 .16 -I- -I- .012 -I- .00 .00 1- PIPE 2541.210 -I- 989.157 -I- I .907 990.064 -I- I .61 I .81 .01 I 990.07 I .00 .32 I .58 I I 1.000 .000 I .00 I 1 .0 .666 I .0795 I -I- -I- -I- -I- .0002 -I- .00 -I- .91 -I- .13 -I- .16 -I- .012 -I- .00 .00 1- PIPE 2541.876 989.210 I I .853 990.063 I .61 I .85 .01 I 990.07 I .00 I .32 .71 I I 1.000 I .000 .00 I 1 .0 :546 .0795 .0002 .00. 85 .15 .16 .012 .00 .00 PIPE FILE: LINE4A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3: 6:34 Madison Club 100 -yr Phase 1, Line 4a 5/3/05 Invert Depth water Q vel vel I Energy super TopfHeight/ Base Wt INO wth station Ic-h Elev - I (FT) Elev (C FS) (FPS) Head Grd.El_I- Elev lCriticallFlOW Dla. -FTIor I.D_ ZL /Pip L /Elem Slope - I -I- SF Ave]- HF ISE DpthlFroude -Depth - N -width - Norm Dp I "N" ' X -Fall -IPrs - ZR IType Ch Page 1 i Page 2 line4a.0UT a�aar.�aa,a I a�atr,taaa� I a�a,tnane I aa��tr�rra I n�a�aaae,t I aa,xa�� I �r�eana I a��,ta,r�aa � aaa,teaa I ��aa�� I,x��,ta�n� I a��aaar. I aa�a�,xa � ��.�a I aa��rar, 2542.422 -I- 989.2531 -I- .809 990.062 .61 .90 .011 990.07 .00 .32 -I- .79 1 1.000 I .000 .00 I 1 .0 .338 .0795 I I -I- -I- -I- -I- -I- -I- -I- .0003 .00 .81 .17 I -I- .16 -I- .012 -1- .00 .00 1- PIPE 2542.760 -I- 989.280 -I- I I I I I .781 990.061 .61 .93 .01 990.07 .00 .32 -I- -I- I .83 I 1.000 I .000 I .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 --I Page 1 line4b.OUT 0 FILE: LINE4B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12- 12-2005 Time: 3:15:15 Madison Club 100 - r yy Phase 1, Line 4b 12/12/05 Invert I I Depth water Q I I Vel vel. I Energyy supPer (Critical Flow TOplHeight /(Base wt INO wth station -Ich Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width IDia. -FT Or I.D. 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PIPE 3031.920 -I- 988.281 -I- .805 -I- I 989.086 I I 11.00 11.39 2.02 I 991.10 I .10 I 1.27 I 1.50 I 1.500 I .000 I .00 I 1 .0 2.510 I .0882 I -I- I -I- -I- -I- .0278 -I- .07 -I- .90 -I- 2.50 -I- .59 -I- .012 -I- .00 .00 1- PIPE 3034.430 -I- 988.502 -I- .836 -I- 989.339 I I 11.00 10.86 1.83 I 991.17 I .09 I 1.27 I 1.49 I 1.500 I .000 I .00 I 1 .0 2.094 I .0882 I -I- -I- -I- -I- .0246 -I- .05 -I- .93 -I- 2.32 -I- .59 -I- .012 -I- .00 .00 1- PIPE 3036.524 -I- 988.687 -I- .870 -I- I 989.556 I I 11.00 10.36 1.67 I 991.22 I .08 I 1.27 I 1.48 I 1.500 I .000 I .00 I 1 .0 1.749 I .0882 I -I- -I- -I- -I- .0217 -I- .04 -I- .95 -I- 2.16 -I- .59 -I- .012 -I- .00 .00 1- PIPE 3038.273 -I- 988.841 -I- .905 -I- I I 989.746 I 11.00 9.87 1.51 I 991.26 I .07 I 1.27 I 1.47 I 1.500 I .000 I .00 I 1 .0 1.455 .0882 -I- -I- -I- -I- .0192 -I- .03 -I- 98 -I- 2.00 -I- .59 -I- .012 -I- .00 .00 1- PIPE 0•FILE: LINE4B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:15:15 Madison Club 100 -yr Phase 1, Line 4b 5/3/05 tn�ana�ana�aaaan�, raaa, a, t, ta�ne�n�, t�, xn��aa ,taa,rnaa�aa�a�r.�a,n��n��trr a,+ �aann�, r�, ta�aa��e�a��r„ t, vana��aa��na�aa��aaaa� ,aaannnaaaana aa�aa.+.,ue Invert Depth I water Q I vel vel Ener Y Super critical Flow To p Height/ Base wt No wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.Ey.I Epev I Depth I width Dia9 -FT lor I.D. 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I 1.03 I 996.09 I .00 I 1.27 1.36 I I 1.500 I .000 .00 . I 1 .0 69.345 I .0127 I -I- -I- -I- -I- .0124 -I- .86 -I- 1.07 -I- 1.44 -1- 1.07 -I- .012 -I- .00 .00 1- PIPE 3486.010 -I- 994.866 -I- I 1.095 I 995.961 I 11.00 7.96 I .98 I 996.94 I .00 I 1.27 1.33 I I 1.500 I .000 .00 I 1 .0 28.173 I .0127 I -I- I -I- -I- -I- -I- .0114 -I- .32 -I- 1.10 -I- 1.38 -I- 1.07 -I- .012 -I- .00 .00 1- .PIPE 3514.183 -I- 995.224 -I- 1.147 -I- I 996.371 I 11.00 '7.59 I .89 I 997.26 I .00 I 1.27 1.27 I I 1.500 I .000 .00 I 1 .0 9.695 I .0127 I -I- -I- -I- -I- 0102 -I- ,.10 -I- 1.15 -I- 1.25 -1- 1.07 -I- .012 -I- .00 .00 1- PIPE 3523.878 -I- 995.347 -I- I 1.204 -I- I 996.551 I 11.00 7.24 I .81 I 997.36 I .00 I 1.27 1.19 I I 1.500 I .000 .00 . I 1 .0 2.572 I .0127 I I -I- -I- -I- -I- .0093 -I- .02 -I- 1.20 -I- 1.13 -I- 1.07 -I- .012 -I- .00 .00 1- PIPE 3526.450 -I- 995.380 -I- 1.270 -I- I 996.650 -I- I 11.00 6.89 I .74 I 997.39 I .00 I 1.27 1.08 I I 1.500 I .000 .00 I 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 Am- no, we on: in_ M . iii l t aw r go> as NW, WE, imI 0-0 40, so line4c.OUT 0 FILE: LINE4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:29: 4 Madison Club 100 -yr Phase 1, Line 4c 12/12/05 I invert Depth Water I Q I Vel vel I Energy I super Critical FLOW TOP Height /IBase Wt l NO wth Station Elev (FT) Elev (CFS) (FPS) I Head I Grd.El Elev Depth Width Dia. -FTlor I.D. 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I .39 I 994.11 I .00 I 1.93 .00 I I 3.000 I .000 .00 I 1 .0 26.030 .0050 - I - - I - - I - - I - .00241 .06 -1 3 . 3 6 1 .00 -1 1.84 -1 .012 -1 .001 .00 1PIPE 0 FILE: LINE4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:29: 4 Madison club 100 -yr Phase 1, Line 4c 5/4/05 I Invert Depth water I Q vel vel Energy Super critical FLOW Top Height/ Base Wt No wth station Elev (FT) Elev (CFS) (FPS) Head Grd.El_I- E ev- IDia. -FT or I.D. ZL Prs /Pip L /Elem ICh Slope -) -1 SF Ave HF ISE Dpth -Depth - Froude N -width - Norm Dp I "N" -X-Fall ZR Type ch Page 1 40, so line4c.OUT �aa�aana, tlan��tr, t��' a��a, ��alaa��ne��, �ia�a��a��alaa��al�naa�a�i�a��na�l* �aaa�ai�a��a�I�a�a�aa�I��a�I�aa ,r�eal�aaaa laaaann� 4831.230 -I- 990.490 -I- 3.295 -I- 993.785 35.40 5.01 .39 994.17 .00 1.93 .00 3.000 .000 .00 1 .0 JUNCT STR I .0056 I -I- -I- -I- -I- .0022 -I- .01 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 4836.560 -I- 990.520 -I- 3.407 -I- I I 993.927 32.30 I 4.57 .32 I 994.25 I .00 I 1.84 I .00 I 3.000 I .000 I .00 I 1 .0 157.315 I .0050 I -I- -I- -I- -I- .0020 -I- _.31 -I- .00 -I- .00 -I- 1.73 -I- .012 -I- .00 .00 1- PIPE 4993.875 991.307 3:000 I I 994.307 32.30 I 4.57 .32 I I 994.63 3.00 I 1.84 I .00 I 3.000 I .000 I .00 I 1 .0 34.465 .0050 I I .0019 .06 3.00 .00 1.73 .012 ..00 .00 PIPE 5028.340 991.480 2.882 I I 994.362 32.30 I 4.63 .33 I I 994.69 .00 I 1.84 I 1.17 I 3.000 I .000 I .00 I 1 .0 JUNCT STR .1932 I I .0017 .01 2.88 .33 .012 .00 .00 PIPE 5033.670 -I- 992.510 -I- 1.957 -I- I I 994.467 -I- � 22.60 I 7.23 .81 I I 995.28 .00 I 1.69 I .58 I 2.000 I I .000 .00 I 1 .0 8.176 .0049 I I ' -I- -I- -I- .0091 -I- .07 -I- 1.96 -I- .55 -1- 2.00. -I- .013 -I- .00 .00 1- PIPE 5041.846 -I- 992.550 -I- 2.000 -I- I 994.550 I 22.60 I 7.19 .80 I I 995.35 .00 I 1.69 I .00 I 2.000 I I .000 .00 I 1 .0 52.564 .0049 I I -I- I -I- -I- -I- .0097 -I- .51 -I- 2.00 -I- .00 -I- 2.00 -I- .013 -I- .00 .00 1- PIPE 5094.410 -I- 992.810 -I- 2.265 -I- I 995.075 -I- 22.60 I 7.19 I .80 I 995.88 .00 I I 1.69 .00 I 2.000 I 1 .000 .00 I 1 .0 JUNCT STR .0994 I I -I- -I- -I- .0061 -I- .03 -I- 2.27 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 5099.740 -I- 993.340 -I- 2.328 I -I- 995.668 I 7.00 I 3.96 I .24 995.91 I .00 I I 1.02 .00 I 1.500 I I .000 .00 I 1 .0 223.450 .0075 I I -I- -I- -I- -I- .0037 -I- .84 -I- 2.33 -I- .00 -I- .93 -I- .012 -I- .00 .00 I- PIPE 5323.190 -I- 995.013 -I- 1.500 I -I- 996.513 I 7.00 I 3.96 I .24 996.76 I I .00 I 1.02 .00 I 1.500 I .000 I .00 I 1 .0 28.561 .0075 -I- -I- -I- -I- .0035 -I- .10 -I- 1.50 -I- .00 -I- .93 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:29: 4 Madison Club 100 -yr Phase 1, Line 4c 5/4/05 Invert I Depth water Q vel vel I Energy I Super ICriticallFloW Top Height/ Base wt l INo wth Station ich Elev I (FT) Elev (C FS) (FPS) Head I Grd.E Elev I Depth I width Dia. -FT Or I.D.1 ZL Prs /Pip L /Elem slop a -I SF Ave -�- HF -1 DpthlFroude - NiNOrm Dp "N" X -Fall ! ZR Type Ch ISE aa a�aa�•r.e ��n�� aa�� 5351.751 -I- 995.227 -I- 1.3611 -I- 996.5881 7.00 4.15 .27 996.86 1 .00 1 1.02 1 .87 1.500 .0001 .00 1 .0 13.295 I .0075 I -I- -I- -I- -I- .0034 -I- .05 -I- 1.36 -I- .53 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5365.046 -I- 995.327 -I- I 1.280 -I- I 996.607 I 7.00 4.36 I .29 I 996.90 I .00 I 1.02 1.06 I I 1.500 I .000 .00 I 1 .0 9.821 I .0075 I -I- -I- -I- -I- .0037 -I- .04 -I- 1.28 -I- .62 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5374.868 995.400 I 1.214 I 996.614 I 7.00 4.57 I .32 I 996.94 I .00 I 1.02 1.18 I I 1.500 I .000 .00 I 1 .0 Page 2 -I- -I- line4c.OUT 7.592 .0075 I I -I- -I- I -I- -I- -I- .0041 -I- .03 -I- 1.21 -I- .71 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5382.459 -I- 995.457 -I- 1.155 -I- 996.612 I 7.00 I 4.79 I .36 I 996.97 .00 I 1.02 I 1.26 I 1.500 I I .000 .00 I 1 .0 4.712 .0075 I I -I- I -I- -I- -I- .0045 -I- .02 -I- 1.16 -I- .79 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5387.172 -I- 995.492 -I- 1.103 -I- 996.595 -I- I 7.00 -I- I 5.03 I .39 I 996.99 .00 I 1.02 I 1.32 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP -I- -I- -I- -I- -I- -I- -I- -I- (- 5387.172 -I- I I 995.492 -I- .934 -I- I 996.427 I 7.00 I 6.05 I .57 I 996.99 .00 I 1.02 I 1.45 I 1.500 I I .000 .00 I 1 .0 2.733 .0075 I I -I- -I- -I- -I- .0074 -I- .02 -I- .93 -I- 1.19 -I- .93 -I- .012 -I- .00 .00 1- 'PIPE 5389.905 -I- 995.513 -I- .941 -I- I 996.454 I 7.00 I 6.00 I .56 I 997.01 .00 I 1.02 I 1.45 I 1.500 I I .000 .00 I 1 .0 19.472 .0075 I I -I- -I- -I- -I- .0069 -I- .13 -I- .94 -I- 1.18 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5409.377 -I- 995.659 -I- .981 -I- I 996.639 I 7.00 I 5.72 I .51 I 997.15 .00 I 1.02 I 1.43 I 1.500 I I .000 .00 I 1 .0 2.863 .0075 I I -I- I -I- -I- -I- .0061 -I- .02 -I- .98 -I- 1.09 -I- .93 -I- .012 -I- .00 .00 1- PIPE 5412.240 -I- 995.680 -I- 1.024 -I- 996.704 I 7.00 I 5.45 I .46 I 997.16 .00 I 1.02 I 1.40 I 1.500 I I .000 .00 I 1 .0 JUNCT STR .0075 -I- -I- -I- -I- .0033 -I- .02 -I- 1.03 -I- 1.00 -I- -I- .012 -I- .00 .00 I- PIPE 0 FILE: LINE4C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:29: 4 Madison Club 100 -yr Phase 1, Line 4c 5/4/05 ��a�, t, tanna�, ta, n, taa* aa�n�n�a�a�nna�, t��, tn* ea, t, t�aannn��, t�aa�a�* �a�, t, tna�a, t, t, raaa�aa��a�aa�n��a�a�aaa�eaaafr��a�t ,taea�aanaaa,rnn,t a�,taar.an I Invert Depth water Q vel vel EnergyY 1 supPer ICriticallFlow Top Height /(Base Wti INO wth Station Elev (FT) Elev (CFS) Head Elev- Dia. -FTlor I.D_ ZL Pry /Pip L /Elem - - Ch slope P - - -�- I - -(FPS) -I SF Ave -I- HF ISE Dpth -Depth -I Froude NlNOrm -width - Dp "N" -Fall - ZR - Type Ch a,raa �� I eaaanaa 1 5417.570 I 995.720 1.543 997.263 3.10 1.75 .05 997.31 I .00 I .67 I .00 1 1.500 I .000 .00 1 .0 6.475 I .0075 I I .0007 .00 .00 .00 .58 .012 .00 .00 PIPE 5424.045 995.768 1.500 I 997.268 I 3.10 1.75 I .05 I 997.32 1.50 I I .67 .00 I I 1.500 I .000 .00 I 1 .0 19.620 I .0075 I I .0007 .01 1.50 .00 .58 .012 .00 .00 1- PIPE 5443.665 995.915 1.361 I 997.276 I 3.10 1.84 I .05 I 997.33 .00 I I .67 .87 I I 1.500 I .000 .00 I 1 .0 11.093 I .0075 I I .0007 .01 1.36 .23 .58 .012 .00 .00 PIPE 5454.758 -I- 995.998 -I- 1.280 -I- I 997.278 I 3.10 1.93 I .06 I 997.34 I .00 I .67 1.06 I I 1.500 I .000 .00 I 1 .0 9.003 I .0075 I I -I- -I- -I- -I- .0007 -I- .01 -I- 1.28 -I- ..28 -I- .58 -I- .012 -1- .00 .00 1- PIPE 5463.761 -I- 996.066 -i- 1.214 -I- I 997.279 -I- I 3.10 2.02 I .06 I 997.34 I .00 I .67 1.18 I I 1.500 I .000 .00 I 1 .0 7.773 I .0075 I I I -I- I -I- -I- .0008 I -I- .01 I -I- 1.21 I -I- .31 I -I- .58 -I- .012 I I -I- .00 I .00 1- PIPE I - Page 3 line4c.OUT 5471.534 -I- 996.124 -I- 1.155 -I- - 997.279 3.10 2.12 .07 997.35 .00 .67 ' 1.26 1.500 .000 .00 1 .0 6.901 .0075 I I -I- -I- -I- -I- .0009 -I- .01 -I- 1.16 -I- .35 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5478.435 996.175 1.103 I 997.278 I I 3.10 2.23 I .08 997.36 f .00 I .67 I 1.32 i 1.500 I .000 I .00 I 1 .0 6.225 .0075 I I .0010 .01 1.10 .38 .58 .012 .00 .00 1- PIPE 5484.660 -I- 996.222 -I- 1.055 -I- I 997.277 I I 3.10 2.33 I .08 997.36 I .00 I .67 I 1.37 I 1.500 I .000 I .00 I 1 .0 5.655 .0075 I I -I- -I- -I- -I- .0011 -I- .01 -I- 1.06 -I- .42 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5490.315 996.264 -I- 1.010 -I- I 997.274 I I 3.10 2.45 I .09 I 997.37 .00 I ..67 I 1.41 I 1.500 I .000 I .00 I 1 .0 5.1471 .0075 -I- -I- -I- ,00121 .01 -1 1.011 .45 -1 .58 -1 .012 -1 .001 .00' PIPE 0 FILE: LINE4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date.12 -12 -2005 Time: 3:29: 4 Madison Club 100 -yr Phase 1, Line 4c 5/4/05 a, tart., ta�nnna, taaa ,t,rn��aaa,t,r�a�aa,t,ta,tt ��, t, taenen��aa, a, n��, ta��ana��, raa., tn�, taaa�a,+ �r* a�aan, rnea, r�� ,t�,t�aaa��e�a�ee��a�� *�a,t a,ta�aa,te Invert I Depth water Q vel vel Energy I Super ICriticallFlow Top Height/ Base wt NO wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.El Elev Depth I width Dia.-FT Or I.D. ZL Prs /Pip L /Elem Ch Slope I -I SF Avef HF SE D th p� Froude NlNorm D I p "N" X- Fall I x Fall ZR Type Ch 5495.4621 -I- 996.3031 -I- .969 -I- 997.271 I 3.10 2.57 .10 997.37'1 .00 1 .67 1 1.43 1.500 1 .000 .00 1 .0 4.716 I .0075 I -I- -I- -I- -I- .0014 -I- .01 -I- .97 -I- .49 -I- .58 -I- .012 -I- .00 .00 I- PIPE 5500.178 -I- 996.338 -I- I .930 -I- I 997.268 I 3.10 2.69 I .11 I 997.38 .00 I .67 I 1.46 I 1.500 I I .000 .00 I 1 .0 4.279 I .0075 I I -I- -I- -I- -I- .0016 -I- .01 -I- .93 -I- .53 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5504.457 -I- 996.370 -I- .893 -I- I 997.263 I 3.10 2.83 I .12 I 997.39 .00 I .67 I 1.47 I 1.500 I I .000 .00 I 1 0 3.902 I .0075 I -1- -I- -I- -I- .0018 -I- .01 -I- .89 -I- .58 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5508.359 -I- 996.399 -I- I .859 -I- I 997.258 I 3.10 2.96 I .14 I 997.39 I .00 .67 I 1.48 I 1.500 I I .000 .00 I 1 .0 3.496 I .0075 I -I- -I- -I- -I- .0020 -I- .01 -I- .86 -I- .62 -I- .58 -I- .012 -I- .00 .00 I- PIPE 5511.855 -I- 996.425 -I- I .826 -I- I 997.251 I 3.10 3.11 I .15 I 997.40 I .00 .67 I 1.49 I 1.500 I I .000 .00 I 1 .0 3.086 I .0075 I -I- -I- -I- -I- .0023 -I- .01 . -I- .83 -I- .67 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5514.941 -I- 996.449 -I- I .795 I 997.244 I 3.10 3.26 I .16 I 997.41 I .00 .67 I 1.50 I I 1.500 I .000 .00 I 1 .0 2.164 I .0075 I -I- -I- -I- -I- -I- .0026 -I- .01 -I- .80 -I- .72 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5517.105 996.465 I .765 I 997.230 I 3.10 3.42 I .18 I 997.41 I .00 .67 I 1.50 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I 5517.105 i 996.465 I .578 I 997.043 I 3.10 4.93 I .38 I 997.42 I .00 .67 I I 1.46 I 1.500 I .000 .00 I 1 .0 69.614 .0075 .0075 .52 .58 1.33 .58 .012 .00 .00 PIPE Page 4 on Page 5 I line4c.OUT 5586.719 -I- 996.986 -I- I .578 -I- I 997.564 I 3.10 I 4.93 .38 I I 997.94 .00 I .67 I 1.46 I 1.500 I .000 I .00 I 1 .0 32.476 .0075 -I- -I- -I- -I- .0075 -I- .24 -I- 58 -I- 1.33 -I- .58 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:29: 4 Madison Club 100 -yr Phase 1, Line 4c 5/4/05 . �aa�* �aaa�a, ta* a�, t��, taa�a��aaa�aaaa��eae�t�, t�, o-�een��, ann, iaa, t, t�a�, r��r. aaa�a, taneaa, xa�, t, ta, ta��aa, taa, t ,a�aaa�n��ataaaa•,t�,t�,t,t�a� ne,r�a�� Invert I Depth 1 water I Q I Vel vel I Energy Super ICriticallFlOW Topl Height/ IBase wt! 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Avel HF ISE - DpthjFroude -Depth - N -width - Norm Dp "N" -X-Fall ZR Type Ch �,tnea,tana aaa��t,�,tn' �,tan,rr.,t,t nnaaaaa,ta 1 aak�,taaaa I ��ae�r� I ��,taaa I e��eatr,ta I aaa��a•a 1 �aan,t�t ,r �+r+rtra�n� aa,ttre�a �a,t,aa�a' at ,tnt: ,ta�,taa� 5619.1941 997.2291 .5791 997.8081 3.101 4.92 .381 998.18 1 .00 1 .67 1.46 1.500 .0001 .00 1 .0 26.188 I .0075 I I .0070 .18 .58 1.32 .58 .012 .00 .00 PIPE 5645.382 -I- 997.425 -I- .600 -I- 998.025 I I 3.10 4.69 I .34 I 998.37 .00 I 67 I 1.47 I I 1.500 I .000 .00 I 1 .0 6.843 I .0075 I I -I- -I- -I- -I- .0061 -I- .04 -I- .60 -I- 1.23 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5652.226 -I- 997.476 -I- .622 -I- 998.098 I I 3.10 4.47 I .31 I 998.41 .00 I I .67 1.48 I I 1.500 I .000 .00 I 1 .0 2.597 I .0075 I -I- -I- -I- -I- .0054 -I- .01 -I- .62 -I- 1.15 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5654.822 -I- 997.495 -I- I .645 -I- 998.140 I I 3.10 4.27 I .28 I 998.42 .00 I I .67 1.49 I I 1.500 I .000 .00 I 1 .0 .648 .0075 -I- -I- -I- -I- .0047 -I- .00 -I- .65 -I- 1.07 -I- .58 -I- .012 -I- .00 .00 1- PIPE 5655.4701 -1- 997.5001 -1- .6701 -1- 998.1701 -1- 3.10) -I- 4.06 .261 998.43 1 .00 1 .67 1 1.49 1 1.500 1 .0001 .00 1 1 .0 0 -1- -1- -I- -I- -I- -I- -I- -I- I- Page 5 line4d.OUT 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:38:40 Phase 1, Line 4d 12/12/05 ��* �aa, t��a ,t,tnaa,taaat��aa,t�a�at,ae, tar, a, t��a�t, tnee�, o-�, t��, tt, ta, t��e��a• �aaaar. �*, tr. a��a��e�aa�a, t, a�, ta��r,t�,ta,t,t��a�a�e��aaa *a ra�aa�aa I Invert Depth I water Q I vel Vel I Energyy I Super critical Flow Top Height/ Base Wt INO wthp Station I Elev - - - - -I- (CFS) _ -(FPS) Head -I- Grd.El_I- EIeV -I -Depth width - Dia. -FT or I.D. ZL IPrs /Pi L /Elem ICh Slope -1 SF Ave HF SE D th Froude NIN r - I -I I I p I O m Dp I ,�N„ X Fdll ZR Ch n�aaa,a��a ��,t��aa� I �,t�a•nt,a� ��a��ea�� I trnae�trtr,na ��a *aaa �� e,t *�t,tr�tr� e�,t�aa,t ��,t�t,�� a•�,ta�aa aa�a�,to �t,teeaa I aaa�a IType aa��aan 6001.350 987.2201 3.2001 990.420 .60 .34 .00 990.42 1 .00 .29 1 .00 1 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 23.384 I I I .0727 .0000 .00 3.20 .00 .15 .013 .00 .00 PIPE I I I I I I I I I I 6024.734 988.921 1.500 990.421 .60 .34 .00. 990.42 .00 .29 .00 1.500 .000 .00 1 .0 1.8971 .0727 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- 1- 0000 .00 1.50 .00 .15 .013 .00 .00 PIPE I I I I I I I I I I I I I 6026.631 989.059 1.361 990.420 .60 .36 .00 990.42 .00 .29 .87 1.500 .000 .00 1 .0 1.1091 o7z7 I I I I -1 -I- -I- -1- -17 -1- -1- -1- -I- -1- -1- -1- 1- 0000 .00 1.36 .05 .15 .013 .00 .00 PIPE I I I I I I I I I 6027.740 989.139 1.280 990.419 .60 .37 .00 990.42 .00 .29 1.06 1.500 .000 .00 1 .0_ .9131 .0727 -1- I I I 0000 .00 1.28 .05 .15 .013 .00 .00 PIPE I I I I I I I I I I 6028.653 989.206 1.214 990.419 .60 .39 .00 990.42 .00 .29 1.18 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- •799 •0727 .0000 .00 1.21 .06 .15 .013 .00 .00 PIPE I I I I I I I I I I I I I 6029.452 989.264 1.155 990.419 .60 .41 .00 990.42 .00 .29 1.26 1.500 .000 .00 1 .0 .719 I 1 .0727 -1- -1- -I- -1- -I- ,00001 .00 -1 1.161 .07 -1 .15 -1 .013 -1 .001 .00 (PIPE I I I I I I I I I I I I 6030.170 989.316 1.103 990.419 .60 .43 .00 990.42 .00 .29 1.32 1.500 .000 .00 1 .0 .658 I .0727 .0000 .00 1.10 .07 .15 .013 .00 .00 PIPE I I I I I I I I I I I I 6030.828 989.364 1.055 990.419 .60 .45 .00 990.42 .00 .29 1.37 1.500 .000 .00 1 .0 .6081 .0727 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0000 .00 1.05 .08 .15 .013 .00 .00 PIPE I I I I I I I I I I I I I 6031.436 989.408 1.010 990.418 .60 .47 .00 990.42 .00 .29 1.41 1.500 .000 .00 1 .0 .5651 .0727 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- 1- 0001 .00 1.01 .09 .15 .013 .00 .00 PIPE 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:38:40 Madison Club 100 -yr Phase 1, Line 4d 5/4/05 a�n,t�, tai, tea, t��a�n�a, a, taa��, t, t, tae�an• a�aa** �, t�n�, t ,t��nt.��,t��a�,t�a��aa�at ��,ta��t ��aa• a, t�aa��a��aa�n��a ,ta;�,ta��,taa�� na.+.��,t�a Invert Depth water Q vel vel En er YY supPer Critical Flow Top Hei ht/ ease wt No wth Station Elev - - (FT) -I- Elev - - (CFS) -I -(FPS) Head- - Grd.El_ - Elev- -Depth - -width - Diag -FTIor I.D. - ZL -IPrs /Pip L /Elem Ch Slope I I -1 SF Ave HF. SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch �� ,o-� aa,taaa� a�a�a 6032.001 989.4491 .9691 990.418 .60 .50 .001 990.42 .00 .29 1.43 1.500 :000 .00 1 .0 Page 1 line4d.OUT .530 .0727 I I I .0001 .00 .97 .10 .15 .013 .00 .00 PIPE 6032.531 989.488 -1- .930 -I- 990.418 -I- I I .60 .52 .00 I 990.42 I .00 I .29 I 1.46 I 1.500 I .000 I .00 I 1 .0 .4971 .0727 I I I -I- -1- .00011 .00 -I .931 .10 -1 .15 -1 .013 -1 .001 .00 (PIPE 6033.027 989.524 1 -1- .893 -I- 990.417 -I- I I .60 .55 .00 I 990.42 I .00 I .29 I 1.47 I 1.500 I .000 I .00 I 1 .0 .470 .0727 I I I -I- -I- -I- 0001 -I- .00 -I- .89 -I- .11 .15 -I- -i- .013 -I- .00 .00 1- PIPE 6033.497 989.558 -1- .859 -I- 990.417 -I- I I .60 .57 .01 I 990.42 I .00 I .29 I 1.48 I 1.500 I 1000 I .00 I 1 .0 .4431 .0727 I I I -I- -I- .00011 .00 -1 .861 12 -1 .15 -1 .013 -1 .001 .00 (PIPE 6033.940 989.590 -1- .826 -I- 990.416 -I- I I .60 .60 .01 I 990.42 I .00 I .29 I 1.49 I 1.500 I .000 I .00 I 1 .0 .4191 .0727 I I I -I- -I- .00011 .00 -1 .831 .13 -1 .15 -1 .013 -1 .001 .00 (PIPE 6034.359 989.621 .795 990.416 I I .60 .63 I .01 990.42 I .00 I .29 I 1.50 I 1.500 I .000 I .00 I 1 .0 .399 .0727 I I I .0001 .00 .80 .14 .15 .013 .00 .00 PIPE 6034.758 989.650 -1- .765 -I- 990.415 -I- I I .60 .66 I .01 990.42 I I .00 .29 I 1.50 I 1.500 I .000 I .00 I 1 .0 .3771 I .0727 I I -I- -I- -I- 0001 -I- .00 -I- .77 -I- .15 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6035.135 1 989.677 .737 -1- 990.415 -I- I I .60 .69 I .01 990.42 I I .00 .29 I 1.50 I 1.500 I .000 I .00 I 1 .0 .359 I .0727-1 I I -I- -1- .00011 .00 -1 .741 .16 -1 .15 -I- .013 -1 .001 .00 (PIPE 6035.494 989.703 -1- :711 -I- 990.414 -I- I I .60 .73 I .01 990.42• I I .00 .29 I 1.50 I 1.500 I .000 I .00 I 1 .0 .3431 .0727 -I- -I- -I- 0002 -I- .00 -I- 71 -I- .17 -I- .15 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:38:40 Madison Club 100 -yr Phase 1, Line 4d 5/4/05 I invert Depth water Q vel Vel Energy Super criti cal IFloW ToplHeight/ Base Wt No wth Station -I- Elev -�- (FT) - - Elev (CFS) Head- Grd.ET Elev- width -FT or I.D. ZL Prs /Pip L /Elem Ch Slope I - - -(FPS) I I.- SF Ave - HF - SE Dpth -Depth Froude N Norm Dp "N" X -Fall ZR Type Ch ��trtrneea� 6035.837 989.7281 .685 990.413 .601 .76 .011 990.42 .00 .29 1.49 1 1.500 .000 .00 1 .0 .3251 I .0727 I I I 0002 .00 .68 .19 .15 .013 .00 .00 1- PIPE 6036.162 989.752 -1 .660 -I- 990.412 I .60 .80 I .01 I 990.42 I .00 .29 I 1.49 I I 1.500 I .000 .00 I 1 .0 .3111 I .0727 I I -I- -I- -I- -I- 0.002 -I- .00 -I- .66 -I- .20 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6036.473 989.775 -1- .637 -I- I 990.411 -I- I .60 .84 I .01 I 990.42 I .00 I .29 1.48 I I 1.500 I .000 .00 I 1 .0 .2941 I .0727 I I -I- -1- .00021 .00 -1 .641 .21 -1 .15 -1 .013 -1 .001 .00 (PIPE 6036.767 989.796 -1- .614 -I- I 990.410 -I- I .60 .88 I .01 I 990.42 I .00 I .29 1.48 I I 1.500 I .000 .00 I 1 .0 .2821 I .0727 I I -I- -I- .00031- .00 -1 .611 .23 -1 .15 -1 .013 -I .001 .00 (PIPE 6037.048 989.816 .593 990.409 I .60 I .92 I .01 990.42 I I .00 I .29 1.47 I I 1.500 I .000 .00 I 1 .0 Page 2 . am M M M M M M M. M r r so rr ar Im M as an so line4d.OUT .268 .0727 I I .0003' .00 .59' .24 .15 .013 .00' .00 PIPE 6037.316 -I- 989.836 -I- .572 -I- I 990.408 I .60 I .97 .01 I 990.42 I .00 I .29 I 1.46 I 1.500 I .000 I .00 I 1 .0 .253 .0727 I I -I- -I- -I- -I- .0004 -I- .00 -I- .57 -I- .26 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6037.569 989.854 .552 I 990.407 I .60 I 1.02 .02 I 990.42 I .00 I .29 I 1.45 I 1.500 I .000 I .00 I 1 .0 .242 .0727 I I .0004 .00 .55 .28 .15 .013 .00 .00 1- PIPE 6037.812 -I- 989.872 -I- .533 -I- I 990.405 I .60 I 1.07 .02 I 990.42 I .00 I .29 I 1.44 I 1.500 I .000 I .00 I 1 .0 •229 •0727 I I -I- -I- -I- -I- .0005 -I- .00 -I- .53 -I- .30 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6038.041 989.889 -1- .515 -I- I 990.403 I .60 I 1.12 .02 I 990.42 I .00 I .29 I 1.42 I 1.500 I .000 I .00 I 1 .0 .2171 .0727 -I- -I- -I- .0005 .511 .32 -1 .15 -1 .013 -1 .001 .00 (PIPE 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:38:40 Madison Club 100 -yr Phase 1, Line 4d 5/4/05 aae�e�aaaa�ae+. eana�e�ana�aar .annnee��,o-��anne��ea,ran�a,rr a�aa, r�a��a ,o-��a��n,raa��a��a�aneaa��ar aaa��a�ee�� ,t,ta,t,t�a,ta,ta��a�a ,+aa�� Invert I Depth I water Q 1 vel Vel Ener Y ! Super (Critical Flow ToplHei ht/ ease wt No wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.Ey_!_ Elev I width Dia9 -FT lor I.D. ZL Prs /Pip L/Elem Ch Slope I I SF Ave HF -I SE Dpth -Depth Froude NlNorm Dp -! "N" I X -Fall ZR Type Ch 6038.257 989.9041 .4971 990.402 .60 1.17 .02 990.42 1 .00 i .29 1.41 1.500 .000 .00 1 1 �.0 .206 I .0727 I .0006 .00' .50 .34 .15 .013 .00 .00 PIPE .6038.463 989.919 I .480 990.400 I I .60 1.23 I .02 990.42 I I .00 .29 I 1.40 I I 1.500 I .000 .00 I 1 .0 .036 .0727 .0007 .00 .48 .37 .15 .013 .00 .00 PIPE 6038.499 989.922 .464 990.386 .60 1.29 .03 990.41 .00 .29 1.39 1.5.00 .000 .00 1 .0 HYDRAULIC JUMP 6038.499 -I- 989.922 -I- .153 -I- 990.075 .60 6.31 .62 990.69 .00 .29 .91 1.500 .000 .00. 1 .0 .007 I .0727 I I -I- -I- -I- -I- .0638 -I- .00 -I- .15 -I- 3.44 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6038.506 -I- 989.922 -I- .158 -I- I 990.081 I .60 6.02 I .56 I 990.64 I .00 I .29 .92 I I 1.500 I .000 .00 I 1 .0 2.678 I .0727 I -I- -I- -I- -I- .0556 -I- .15 -I- .16 -I- 3.23 -I- .15 -I- .013 -I- .00. .00 1- PIPE 6041.184 -I- 990.117 -I- I .164 -I- I 990.281 I .60 5.74 I .51 I 990.79 I .00 I .29 .94 I I 1.500 I .000 .00 I 1 .0 1.698 I .0727 I -I- -I- -I- -I- .0485 -I- .08 -I- .16 -I- 3.02 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6042.881 -I- 990.241 -I- I .169 -I- I 990.410 -I- I .60 5.47 I .46 I 990.87 I .00 I .29 .95 I I 1.500 I .000 .00 I 1 .0 1.207 I .0727 I -I- -I- -I- .0424 -I- .05 -I- .17 -I- 2.84 -I- .15 -I- .013 -I- .00 .00 I- PIPE 6044.088 990.328 I .175 I 990.503 I .60 5.22 I .42 I 990.93 I .00 I .29 .96 I I 1.500 I .000 .00 I 1 .0 .912 .0727 .0370 .03 .17 2.66 .15 .013 .00 .00 PIPE Page 3 Page 4 line4d.OUT 6045.000 -I- 990.395 -I- .181 990.575 .60 -I- 4.97 .38 990.96 .00 .29 .98 1.500 .000 .00 1 .0 .714 .0727 -I- -I- -I- -I- .0323 -I- ..02 -I- 18 -I- 2.49 .15 -I- -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:38:40 Madison Club 100 -yr . Phase 1, Line 4d 5/4/05 aa�a��aaa�ee, t��na��r. ar, aar, aa�n��aa��na��tr. a, ta��na, t, t*, teanar. ��* �, ta* ar. a��a�aaanana�a��, o-�aa�aa�ae�ne ,ta��aa,ta,t�anaaaaa�a *��a�a earrannaa I Invert I Depth I water Q vel vel I Energy I super CriticallFlow ToplHeight /IBase wt INO wth Station Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.El I Elev Depth I width IDia. -FTlor I.D. ZL Prs /Pip L /Elem Ch slope SF Avel HF ISE Dpth Froude NINOrm DP I "N" I X -Fall ZR -iType ch aa,r,r 1 1 a 1 6045.714 -I- 990.4471 -I- .187 990.6331 .60 -I- 4.74 .35 I 990.98 .00 .29 I .99 I 1.500 .000 .00 1 .0 .573 .0727 I -I- -I- I I -1- -I- .0282 -I- .02 -I- .19 -I- 2.34 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6046.287 -I- 990.488 -I- I I .193 990.681 .60 -I- 4.52 .32 I 991.00 I .00 I .29 I 1.00 I 1.500 I .000 I .00 f 1 .0 .466 7 I ..072. I -I- -I- -I- -I- .0246 -I- .01 -I- .19 -I- 2.19 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6046.753 -I- 990.522 -I- I I I .199 990.721 .60 -I- 4.31 .29 I 991.01 I .00 I .29 I 1.02 I 1.500 I .000 I .00 I 1 .0 .383 I .0727 I -I- -I- -I- -I- .0214 -I- .01 -I- .20 -I- 2.05 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6047.136 -I- 990.550 -I- I .206 I 990.756 .60 I -I- 4.11 .26 I 991.02• I .00 I .29 I 1.03 I 1.500 I .000 I .00 I 1 .0 .314 I .0727 I -I- -I- -I- -I- .0187 -I- .01 -1- .21 -17 1.93 -I- .15 -1- .013 -1- .00 .00 1- PIPE 6047.450 -I- 990.573 -I- I I I .213 990.786 .60 -I- 3.92 .24' I 991.02. I .00 I .29 I 1.05 I 1.500 I .000 I .00 I 1 .0 .260 I .0727 I -I- -I- I -I- -I- .0163 -I- .00 -I- .21 -I- 1.81 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6047.710 990.592 I I .220 990.811 .60 3.74 .22 I 991.03 I .00 I .29 I 1.06 I 1.500 I I .000 .00 I 1 .0 .210 I .0727 I I .0143 .00 .22 1.69 .15 .013 .00 .00 PIPE 6047.921 -I- 990.607 I I .227 990.834 .60 -I- -I- 3.56 :20 I 991.03 I .00 I .29 I 1.08' I 1.500 I I .000 .00 I 1 .0 .171 I -1- .0727 I -I- I -I- -I- .0125 -I- .00 -I- :,23 -I- 1.59 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6048.092 990.620 I I .235 990.854 .60 3.40 I .18 991.03 I .00 I .29 I 1.09 I 1.500 I I .000 .00 I 1 .0 .137 I .0727 I I .0109 .00 .23 1.49 .15 .013 .00 .00 PIPE 6048.229 -I- 990.630 -I- I I .242 990.872 .60 -I- 3.24 I .16 991.03 I .00 I I .29 1.10 I 1.500 I I .000 .00 I 1 .0 .104 .0727 -I- -I- -I- -I- .0095 -I- .00 -I- 24 -I- 1.39 -I- .15 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINE4D.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12-12 -2005 Time: 3:38:40 Madison Club 100 -yr Phase 1, Line 4d 5/4/05 aaanneer, �, t, tn, ra, t��aaa�n, taa ,t,teat,r.,r�,ta��a�,t,ta,r,t, tai, aann�* �, ta�a�a�, r��a�, rne�a�, taner�, raaa��a�a�, t, to ,r��a�an�nn��,taa *,a,taa,t��aa� ,t��aaaaa Station Invert I Depth I water Q I vel vel I Energy I.Super ICriticallFlow Top Height /IBase wt INO wth Elev I (FT) Elev (CFS) (FPS) Head Grd.El.l. Elev Depth.. width Did. -FT Or I.D. ZL IPrs /Pip L /Elam iCh slope, i 1 1 SF Avel HF ISE DpthlFroude N�NOrm Dp "N" X -Fall ZR ch treetra,taraa +��rtn aan�n,n�,tt atr,x�na�,t* nnt.,t�aa I ,tan*,t,ttr a,ta �,tat�� *,t,t+t,n��a a,tara�,t,a,� I n�frfrfratr iritiratrtrfr iririr,}e iType i'Ririritirir Page 4 rr � +■■� rr r■� rr r� r �� .r rr � rt r � rr r� �r r I I line4d.0UT 6048.334 -I- 990.637 -I- I .251 -I- I 990.888 -I- I .60 3.09 I .15 I 991.04 I .00 I .29 1.12 I I 1.500 I .000 .00 I 1 .0 .079 .0727 I I I -I- -I- -I- .0083 -I- .00 -I- .25 -I- 1.31 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6048.413 990.643 -I .259 -I- I 990.902 I .60 2.94 I .13 I 991.04 I .00 I .29 1.13 I I 1.500 I .000 .00 I 1 .0 .0541 .0727 I I I -I- -I- -I- .00721 .00 -1 .261 1.22 -1 .15 -1 .013 -1 .001 .00 (PIPE 6048.467 990.647 1 .268 I 990.915 I .60 2.81 I .12 I 991.04 I .00 I .29 I 1.15 I 1.500 I .000 .00 I 1 .0 .032 .0727 I I I -1- -I- -I- -I- 0063. -I- .00 -I- .27 -I- 1.15 -I- .15 -I- .013 -I- .00 .00 1- PIPE 6048.499 990.649 -I- .277 -I- I 990.926 I .60 2.68 I .11 I 991.04 I .00 I .29 I 1.16 I 1.500 I .000 .00 I 1 .0 .0111 .0727 I I I -I- -I- -I- -I- 0055 -I- .00 -I- .28 -I 1.07 -. -I- .15 -I- .013 -I- .00 .00 1- PIPE 6048.510 -I- 990.650 -I- .287 -I- I 990.937 -I- I .60 -I- 2.54 I .10 I 991.04 I .00 I .29 I 1.18 I 1.500 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- I- Page 5 M M M r M M M M MM r� M i. M r M M M line4e.OUT 0 FILE: LINE4E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 Madison club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:41:11 Phase 1, Line 4e 12/12/05 aaat aaa��a��aa,t��a,na, rya, �, taaaaa* a��a, ta, taaa�� ,�,t�naa�,t�,t,t�a��aa�a��t ��a�, t�, aaa��a,+ ��a��nn, r�aa, �aa ,taa�,t,t,t,t�ana�,t�a,t,ta�,na �anaaanc Invert I Depth I water Q I Vel Vel Energy Super ICriticallFlOW TOP Height/ Base wt INO wth Station Elev I (FT) Elev I (CFS) I (FPS)_ I- Head -1 Grd.Ey.l EPev -I - Depth - -width - IDia. -FT or I.D. - ZL -�Prs /Pip L /Elem ICh slope -I �� I SF Avel HF SE DpthlFroude N Norm Dp I "N" X -Fall ZR aaan IType Ch a�. �aa�a, �alnaa� ,aaaaal�a,nan *a�la�aa�a�an 7002.410 989.140+ 2.620 991.760 .90 1.15 .02 991.78 .00 .40 .00 1 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 40.440 .0351 .0006 .03 2.62 .00 .25 .013 .00 .00 PIPE I I I I I I I I I I I I I 7042.850 990.560 1.226 991.786 .90 1.15 .02 991.81 .00 .40 .00 1.000 .000 .00 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 1 line4f.OUT 0 FILE: LINE4F.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:43:51 Phase 1, Line 4f 12/12/05 Invert I Depth I water I Q I Vel vel I Energy I Super (Critical FLOW ToplHeight /(Base Wtl No Wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head Grd.E .1 Elev ! Depth Width IIDia. -FTIor I.D. ZL Prs /Pip -I- -I- - - - - -�- L /Elem Ch Slope ( -1 SF Ave1 HF ISE DpthlFroude N Norm Dp I "N" X -Fall) ZR IT a Ch �n Ieap�� 8001.4101 991.3601 2.2901 993.650 3.30 4.20 .271 993.92 1 .00 1 .78 ( .00 1 1.000 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I -. -I- -I- I- 72.320 .0238 .0086 .62 .00. .00 .56 .013 .00 .00 PIPE I I I I I I I I I I I I I 8073.730 993.080 1.235 994.315 3.30 4.20 .27 994.59 .00 .78 .00 1.000 .000 .00 1 .0 0 -1- -1- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- I- Page 1 M M i M M M M M r M m m m m m r m r m Page 1 line4g.OUT 0 FILE: LINE4G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:46:49 Madison Club - 100 yr Phase 1, Line 4g- 12/12/05 Invert , I Depth I water I Q vel vel Energyy I Supper ICriticallFlow TOP lHeight/ IBase wtl No wth Station Elev (FT) Elev l (C FS) (FPS) Head ' Grd.El.l Elev i width via. -FT or I.D_I- ZL /Pip L /Elam ICh Slope -1 SF Avel HF ISE -I DpthlFroude -Depth NlNorm - Dp "N" X-Fall l ZR -IPrs Type Ch I I I aae��a aaaa,r i 9002.420 -I- 992.290 -I- 2.130 994.420 -I- 3.00 1.70 .04I 994.46 .00 .66 1 .00 1.500 1 .0001 .00 1 .0 29.846 .0219 I -I- I I -I- -I- -I- .0007 -I- .02. -I- .00 -I- .00 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9032.266 992.942 1.500 994.442 I I 3.00 1.70 I .04 I 994.49 1.50 I .66 I .00 I 1.500 I I .000 .00 I 1. .0 6.298 .0219 I I I .0006 .00 1.50 .00 .43 .012 .00 .00 PIPE 9038.563 993.080 -1- 1.361 994.441 -I- I I 3.00 1.78 I .05 I 994.49 .00 I .66 I .87 I 1.500 I I .000 .00 I 1 .0 3.5741 .0219 I I -I- I -I- -I- .00061 .00 -I 1.361 .23 -I- .43 -1 .012 -1- .001 .00 1PIPE 9042.138 -I- 993.158 -I- 1.280 994.438 -I- I I 3.00 1.87 I .05 I 994.49 .00 I .66 I 1.06 I 1.500 I I .000 00 I 1 .0 2.889 .0219 I I -1- I -I- -I- -I- .0007 -I- .00 -I- 1.28 -I- .27 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9045.026 -I- 993.221 -I- 1.214 994.435 -I- I I 3.00 1.96 I .06 I 994.49 .00 I .66 I 1.18 I 1.500 I I .000 .00 I 1 .0 2.479 I .0219 I -I- I -I- -I- -I- .0007 -I- .00 -I- 1.21 -I- .30 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9047.506 -I- 993.276 -I- 1.155 994.431 -I- I I 3.00 2.05 I .07 I 994.50 .00 I .66 I 1.26 I 1.500 I I .000 .00 I 1 .0 2.186 I .0219 I -I- I -I- -I- -I- .0008 -I- .00 -I- 1.16 -I- .34 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9049.691 -I- 993.323 -I- 1.103 994.426 -I- I I 3.00 2.15 I .07 I 994.50 .00 I .66 I 1.32 I 1.500 I I .000 .00 I 1 .0 1.954 I .0219 I -I- I -I- -I- -I- .0009 -I- .00 -I- 1.10 -I- .37 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9051.646 -I- 993.366 -I- 1.055 994.421 -I- I I 3.00 2.26 I .08 I 994.50 .00 I .66 I 1.37 I 1.500 I I .000 .00 I 1 .0 1.757 I .0219 I -I- I -I- -I- -I- .0010 -I- .00 -I- 1.06 -I- .40 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9053.402 993.404 I 1.010 994.415. I 3.00 2.37 I .09 I 994.50 00 I I .66 1.41 I 1.500 I I .000 .00 I 1 .0 1.489 .0219 .0012 .00 1.01 .44 .43 .012 .00 .00 PIPE 0 FILE: LINE4G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:46:49 Madison Club - 100 yr Phase 1, Line 4g 5/4/05 Invert Depth water. I Q Vel vel Energy I Super critical Flow Top Height/ Base wt NO wth Station Elev - - (FT) - Elev (CFS) Head Grd.El_ EpeV- Dia. -FT or I.D_ ZL /Pip L /Elem ICh Slope - -I- I - -(FPS) -1 -I- SF Avel - HF (SE Dpth -Depth -I Froude NlNorm -width - Dp "N° X -Fall -IPrs - ZR IType Ch Page 1 M r M M M M r M r M r m m m m r m m r line4g.OUT a�aa�e�, tan, r��aaaa�I��, t�, a�aal�a��a�a�r��aaaa�a�I��a •��I�aa�a� *�aaa�a�r �I�r, ��I��a�, rala��aa�aln��r�a�Iaaaaaa�Iaa�an Ina�aaar. 9054.892 993.437 .969 994.406 3.001 2.49 .10 994.50 .00 1 .66 1 1.43 1.500 .000 .00 1 1 .0 HYDRAULIC JUMP 9054.892 -I- I 993.437 -1- I .429 -I- I 993.866 I I 3:00 7.20 .80 I I 994.67 .00 I .66 I 1.36 I 1.500 I .000 I .00 I 1 .0 124.810 .0219 I I -I- I -I- -I- -I- .0219 -I- 2.73 -I- .43 -I- 2.29 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9179.701. -I- 996.165 -I- .429 -I- 996.594 I I 3.00 7.20' .80 I I 997.40 .00 I .66 I 1.36 I 1.500 I .000 I .00 I 1 .0 42.625 .0219 I I -I- I -I- -I- -I- .0216 -I- .92 -I- .43 -I- 2.29 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9222.326 997.097 .431 997.529 I I 3.00 7.13 .79 I I 998.32 .00 I .66 I 1.36 I 1.500 I .000 I .00 I 1 .0 30.617 .0219 I I I .0200 .61 .44 2.26 .43 .012 .00 .00 PIPE 9252.943 -I- 997.766 -I- .447 -I- I 998.213 I 3.00 6.80 .72 I I 998.93 .00 I .66 I 1.37 I 1.500 I .000 I .00 I 1 .0 11.440. .0219 I I I -I- -I- -I- -I- .0175 -I- .20 -I- .45 -I- 2.11 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9264.384 -I- 998.016 -I- .462 -i- I 998.479. I 3.00 6.48 I .65 I 999.13 .00 I .66 I 1.39 I 1.500 I .000 I .00 I 1 .0 6.617 .0219 I I I -I- -I- -I- -I- .0153 -I- .10 -I- .47 -I- 1.98 -I- .43 -I- .012 -I- .00 .00 1- PIPE .9271.001 -I- 998.161 -I- .478 -I- I 998.639 I 3.00 6.18 I .59 I 999.23 .00 I .66 I 1.40 I 1.500 I .000 I .00 I 1 .0 4.398 I .0219 I I -I- -I- -I- -I- .0134 -I- .06 -I- .48 -I- 1.85 -I- .43 -I- .012 -I- .00. .00 1- PIPE 9275.399 -I- 998.257 -I- .495 -I- I 998.752 I 3.00 5.90 I .54 I 999.29 .00 I .66 I 1.41 I 1.500 I .000 I .00 I 11• .0 3.127 I .0219 I I -I- -I- -I- -I- .0118 -I- .04 -I- .50 -I- 1.73 -I- .43. -I- .012 -I- .00 .00 (- PIPE 9278.526 -I- 998.326 -I- .513 -I- I 998.838 I 3.00 5.62 I .49 I 999.33 .00 I .66 I 1.42 I 1.500 I .000 I .00 I 1 .0 2.286 .0219 -I- -I- -I- -I- .0103 -I- .02 -1- 52 -I- 1.62 -I- .43 -I- .012 -I- .00 .00 1- PIPE O'FILE: LINE4G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:46:49 Madison Club - 100 yr Phase 1, Line 4g 5/4/05 aa�nna, t� ,t�,rya,t,tea,ta�a�a,r��aae��r, acne* �, ta, t��r.aa *�aaearr,t,ta��e�a��a�, tea, t�a�ae, r�r. aaaa�, tn�t. a, t��an, tn�a�� ,+aara,ta�araa��ta•aaaaaa naaaak,t,a Invert Depth Water 1 Q vel vel Energy I super (Critical FIOw Top Height/ Base wt No wth station Elev (FT) Elev (CFS) (FPS) Head Grd.E Elev Depth width Did. -FT or Z.D. ZL Prs /Pip L /Elem Ch Slope -1 SF Ave HF -!SE Dpth Froude N Norm Dp "N" -X-Fall ZR Type Ch *a inn t�,t�a� ,raa,ran�a a,ta�eaaaa anon *ke�� ,taaaea� I �aaaa,x� 1 r.a�,ta,rat.� 1 a��eaae �� n�a,o-trt„xa eaaaaa� aaaeaaa aa�aa aaannan 9280.813 -I- 998.376 -I- .531 -I- 998.906 -I- 3.00 '5.36 .451 999.35 1 .00 1 .66 I 1.43 1.500 . .000 .00 1 .0 1.681 I .0219 I I -1- -17 -1- .0090 -1- .02 -1- .53 -1- 1.51 -1- .43 -1- .012 -1- .00 .00 1- PIPE 9282.493 -I- 998.412 -I- .550 -I- I .998.962 I 3.00 5.11 I .41 I 999.37 I .00 I .66 I 1.45 I 1.500 I .000 .00 I 1 .0 1.231 .0219 -I- -I- -I- -I- .0079 -I- .01 -I- .55 -I- 1.41 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9283.725 998.439 .570 999.009 3.00 4.87 .37 999.38 .00 .66 1.46 1.500 .000 .00 1 .0 Page 2 m= Mm m r r m ".M m m m= '= = m == -I - - I - -I- . - I - - I - - I - -I- line4g.out -I- - I - - I - - I - - I - - I - I- .866 I .0219 I I .00 70 .01 .57 1.32 .43 .012 .00 .00 PIPE 9284.591 -I- 998.458 -I- .590 -I- I 999.048 I 3.00 4.65 I .34 I 999.38 I .00 I .66 1.47 I I 1.500 I .000 .00 I 1 .0 .568 I .0219 I I -I- -I- -I- -I- .0061 -I- .00 -I- .59 -I- 1.23 -I- .43 -I- .012 -I- .00 .00 1- PIPE 9285.159 -I- 998.471 -I- .612 -I- I 999.082 I 3.00 4.43 I .30 I 999.39 I .00 I .66 1.47 I I 1.500 I .000 .00 I 1 .0 .327 I .0219 i I -I- I -I- -I- -I- .0054 -I- .00 -I- .61 -I- 1.15 -I- .43 -I- .012 -I- .00 .00 I- PIPE 9285.486 998.478 -1- .634 -I- 999.112 I 3.00 4.22 I .28 I 999.39 I .00 I .66 1.48 I I 1.500 I .000 .00 I 1 .0 .1041 I .0219 I I -I- -I- -I- .00471 .00 -1 .641 1.07 -1 .43 -1 .012 -1 .001 .00 (PIPE 9285.590 -I- 998.480 -I- .658 -I- I 999.138 -I- I 3.00 -I- 4.02 I .25 I 999.39 I .00 I .66 1.49 I I 1.500 I .000 .00 I 1 .0 a -1- -I- -I- -I- -I- -I- -I- -I- I- Page 3 Page 1 line4h.OUT 0 FILE: LINE4H.WSW W S P G W-- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 3:49:33 Madison Club -yyr Phase 1, Li100 ne 4h 12/12/05 I Invert -I Depth water Q I 1 Vel vel I Energy I super F19W Top Height/ Base wtl NO wth Station Elev ( (FT) Elev (CFS) I (FPS) Head Grd.E .l E eV lcritical Depth Width Dia. -FT I or I.D. I- ZL Prs /Pip L/Elem ICh slope SF Ave I HF SE D thIFroude I p NNorm I Dp N - -I- I x Falll ZR - Type ch l 10002.4201 -I- 993.060 -I- 2.3701 -I- 995.4301 8.101 4.58 .331 995.76 .00 I 1.10 .00 li 1.500 I .0001 .00 1 .0 81.710 .0053 I I I -I- -I- -I- .0059 -I- -I- .49 -I- .00 -I- .00 -I- 1.34 -I- .013 .00 -I- .00 1- PIPE 10084.130 -I- 993.490 -I- 2.488 -I- 995.978 -I- I I 8.10 4'.58 I .33 996.30 I I .00 1.10 I .00 I I 1.500 I .000. .00 I 1 .0 188.360 .0048 I I I -I- I -I- -I- .0051 -I- .95 -I- .00 -I- .00 -I- 1.26 -I- .012 -I- .00 .00 1- PIPE 10272.490 -I- 994.400 -I- 2.595 -I- 996.995 -I- I 8.10 4.58 I .33 997.32 I I .00 1.10 I .00 I I 1.500 I .000 .00 I 1 .0 148.140 .0052 I I I -I- I -I- -I- .0051 -I- .75 -I- .00 -I- .00 -I- 1.21 -I- .012 -I- .00 .00 1- PIPE 10420.630 995.170 2.608 997.778 I 8.10 4.58 I .33 998.10 I I .00 I 1.10 .00 I i 1.500 I .000 .00 I 1 .0 103.280 .0050 I I I .0051 .52 .00 .00 1.23 .012 .00 .00 PIPE 10523.910 -I- 995.690 -I- 2.643 -I- I 998.333 -I- I 8.10 4.58 I .33 998.66 I I .00 I 1.10 .00 I I 1.500 I .000 .00 I 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 M= M r M r= M M= M M M M M M M r M line8a.OUT 0 FILE: LINE8A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4: 7:22 Madison Club 100 -yr Line 8a 12/12/05 a�a�, t�aa��, t��a�, t� ,t,a�,r *aaa��,te•�a�„t�,t��,rr ��,t,t��ana�aaa��t a,tka��t a• a�a, t�, a��n��, t• ��a��, tnnea�a, ta, t�n�a� ,rn��a•�,�,tana��e��aa�aaa �,teaaa�a I Invert I Depth Water I Q 1 Vel Vel I EnergyY 1 super IcriticallFlow ToplHeight/ Base wti No No wth Station -I- I Elev 1 (FT) Elev I (CFS) I (FPS) Head I Grd.El. Elev I Depth Width IDia. -FT or I.D.I ZL /Pip Ich Slope .I II -I- -I- I I -I- -I- SF Avel - HF - -I- SE DpthlFroude - N - -I- Norm Dp -I- I "N" -I- X -Fall) ZR -�Prs _j IType Ch nannnaana naaaaannnia��a•a�r� Cana, r�, o-aala�, a, ra��a�I��aaaanlr .��ala�aa�a��,r �,raa�a�Ia,r�,r�aaa ana,r��aal��a�e�� a�r,a•�r,al�a�aa Ia,raaa�a 1002.150 I 972.000 1 -1 I I 10.700 982.700 -I- I I 22.10 7.03 I .77 I 983.47 .00 I 1.68 .00 I' 2.000 I .000 I .00 I 1 .0 97.850 .0051 I -I- I I -I- -I- -I- 0081 -I- .80 -I- 10.70 -I- .00 -I- 2.00 -I- .012 -I- .00 .00 1- PIPE 1100.000 -I- 972.500 -I- 10.996 983.496 -I- I I 22.10 7.03 I .77 I 984.26 .00 I I 1.68 .00 I 2.000 I I .000 .00 I 1 .0 152.090 .0567 I I -I- I -I- -I- .00811 1.24 -1 .001 .00 -1 .85 -1 .012 -1 .001 .00 (PIPE 1252.090 -I- 981.130 -I- 3.744 984.874 -I- I I 22.10 7.03 I .77 I 985.64 .00 I I 1.68 .00 I 2.000 I I .000 .00 I 1 .0 114.950 .0050 I I -I- I -I- -I- -I- .0081 -I- .93 -I- .00 -I- .00 -I- 2.00 -I- .012 -I- .00 .00 1- PIPE 1367.040 981.700 4.250 985.950 I I 22.10 7.03 I .77 I 986.72 .00 I I 1.68 .00 I 2.000 I I .000 .00 I 1 .0 33.420 I .0323 I I .0081 .27 4.25 .00 1.00 .012 .00 .00 I- PIPE 1400.460 982.780 3.442 986.222 I I 22.10 7.03 I .77 I 986.99 .00 I I 1.68 .00 I 2.000 I I .000 .00 I 1 .0 JUNCT STR I .0254 I I .0057 .02 3.44 .00 .013 .00 .00 I- PIPE 1403.210 982.850 -1- 4.284 987.134 -I- I I 10.00 5.66 I .50 I 987.63 .00 I I 1.22 .00 I 1.500 I I .000 .00 I 1 .0 68.2201 I .0237 I -I- I -I- -I- -I- 0091 -I- .62 -I- 4.28 -I- .00 -I- .85 -I- .013 -I- .00 .00 1- PIPE 1471.430 -I- 984.470 -I- I 3.282 987.752 -I- -I- I 10.00 5.66 I .50 I 988.25 .00 I I 1.22 .00 I I 1.500 I .000 .00 I 1 .0 JUNCT STR I .0176 I I -I- -I- -I- .0051 -I- .03 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1477.120 984.570 -I- I 3.789 988.359 -I- -I- I 3.60 2.04 I .06 I 988.42 .00 I I .72 .00 I I 1.500 I .000 .00 I 1 .0 64.4961 I .0366 I I -I- -I- -I- 0010 -I- .06 -I- .00 -I- .00 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1541.616 986.932 I 1.500 988.432 I 3.60 2.04 I .06 I 988.50 1.50 I I .72 .00 I I 1.500 I .000 .00 I 1 .0 3.6881 .0366 0009 .00 1.50 .00 .41 .012 .00 .00 1- PIPE 0 FILE: LINE8A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4: 7:22 Madison Club 100 -yr Line 8a 4/18/05 aaaaaanaanaannaannnnanannana ,r�naa�e,+,t,a��raern, ran *e, tin *a•�aa�n�a�,r�,t, tea, raaan, r, to* ��a, t, raaaa, r,+ ��aaea *,r�t+.��aaeaae,r��aaa,ta a�aa��a� Invert I Depth water I Q vel Vel I Energy suFer IcriticallFlow Top Height/ Base WtI No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El_I- Epev Depth I width Did. -FT Or I.D. ZL Prs /Pip L /Elem Ch Slope -) -I- SF Ave HF ISE Dpth'Froude NINorm Dp " N" X -Fall) ZR Type Ch Page 1 ==.=== ===== = mm ====== line8a.OUT 1545.304 -I- 987.067 -I- 1.361.E -I- 988.4281 3.60 2.14 .07 988.50 - .00 i .72 .87 1.500 .000 .00 1 .0 2.064 .0366 I I -I- -I- -I- -I- .0009 -I- .00 -I- 1.36 -I- .27 .41 -I- -I- .012 -I- .00 .00 1- PIPE 1547.368 -I- 987.142 -I- 1.280 I 988.422 I I 3.60 2.24 .08 I 988.50 I .00 I .72 I 1.06 I 1.500 I I .000 .00 I 1 .0 1.650 .0366 I -I- I -I- -I- -t- -I- .0010 -I- .00 -I- 1.28 -I- .32 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1549.018 -I- 987.203 -I- 1.214 -I- I 988.416 I I 3.60 2.35 .09 I 988..50 I .00 I .72 I 1.18 I 1.500 I I .000 .00 I 1 .0 .440 .0366 I I -I- I -I- -I- -I- .0010 -I- .00 -I- 1.22 -I- .36 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1549.458 -I- 987.219 -I- 1.214 -I- 988.432 -I- I I 3.60 2.35 .09 I 988.52 I .00 I .72 I 1.18 I 1.500 I I .000 .00 I '1 .0 HYDRAULIC JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- (- 1549.458 -I- I 987.219 -I- I I .413 -I- 987.631 I I 3.60 9.11 1.29 I 988.92 I .03 I .72 I 1.34 I 1.500 I I .000 .00 I 1 .0 29.885 .0366 I I I -I- -I- -I- -I- .0366 -I- 1.09 -I- .45 -I- 2.96 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1579.343 988.313 .413 988.726 I I 3.60 9.11 1.29 I 990.02 I I .03 .72 I 1.34 I 1.500 I I .000 .00 I 1 .0 45.022 .0366 I I I .0345 1.55 .45 2.96 .41 .012 .00 .00 PIPE 1624.365 -I- 989.962 -I- .426 -I- 990.388 I I 3.60 8.72 1.18 I I 991.57 I .03 .72 I 1.35 I 1.500 I I .000 .00 I 1 .0 14.769 I .0366 I I -I- -I- -I- -I- .0304 -I- .45 -I- .46 -I- 2.78 -I- .41 -I- .012 -I- .00 .00 1- PIPE . 1639.134 -I- 990.503 -I- .441 -I- .990.943 -I- I I 3.60 8.32 1.07 I I 992:02 I .03 .72 I 1.37 I 1.500 I I .000 .00 I 1 .0 8.179 I .0366 I I -I- -I- -I- .0266 -I- .22 -I- .47 -I- 2.60 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1647.313 -I- 990.802 -I- .456 -I- 991.258 -I- I I 3.60 7.93 .98 I I 992.23 I .03 .72 I 1.38 I 1.500 I I .000 .00 I 1 .0 5.445 .0366 -I- -I- -I- .0233 -I- .13 -I- 48 -I- 2.44 -I- .41 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE8A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4: 7:22 Madison club 100 -yr Line 8a 4/18/05 Invert I Depth I water I Q I vel Vel I Energy I Super IcriticallFlow TOP Height/ Base wt No wth Station Elev (FT) Elev I (CFS) I (FPS) Head Grd.E Elev I Depth Width IDia. -FT or I.D. ZL Prs /Pip L /Elem ICh Slope I SF Ave HF -ISE Dpth'Froude N Norm Dp "N" X -Fall ZR Type Ch �aaaa,n,r I aa a� *�a�a,t ,t a 1652.7581 991.002 .472 991.473 3.60 7.56 .891 992.36 1 .02 1 .72 1.39 1.500 1 .000 .00 1 .0 3.,943 I .0366 I .0204 .08 .50 2.28 .41 .012 .00 .00 PIPE 1656.702 -I- 991.146 -I- I .489 -I- I 991.634 I 3.60 7.21 I .81 I 992.44 I .02 .72 I 1.41 I I 1.500 I .000 .00 I 1 .0 2.985 I .0366 I I -I- -I- -I- -I- .0178 -I- .05 -I- .51 -I- 2.13 -I- .41 -I- .012 -1- .00 .00 1- PIPE 1659.687 991.255 .506 I 991.761 I 3.60 6.87 I .73 I 992.49 I .02 I .72 1.42 I I 1.500 I .000 .00 I 1 .0 Page.2 M M M M M r M M r M M M M M M M M M M -I- -I- line8a.OUT 2.324 .0366 � I -I- I -I- I . -I- -I- -I- .0156 .04 -I- -I- .53 -I- 1.99 -I- .41 -I- .012 -I- .00 .00 I- PIPE 1662.010 991.340 -1- .524 -I- 991.864 I I 3.60 6.55 .67 I 992.53 I .02 I .72 I 1.43 I 1.500 I .000 I .00 I 1 .0 1.8291 .0366 -I- -I- -1- .01371 .03 -1 .541 1.86 -1 .41 -1 .012 -1 .001 .00 (PIPE 1663.839 991.407 -1 .542 -I- 991.950 3.60 6.25 .61 992.56 .02 .72 1.44 1.500 .000 .00 1 .0 1.4511 .0366 I I -I- I -I- -I- -I- 0120 -I- .02 -I- .56 -I- 1.74 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1665.290 991.460 l .562 992.022 I I 3.60 5.96 .55 I 992.57 I I .02 .72 I 1.45 I 1.500 I .000 I .00 I 1 .0 1.142 I .0366 I I 0105 .01 .58 1.63 .41 .012 .00 .00 1- PIPE 1666.432 991.502 -1 .582 -' -I- 992.084 -I- I I 3.60 5.68 .50 I 992.59 I I .01 .72 I 1.46 I 1.500 I .000 I .00 I 1 .0 .8931 I .0366 I I -I- -I- .0092' .01 -1 .601 1.52 -1 .41 -1 .012 -1 .001 .00 (PIPE 1667.325 991.535 .603 992.138 I I 3.60 5.42 .46. I 992.59 I I .01 .72 I 1.47 I 1.500 I I .000 .00 I 1 .0 .6801 I .0366 I I 0081 .01 .62 1.42 .41 .012 .00 .00 1- PIPE 1668.005 991.560 -1- .625 -I- I 992.185 -I- I 3.60 5.16 I .41 992.60 I I .01 .72 I 1.48 I 1.500 I I .000 .00 I 1 .0 .5001 .0366 -I- -I- .00711 .00 -1 .641 1.33 -1 .41 -1 -.012 -1 (PIPE 0 FILE: LINE8A.WSW W S P G W- CIVILDESIGN version 14.06 .001 .00 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4: 7:22 Madison Club 100 -yr Line 8a 4/18/05 an�an�n�a� ,ta�a,t�a� *�,ta�a,o-��,o- *tea, tea*, ta, ta��a�*+ raa��aaaa��an, t��a��a�r, n��naaat��a�a�aana�a�eana ,neo�ar,�nan�a,aaaa,r »��a,ane ,r�aaaftnn invert I Depth water I Q I vel vel I Energyy 1 Super CriticallFloW ToplHeight/ Base Wtl INO wth station -I- Elev (FT) - Elev I - (CFS) I (FPS) Head I Grd.El.I Elev Depth I width Dia. -FT or I.D. ZL /Pip L /Elem ICh slope - - - - -I- -I- SF Avel -I- HF - ISE Dpth - ' Fronde N'Norm Dp -I fI - "N" - - X -Fall - -IPrs ZR IT a Ch ya I 1668.5051 991.578 -I- .648 -I- 992.226 -I- 3.601 4.92 .381 992.60 1 .01 1 .72 1 1.49 1 1.500 .000 .00 1 1 .0 .3361 I .0366 I I I -I- -I- -I- 0063 -I- .00 -I- .66 -I- 1.24 -I- .41 -I- .012 -I- .00 .00 1- PIPE 1668.841 991.590 .672 992.263 I 3.60 4.69 I .34 992.60 I I .01 I .72 1.49 I I 1.500 I .000 .00 I 1 .0 .1961 I .0366 I I I 0055 .00 .68 1.15 .41 .012 .00 .00 1- PIPE 1669.037 991.598 -1 .697 -I- 992.295 -I- I 3.60 4.48 I .31 992.61 I I .01 I .72 1.50 I I 1.500 I .000 .00 I 1 1 .0 .0631 I .0366 I I I -I- -I- -I- .0048 -I- .00 -I- .71 -I- 1.08 -I- .41 -I- .012 -I- .00 .00' I- PIPE 1669.100 -1- 991.600 -I- .724 -1- 992.324 -.1- I 3.60 4.26 I .28 992.61 I I .01 I .72 1.50 I I 1.500 I .000 .00 I 1 .0 0 -I- -I- I -I- -I- -I- -I- -I- -I- -I- I- Page 3 M = = = M Page 1 line8b.0UT 0 FILE: LINE8B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4:12:31 Madison Club 100 -yr Line 8b 12/12/05 Invert Depth water Q I Vel vel Energy I Super Critical FIOw Top Height /IBase wt INO wth Station Elev - - (FT) - Elev (C FS) Head I Grd•.E _I- E ev Dia. -FTIor I.D. ZL /Pip L /Elam Ch slope - - - -� -(FPS) I Ave1 HF -� ISE DpthlFroude -Depth - N -width - Norm Dp X -Fall ZR -IPrs Type Ch a ��a� I *SF l aec r ** t l Nr *"N" * aea tea as t a x aaa 1998.840 -I- 982.850 -1- 1.850 -1- 984.7001 -I- 12.101 3.99 .251.' 984.95 .00 1 1.25 1.05 1 2.000 1 .000 .00 1 .0 12.116 .0101 I I I -1- -1- ,00251 .03 -1 1.851 .41 -1 1.04 -1 .013 -1 .001 .00 1PIPE 2010.956 -I- 982.972 -I- 1.734 -I- 984.706 I 12.10 I 4.18 I. .27 984.98 I .01 I 1.25 I 1.36 I 2.000 I I .000 .00 I 1 .0 8.934 .0101 I I -1- I -I- I -I- -I- .0027 -I- 02 -I- 1.74 -I- .50 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 2019.890 983.063 -1 1.641 -I- 984.703 -I- 12.10 I 4.39 I .30 985.00 I .01 I 1.25 I 1.54 I 2.000 I I .000 .00 I 1 .0 7.1081 .0101 I I I -I- -I- -I- 0030 -I- .02 -I- 1.65 -I- .58 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 2026.998 -I- 983.134 -I- 1.561 -I- 984.695 -I- I 12.10 I 4.60 I .33 985.02 I .01 I 1.25 I 1.66 I 2.000 I I .000 .00 I 1 .0 5.339 I .0101 I I -I- -I- -I- .0033 -I- .02 -I- 1.57 -I- .64 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 2032.337 983.188 1.489 984.677 I 12.10 I 4.82 I .36 985.04 I .01 I 1.25 I 1.74 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2032.337 -I- 983.188 -I- 1.038 -I- 984.226 -I- 12.10 7.35 .84 985.06 .03 1.25 2.00 2.000 .000 .00 1 .0 .440 I .0101 I I -I- -I- -I- .0101 -I- .00 -I- 1.06 -I- 1.43 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 2032.778 983.193 1.038 I 984.231 12.10 I 7.35 I .84 985.07 I .03 I 1.25 I 2.00 I I 2.000 I .000 .00 I 1 .0 61.307 I .0101 I I .0097 .59 1.06 1.43 1.04 .013 .00 .00 PIPE 2094.085 -I- 983.812 -I- 1.067 -I- I 984.879 12.10 I 7.10 I .78 985.66 I .02 I I 1.25 I 2.00 I 2.000 I .000 .00 I 1 .0 20.429 .0101 -I- -I- -I- -I- 0087 -I- .18 -I- 1.09 -I- 1.35 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 2114.514 984.018 -1 1.109 -1 985.127 12.10 6.77 .71 985.84 .02 1.25 1.99 2.000 .000 .00 1 .0 8.4211 .0101 -I- -I- -I- -I- 0076 -I- .06 -I- 1.13 -I- 1.26 -I- 1.04 -I- .013 -I- 1- PIPE 0 FILE: LINE8B.WSW W S P G W- CIVILDESIGN Version 14.06 .00 .00 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4:12:31 Madison Club 100 -yr Line 8b 4/18/05 ��aaar.*, t�, t�n�, t, ta��a�, naaa, a�a�a��, t�aaaa��a��, aaaa�aaaaa, t��aa, a��e�a��a�ta��a, �aa��a�aaa, ��aa��aaa�ar ,��a��aaa�r,ena,taaann�nn a•naaa,a�a Invert Depth I water Q I Vel Vel Energy I Super IcriticallF19W Top Height/ Base wtl INO wth Station lch*slope* Elev (FT) I Elev (CFS) I (FPS) Head Grd.E1.1 Elev I Depth Dia. -FT or I.D. ZL Prs /Pip L /Elem I I SF Ave HF SE Dpth -1 Froude N -width Norm Dp "N" X -Fall ZR a a Type Ch 2122.936 -I- 984.103 -I- 1.153 -I- 985.2561 -I- 12.101. -I- 6.45 -I- .65 -I- 985.90 -I- .02 -I- 1.25 -I- 1.98 -I- 2.000 -I- .000' -I- 00 1 .0 I- Page 1 M M M M M M M M M M M M r M M M M M M Page 2 line8b.OUT 3.669 .0101 I I .0068 .02 1.17 1.17 1.04 .013 .00 .00 PIPE 2126.605 -I- 984.140 -I- 1.200 I 985.339 I 12.10 I 6.15 I .59 I 985.93 .02 I 1.25 I 1.96 I I 2.000 .000 I .00 I 1 .0 .995 .0101 I -I- I -I- -I- -I- -1- .0060 -I- .01 -I- 1.22 -I- 1.08 1.04 -I- -I- .013 -I- .00 .00 1- PIPE 2127.600 -I- 984.150 -I- 1.250 -I- I 985.400 I 12.10 I 5.86 I .53 I 985.93 .00 I 1.25 I 1.94 I I 2.000 .000 I .00 I 1 .0 ]UNCT STR .0094 I I -I- -I- -I- -I- .0034 -I- .02 -1- 1.26 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 2132.930 -I- 984.200 -I- 1.746 I 985.946 I 8.50 I 2.92 I .13 I 986.08 .00 I 1.04 I 1.33 I I 2.000 .000 I .00 I 1 .0 43.060 .0030 I -I- I -I- -I- -1- -I- .0011 -I- .05 -I- 1.75 -I- .35 1.15 -I- -I- .012 -I- .00 .00 1- PIPE 2175.990 -I- 984.331 -I- 1.651 -I- I 985.982 I 8.50 I 3.06 .15 I 986.13 I .00 I 1.04 I 1.52 I 2.000 I .000 I .00 I 1 .0 37.432 .0030 I I -I- -I- -I- -I- .0012 -I- .05 -I- 1.65 -I- .40 1.15 -I- -I- .012 -I- .00 .00 1- PIPE 2213.421 -I- 984.444 -I- 1.570 -I- I 986.014 I 8.50 I 3.21 I .16. I 986.17 .00 I 1.04 I 1.64 I I 2.000 I .000 .00 I 1 .0 34.363 .0030 I I -I- -I- -I- -I- .0014 -I- .05 -I- 1.57 -I- .45 -I- 1.15 -I- .012 -I- .00 .00 1- PIPE 2247.784 -I- 984.549 -I- 1.497 -I- I I 986.046 8.50 I 3.37 I .18 I 986.22 .00 I 1.04 I 1.74 I I 2.000 I .000 .00 I 1 .0 32.424 .0030 I I -I- -I- -I- -I- .0015 -I- � .05 -I- 1.50 -I- .49 -I- 1.15 -I- .012 -I- .00 .00 1- PIPE 2280.208 -I- 984.647 -I- 1.431 -I- I I 986.078 8.50 I 3.53 I .19 I 986.27 .00 I 1.04 i 1.80 I I 2.000 I .000 .00 I 1 .0 31.709 .0030 I I -I- -I- -I- -I- .0017 -I- .05 -I- 1.43 -I- .54 -I- 1.15 -I- .012 -I- .00 .00 1- PIPE 2311.917 -I- 984.743 -I- I 1.370 -I- I 986.113 8.50 I 3.71 I .21 I 986.33 .00 I 1.04 I 1.86 I I 2.000 I .000 .00 I 1 .0 5.482 .0030 -I- -I- -I- -I- .0018 -I- .01 -I- 1.37 -I- .59 -I- 1.15 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE8B.WSW W S. P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING • Date:12 -12 -2005 Time: 4:12:31 Madison club 100 -yr Line 8b 4/18/05 t,ta,t, teas +r��,t,r�,t�r,taa��,ttra,t,tnr a�a��a��,t,t,a�,ta��a,t�t , tn��a�nn ,taa�+saer,te�aa�ts,t�a�na�t n��an,ta�a,naa�ane *t: a,t��,tnn�a�n��a,ta�,x,aa ,t�,t�,taea Invert Depth I water Q !! vel vel EnergyY super Critical FLOW ToplHeight /IBase wt1 INO wth Station Elev (FT) Elev (CFS) I_(FPS) Head Grd.El.l Elev I Depth Dia. -FTIOr I.D_ ZL Prs /Pip L/Elem - ch slope - - - - - - -,- SF Ave HF ISE DpthIFroude - N -width - Norm Dp I "N" I -Fall - - ZR Type Ch a ��,re I �X 2317.4001 -I- 984.760 -I- 1.360 -1- 986.120. -I- 8.50 3.74 .22 986.34 1 .00 1.04 1.87 i 2.000 .000 .00 1 .0 a. -I- -I- -I- -I- -1- -1- -1- -1- -1- I- Page 2 = = = = M line8c.OUT 0 FILE: LINE8C.WSW_ W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 4:16:57 Madison Club 100 -yr Line 8c 12/12/0.5 ��a,t,t,t,t�a��,t,tt��,tna�, tee•, taea�, t�, t��aaa�ae��, taan�a��, ��e��a, tteaa� ,� *��aaa��,t,t,t��a�, gnat ,�t,tn��a��aaa�aaa,�aaa tr��,ta� I Invert I Depth Elev h r I Q Vel Vel I EnergyY SupPer Icritical,Flow Top Height /IBase wtl No wth Station Elev - - -I- -I- (CFS) - -(FPS) Head -I- Grd.EI.I Elev -I -Depth -� -Width - Dia. -FTIor I.D. - ZL - Prs /Pip L /Elem Ch Slope ' I -1 SF Ave l HF -1SE DpthlFroude NlNorm Dp "N" TX-Fall ZR Type Ch nnaaaanna aanaaaaaa **aaa asalaan**a* as1***a aaa** laa aan n* laaaa* as�a aaaaaaaa�aannaaalananaaaalaaaanana nannaaa�annaann naaaa Inaaaaaa 3003.160 985.020 1.10011 986.120 5.5011 3.96 .24 986.36 f .00 Ii .90 I 1.33 1.500 .0001 .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.127 I I I I I .0049 .0037 .07 1.10 .68 .97 .013 .00 .00 PIPE I I I I I I I I 3022.287 985.114 1.052 986.166 5.50 4.15 .27 986.43 .00 .90 1.37 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 22.304 .0049 .0041 .09 1.05 .75 .97 .013 .00 .00 PIPE I I 1 I I I I I I I I I I 3044.591 985.224 1.008 986.231 5.50 4.36 .29 986.53 .00 .90 1.41 1.500 .000 .00 1 .0 9.4491 .0049 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I 1- 0044 .04 1.01 .81 .97 .013 .00 .00 PIPE I I I I I I I I I I 3054.040 985.270 .995 986.265 5.50 4.42 .30 986.57 .00 .90 1.42 1.500 .000 .00 1 :0 o Page 1 Page 1 linel0a.OUT 0 FILE: lirielOa.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:33:11 Madison club 100 -yr Phase 1, Line 10a 12/13/05 Invert Depth I water Q I vel vel I Ener y Super Icritical FIOw To p Height/ Base Wt INO wth Station -I- EleV -I- (FT) Elev (CFS) I (FPS) Head I Grd.El Elev I lDia9 -FT or I.D. ZL Prs /Pip L /Elem ICh Slope -I- I - - -I -I- -I- S F Ave1 -I- HF -I ISE -Depth --width NlNorm -I- Dp -I- N " X -Fall) ZR - Type Ch eeeeeeeeeleeeeeeeeeleeeeeeee eeeeeeeee eeeeeeeeelaeeeaee,, eeeeeee, aaeeeeeee, eeeeeDpthlFroude ee, eeeeaeaa ,eeeeeeeeleeaeeelaeeeeaeleeeae 1000.000 -I- 968.500 -I- 14.200 -I- 982.700 69.801 7.25 .821 983.52 1 .00 1 2.62 1 .00 1 3.500 .000 .00 leeeeeea 1 .0 47.750 .0201 I I -I- I -I- -I- -I- .0041 -I- .20 -I- 14.20 -I- .00 -I- 1.65 -I- .012 -I- .00 .00 1- PIPE 1047.750 -I- 969.460 -I- 13.436 -I- 982.896 -I- I I 69.80 7.25 I .82 983.71 I .00 I 2.62 I .00 I 3.500 I .000 I .00 I 1 .0 JUNCT STR .0200 I I I -I- -I- -I- .0028 -I- .01 -I- 13.44 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 1050.750 -I- 969.520 -I- 14.187 -I- 983.707 I I 41.00 4.26 I .28 983.99 I .00 I 1.99 I .00 I 3.500 I .000 I .00 I 1 .0 69.250 .0199 I I -I- I -I- -I- -I- .0014 -I- .10 -I- 14.19 -I- .00 -I- 1.23 -I- .012 -I- .00 .00 1- PIPE 1120.000 970.900 12.905 983.805 I I 41.00 4.26 I .28 984.09 I .00 I 1.99 I .00 I 3.500 I I .000 .00 I 1 .0 50.660 .0728 I I I .0014 .07 12.90 .00 88 .012 .00 .00 1- PIPE 1170.660 -I- 974.590 -I- 9.287 -I- 983.877 -I- I I 41.00 4.26 I .28 984.16 I .00 I 1.99 I .00 I I 3.500 . I .000 .00 I 1 .0 326.180 .0099 I I I -I- -I- -I- .0014 -I- .46 -I- 9.29 -I- .00 -I- 1.49 -I- .012 -I- .00 .00 1- PIPE 1496.840 -I- 977.830 -I- 6.508 -I- I 984.338 -I- I 41.00 -I- 4.26 I .28 984.62 I .00 I I 1.99 .00 I I 3.500 I .000 .00 I 1 .0 TRANS STR .1740 I I I -I- ,00141 .00 -1 6.51 -1 .00 -1- -1 -.012 -1 .001 .00 (PIPE 1500.000 978.380 5.963 I 984.343 I 41.00 5.80 I .52 984.86 I .00 I I 2.09 .00 I I 3.000 I .000 .00 I 1 .0 38.760 .0101 I I I I .0032 .12 5.96 .00 1.62 .012 .00 .00 PIPE 1538.760 -I- 978.770 -I- 5.697 -I- 984.467 I 41.00 5.80 I .52 984.99 I I .00 I 2.09 .00 I I 3.000 I .000 .00 I 1 .0 30.050 I .0333 I I -I- -I- -I- -I- .0032 -I- .10 -I- 5.70 -I- .00 -I- 1.15 -I- .012 -I- .00 .00 1- PIPE 1568.810 -I- 979.770 -I- 4.820 -I- I 984.590 -I- 41.00 I 5.80 I .52 985.11 I .00 I 2.09 I .00 I 3.000 I .000 I .00 I 1 .0 14.930 -.0174 -I- -I- -I- .0032 -I- .05 -I- 4.82 .00 71- -I- .00 -I- -I- 1- PIPE 0 FILE: linelOa.Wsw W S P G W- CIVILDESIGN Version 14.06 .012 .00 .00 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12-13 -2005 Time: 7:33:11 Madison Club 100 -yr Phase 1, Line 10a 12/13/05 eeeeeeeeeteeeee, o-eeeee, aeeeee, neeeeea, aeeae, aeeeaaeaeeeeeeeeeeeeeaeeeeeeeeaeeaeeeeeeeeeeeeeeeeateeeeeaaeaeeeeeeeeaaaeeaaaeeea ,ta eeeeeaee Invert ! Depth ! water Q I vel vel Energy I SUper IcriticallFlow Top Height/ Base wtl wth Station Eley -I- (FT) -I- Elev (CFS) (FPS) Head I Grd.El. Elev Depth Width Dia.-FT or I.D. ZL INO Prs /Pi p L /Elem eeeeeeeee Slope I I -I- I SF Avel HF SE DpthlFroude NlNorm Dp "N" I X -Fall ZR Ch ICh eeeeeeeee eeeeeeee eeeeeeeee eeeeeeeee eeeeeeeleeeeeee eeeeeeeee ee eeeee eeeeeeee eeeeeeee eeeeee eteeeee aeeee IType eeeeeee 1583.740 -I- 979.5101 -I- 5.128 -1- 984.6381 -I- 41.001 -I- 5.80 -I- .521 -I- 985.16 1 -I- .00 1 -I- 2.09 1 -I- .00 -I- 3.000 1 -I- .000 -I- .00 1 .0 I- Page 1 r rr r r r r� r �r r r r r r r r r r r1 linel0a.OUT 7UNCT STR .3000 i I .0016 .01 .00 .00 .012 .00 .00 PIPE 1588.740 -I- 981.010 -I- 4.157 -I- I 985.167 I 2.50 I 1.41 .03 I 985.20 I .00 I .60 I .00 I 1.500 I .000 I .00 I 1 .0 163.605 .0167. I I -I- -I- -I- -I- .0005 -I- .08 -I- .00 -I- .00 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1752.345 -I- 983.748 -I- 1.500 -I- I 985.248 I 2.50 I 1.41 .03 I .985.28 I 1.50 I .60 I .00 I 1.500 I I .000 .00 I 1 .0 8.287 _ .0167 I I -I- -I- -I- -I- .0004 -I- .00 -I- 1.50 -I- .00 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1760.632 -I- 983.887 -I- 1.361 -I- I 985.248 I 2.50 I 1.48 .03 I 985.28 I .00 I .60 I .87 I 1.500 I I .000 .00 I 1 .0 4.748 .0167 I I -I- I -I- -I- -I- .0004 -I- .00 -I- 1.36 -I- .19 -I- .42 -1- .012 -I- .00 .00 I- PIPE 1765.380 -I- 983.966 -I- 1.280 -I- 985.246 I 2.50 I 1.56 .04 I 985.28 I .00 I .60 I 1.06 I 1.500 I I .000 .00 I 1 .0 3.864 .0167 I I -I- -I- -I- -I- .0005 -I- .00 -I- 1.28 -I- .22 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1769.243 -I- 984.031 -I- 1.214 -I- I 985.245 I 2.50 I 1.63 I .04 985.29 I .00 I .60 I 1.18 I 1.500 I 1 .000 .00 I 1 .0 3.340 .0167 I I I -I- -I- -I- -I- .0005 -I- .00 -I- 1.21 -I- .25 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1772.583 -I- 984.087 -I- 1.155 -I- 985.242 I 2.50 I 1.71 I .05 985.29 I I .00 .60 I 1.26 I 1.500 I I .000 .00 I 1 .0 2.967 .0167 I I I -I- -I- -I- -I- .0006 -1- .00 -I- 1.16 -I- .28 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1775.551 -I- 984.137 -I- 1.103 -I- I 985.239 -I- 2.50 I 1.80 I .05 985.29 I I .00 .60 I 1.32 I 1.500 I I .000 .00 I 1 .0 2.678 .0167 I I I -I- -I- -I- .0006 -I- .00 -I- 1.10 -I- .31 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1778.229 -I- 984.181 -I- 1.055 -I- I 985.236 I 2.50 1.88 I .06 I 985.29 I .00 .60 I 1.37 I 1.500 I I .000 .00 I 1 .0 2.435 .0167 -I- -I- -I- -I- .0007 -I- .00 -I- 1.05 -I- .34 -I- .42 -I- .012 -I- 1- PIPE 0 FILE: linelOa.wSW W S P G W- CIVILDESIGN Version 14.06 .00 .00 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:33:11 Madison Club 100 -yr Phase 1, Line 10a 12/13/05 n�aaanannnnaaaeannea�, vr, a�na�ne�aaa�aaaaaae ,+aanaaa�aea�aa�, rya, t��n, o-��a�aaa�, t,+ r. �, rr. nta�a��ar=, aaaa ,ra�a��a�aaa�n�n��,+��aaa,r aa�aa�a� , Invert I Depth water ' Q I vel vel Energy Super Critical FLOW Top Height/ Base wtl No wth station Elev -!- (FT) Elev (CFS) I (FPS) Head- Grd.Ey_�- Elev- I width Dia. -FT Ior I.D. ZL /Pip L /Elem Ch Slope -I- I I I SF Ave - HF ISE Dpth -Depth Froude NlNorm - Dp "N" X -Fall - ZR -�Prs Type ch I 1780.6641 -I- 984.2221 -I- 1.0101 -I- 985.2321 2.501 1.97 .06 985.29 .00 .60 1 1.41 1 1.500 1 .000 .00 1 .0 2.219 I .0167 I I -I- -I- -I- -I- .0008 -I- .00 -I- 1.01 -I- .37 -I- .42 -I- .012 -I- .00 .00 I- PIPE 1782.883 -I- 984.259 -I- .969 -I- I 985.228 -I- I 2.50 2.07 I .07 I 985.29 I .00 I .60 1.43 I I 1.500 I .000 .00 I 1 .0 2.037 I .0167 I I -I- -I- -I- .0009 -I- .00 -I- .97 -I- .40 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1784.921 -I- 984.293 -I- .930 -I- I 985.223 I 2.50 2.17 I .07 I 985.30 I .00 I .60 1.46 I I 1.500 I .000 .00 I 1 .0 1.857 I .0167 I I -I- -I- -I- -I- .0010 -I- .00 -I- .93 -I- .43 -I- .42 -I- .012 -I- .00 .00 I- PIPE 1786.778 984.325 -I- .893 -I- I 985.218 -I- I 2.50 2.28 I .08 I 985.30 I .00 I .60 1.47 I I 1.500 I .000 .00 I 1 .0 1.704) I .0167 I I -I- -1- .00121 .00 -1 .891 .47 -1 .42 -1 .012 -1 .001 .00 (PIPE 1788.483 984.353 .859 I 985.212 I 2.50 2.39 f .09 I 985.30 I .00 I .60 1.48 I I 1.500 I .000 .00 I 1 .0 Page .2 MM M� M m M�- M M MM MM M a M m m -I- -I- linel0a.OUT 1.400 I .0167 -I- -I- -I- -I- -I- .0013 -I- .00 -I- .86 -I- .50 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1789.883 -I- 984.376 -I- .826 -I- 985.202 -I- I. 2.50 2.51 .10 I I 985.30 .00 I .60 I 1.49 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- (- 1789.883 I 984.376 1 -1 I .418 - I 984.795 I I 2.50 6.21 .60 I I 985.39 .00 I .60 I 1.35 I 1.500 I .000 i .00 I 1 .0 23.864 .0167 I I I - - I - -I- - I - - 0164 I - - I .39 - - .42 I - -1- 2.00 - .42 I - - - .012 I - - .00 I - .00 1- PIPE 1813.746 -I- 984.776 -I- .422 -I- I 985.198 I I 2.50 6.13 .58 I I 985.78 .00 I .60 I 1.35 I 1.500 I .000 I .00 I 1 .0 24.132 .0167 I I -I- I -I- -I- -I- .0151 -I- .37 -I- .42 -I- 1.97 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1837.878 985.180 .437 985.616 I I 2.50 5.85 .53 I I 986.15 .00 I .60 I 1.36 I 1.500 I .000 I .00 I 1 .0 9.497 .0167 .0133 .13 44 1.84 .42 .012 .00 .00 PIPE 0 FILE: linel0a.wSw W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:33:11 Madison Club 100 -yr Phase 1, Line 10a 12/13/05 ,o-�aann��,taaa, rte, t�a�n�r. �aaan�aaaane +.r,a�aa�,a�,ra,t�aaa�* Sena* aa* aaa, ra, r��r, t��a�a��ana�, r��, r��a�anaer .aa,o-,aaanaaaae�a�nar ,nanaaaan Invert Depth water Q I vel Vel I EnergyY I SupPer Critica11F1OW Top Height/ ease wt INO wth Station -'- Elev - - (FT) Elev (CFS) Head- Grd.El_I- Elev Dia. -FT or I.D_ ZL /Pip L /Elem ICh Slope - - - - -I -(FPS) I SF Ave - HF IISE.DpthiFroude -i -Depth -I N -width - Norm Dp "N" X -Fall - ZR -llPrs Ch I �� ,t a � r.��,�aaa aaa�a (Type 1847.376 -I- 985.339 -I- .452 -I- 985.791 -I- 2.50 5.57 .481 986.27 1 .00 1 .60 1.38 1 1.500 1 .0001 .00 1 1 .0 5.468 I .0167 I I -I- -I- -I- .0116 -I- .06 -I- .45 -I- 1.72 -1- .42 -I- .012 -I- .00 .00 1- PIPE 1852.844 -I- 985.430 -I- .468 -I- I 985.898 I 2.50 . 5.31 I .44 I 986.34 I .00 60 I 1.39 I 1.500 I I .000 .00 I 1 .0 3.555 I .0167 I I -I- I -I- -I- -I- .0102 -I- .04 -I- .47 -I- 1.61 -I- .d2 -I- .012 -I- .00 .00 1- PIPE 1856.399 -I- 985.490 -I- .484 -I- 985.974 I 2.50 5.07 I .40 I 986.37 I .00 .60 I 1.40 I I 1.500 I .000 .00 I 1 .0 2.444 I .0167 I I -I- -I- -I- -I- .0089 -I- .02 -I- .49 -I- 1.51 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1858.843 985.531 .501 I 986.032 I 2.50 4.83 I .36 I 986.39 I .00 I .60 1.42 I I 1.500 I .000 .00 I 1 .0 1.706 I .0167 I I I .0078 .01 .50 1.41 .42 .012 .00 .00 PIPE 1860.549 985.559 .519 986.078 I 2.50 4.61 I .33 I 986.41 I .00 I .60 1.43 I I 1.500 I .000 .00 I 1 .0 1.157 I .0167 I I .0068 .01 .52 1.32 .42 .012 .00 .00 1- PIPE 1861.706 -I- 985.578 -I- .538 -I- I 986.116 -I- I 2.50 4.39 I .30 I 986.42 I .00 I .60 1.44 I I 1.500 I .000 .00 I 1 .0 .738 I .0167 I I -I- -I- -I- .0060 -I- .00 -I- .54 -I- 1.23 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1862.444 -I- 985.591 -I- .557 -I- I 986.148 -I- I 2.50 4.19 I .27 I 986.42 I .00 I .60 1.45 I I 1.500 I .000 .00 I 1 .0 .414 I .0167 I - I -I- -I- -I- .0053 -I- .00 -I- .56 -I- 1.15 -I- .42 -I- .012 -I- .00 .00 1- PIPE 1862.858 985.598 -1- .577 -I- 986.175 I I 2.50 3.99 .25 I � 986.42 I I' .00 ..60 I 1.46 I 1.500 I .000 I .00 I 1 .0 .1321 .0167 -I- -I- -I- -I- .0046 -I- .00 -I- .58 -I- 1.07 -I- .42 -I- .012 -I- .00 .00 I- PIPE Page 3 Am linel0a.0UT 1862.990 985.600 .599 986.199 2.50 3.80 .22 986.42 .00 .60 1.47 1.500 .000 .00 1 .0 1865.150 985.600 .599 986.199 2.50 3.80 .22 986.42 .00 .60 1.47 1.500 _ .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I -. Page 4 ,r. linel0b.OUT 0 FILE: LINE10B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:41:48 Madison Club 100 -yr Phase 1, Line lob 12/13/05 Invert I Depth I water I Q vel Vel Energyy supPer Critical FLOW Top Height/ Base wt No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. EIev .I Depth Width IDia. -FT or I.D. ZL IPrs /Pip L /Elem Ch slope SF Ave HF SE Dpth�Froude N Norm Dp "N" X -Fall ZR ch I �a,t�� I ,t a�a,t IType 1998.5301 979.5301 5.370 984.900 38.501 5.45 .46 985.36 1 .00 1 2.02 1 .00 1 3.000 .000 .00 1 1 .0 18.020 .0028 I I I .0028 .05 5.37 .00 2.49 .012 .00' .00 PIPE 2016.550 -I- 979.580 -I- 5.371 .984.951 -I- I I 38.50 5.45 .46 I I 985.41 .00 I 2.02 I .00 I 3.000 I .000 I .00 I 1 .0 7UNCT STR 0056 I I -I- I -I- -I- -I- .0015 -I- .01 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 2021.880 -I- 979.610 -I- 5.775 985.385 -I- I I 10.60 1.50 .03 I I 985.42 .00 I 1.03 I .00 I 3.000 I .000 I .00 I 1 .0 77.990 .0060 I I -I- I -I- -I- -I- .0003 -I- .02 -I- .00 -I- .00 -I- .92 -I- .013 -I- .00 .00 1- PIPE 2099.870 -I- 980.080 -I- 5.332 985.412 -I- I I 10.60 1.50 .03 I I 985.45 .00 I 1.03 I .00 I 3.000 I .000 I .00 I 1 .0 ]UNCT STR I .2898 I -I- -I- -I- -I- .0008 -I- .00 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 2105.150 -I- 981.610 -I- I 3.844 985.454 -I- I I 4.30 2.43 .09 I I 985.55 .00 I .79 I .00 I 1.500 I :000 I .00 I 1 .0 51.140 .0100 -I- -I- -I- -I- .0014 -I- .07 -I- .00 -I- :00 -I- .64 -I- .012 -I- .00 .00 1- PIPE 2156.290 -I- 982.120 -I- 3.420 985.540 -I- 4.30 2.43 .09 985.63 .00 .79 .00 1.500 .000 .00 1 .0 ]UNCT STR I .0200 I -I- I -I- -I- -I- .0010 -I- .00 -I- 3.42 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 2157.290 -I- 982.140 -I- I 3:513 985.653 -I- I 2.70 1.53 .04 I I 985.69 .00 I .62 I .00 I 1.500 I .000 I .00 I 1 .0 213.735 I .0100 I -I- i -I- -I- -I- .0006 -I- .12 -I- 3.51 -I- .00 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2371.025 984.273 I 1.500 985.773 I 2.70 1.53 .04 I I 985.81 .00 I .62 I .00 I I 1.500 .000 I .00 I 1 .0 14.218 I .0100 I .0005 .01 1.50 .00 .50 .012 .00 .00 PIPE 2385.243 984.415 I I 1.361 985.776 I 2.70 1.60 I .04 I 985.82 .00 I I .62 .87 I I 1.500 I .000 .00 I 1 .0 8.112 .0100 .0005 .00 1.36 .20 .50 .012 .00 .00 PIPE 0 FILE: LINE10B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:41:48 Madison Club 100 -yr Phase 1, Line lob 12/13/05 ��aaar., ta�aa�r., taa��, ta�aaa��a, t��r. ��a, t, t�a��a* aar. r* �, t, t, t�, t, t��n��aa, t��a��* ��aaaa�a��,+, aa�a��a, t��, t��na�� ,t�a� *a,t�at�,tae�ar�n Invert I Depth water Q vel vel I Energy Super CriticallFloW Top Height /IBase wt wth Station ich Elev -1 (FT) Elev (CFS) (FPS) Head Grd.Ey. EIeV I Depth I width IDia. -FT Or I. D. ZL Prs /Pip L /Elem slope -1 SF Avel HF SE DpthlFroude NINOrm Dp I "N" -, X -Fall -INO ZR IType Ch Page 1 LJ 1 linel0b.OUT ��aaa,t�,tn l ��aa,rna�,x l eanaat as l �,aar,��a+ra l �ana�aa�a l aa��,t ** I * *� * *an l �a�xra,t�aa l �t �,t,t�n l ea�araa,n� � ��nt.na�a l,ttrtra��* l �e�a�a�' �anxra I naa��n 2393.355 984.4961 1.280 985.776 2.70 1.68 .041 985.82 .00 1 .62 1.06 1.500 1 .0001' .00 1 .0 6.5991 .0100 I I I .0006 .00 1.28 .24 .50 .012 .00 .00 I- PIPE 2399.954 984.562 1.214 985.775 I I 2.70 1.76 I .05 985.82 I .00 I .62 I 1.18 I 1.500 I .000 I .00 I 1 .0 5.7061 .0100 0006 .00 1.21 .27 .50 .012 .00 .00 1- PIPE 2405.660 984.619 -I- 1.155 -I- 985.774 -I- 2.70 1.85 .05 985.83 .00 .62 1.26 1.500 .000 .00 1 .0 5.0721 .0100 I I I -I- -I- -I- 0007 -I- .00 -I- 1.16 -I- .30 .50 -I- -I- .012 -I- .00 .00 1- PIPE 2410.731 984.669 -I- 1.103 -I- 985.772 -I- I I 2.70 1.94 I .06 985.83 I .00 I - .62 I 1.32 I 1.500 I I .000 .00 I 1 .0 4.5801 .0100 I I I -I- -I .00081 .00 -1 1.101 .33 -1 .50 -1 .012 -1 .001 .00 (PIPE 2415.312 -I- 984.715 -I- 1.055 -I- I 985.769 I 2.70 2.03 I .06 985.83 I .00 I I .62 1.37 I 1.500 I I .000 .00 I 1 .0 4.168 .0100 I I -I- I -I- -I- -I- .0008 -I- .00 -I- 1.05 -I- .36 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2419.479 984.756 -I- 1.010 -I- I 985.767 -I- I 2.70 2.13 I .07 985.84 I .00 I I .62 1.41 I 1.500 I ► .000 .00 I 1 .0 3.8011 .0100 -I- -I- -I- 0009 -I- .00 -I- 1.01 -I- .40 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2423.2811 984.7941 -I- .9691 -I- 985.7631 2.701 2.24 .081 985.84 1 .00 1 .62 1 1.43 1 1.500 1 .0001 .00 1 1 .0 3.4931 .0100 I I I -I- -I- -1- .00111 .00 -1 .971 .43 -I .50 -1 .012 -1 .001 .00 (PIPE 2426.773 984.829 ..930 I 985.759 I 2.70 2.35 I .09 985.84 I I .00 I .62 1.46 I 1.500 I I .000 .00 I 1 .0 3.1851 .0100 0012 .00 .93 .47 .50 .012 .00 .00 1- PIPE 2429.958 984.861 -I- .893 -I- 985.754 2.70 2.46 .09 985.85 .00 .62 1.47 1.500 .000 .00 1 .0 2.9231 .0100 -I- -I- -I- -I- 0014 -I- .00 -I- 89 -I- .50 -I- .50 -I- .012 -I- .00 I- PIPE FILE: LINE10B.WSW W S P G W- CIVILDESIGN Version 14.06 .00 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:41:48 Madison Club 100 -yr Phase 1, Line 10b 12/13/05 invert I Depth water Q Vel vel Energ Supper Flow ToplHeight /lBase wt! No wth Station Elev -I- (FT) -I- Elev (CFS) (FPS) Head- Grd.ET (Critical Elev- IDia. -FT or I.D. ZL Prs /Pip L /Elem a�aaa�aaa Ch Slope I I - - - - -1- - SF Ave HF SE Dpth -Depth - Froude N -width - Norm Dp 1 "N" X- Fall l ZR - Type Ch �+r+��a�aa �e��a,t�t �aa��aa,t naaaa�a�r, any, ��1a�,o-��a��a��aaanl��an�aa �, naaa��a�a��aaa�al��a�a�ftl��na ,a�alaaaaa r.r.�n�a� 2432.882 984.8901 -1 .8591 -I- 985.749 -I- 2.70 2.58 .10 985.85 .00 .62 1.48 1 1.500 .000 .00 1 1 .0 2.6491 I .0100 I I -I- -I- -I- 0015 -I- .00 -I- .86 -I- .54 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2435.531 -I- 984.917. -I- .826 -I- I 985.743 -I- I 2.70 2.71 I .11 I 985.86 I .00 I .62 1.49 I 1.500 I I .000 .00 I 1 .0 2.383 I .0100 I I -I- -I- -I- .0017 -I- .00 -I- .83 -I- .58 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2437.913 984.940 .795 I 985.735 I 2.70 2.84 I .13 I 985.86 I .00 I .62 1.50 I I 1.500 I .000 .00 I 1 .0 Page 2 1 Page 3 linelOb.OUT 1.756 .0100 I I .0020 .00 .80 .63 .50 .012 .00 .00 PIPE 2439.669 984.958 .765 I 985.723 I I 2.70 2.98 .14 I 985.86 I .00 I .62 I 1.50 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 2439.669 -I- I 984.958 -I- I .498 -I- I 985.456 I I 2.70 5.27 .43 I 985.89 I .00 I .62 I 1.41 I 1.500 I .000 I .00 I 1 .0 44.065 .0100 I I -I- I -I- -I- -I- .0100 -I- .44 -I- .50 -I- 1.54 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2483.734 -I- 985.398 -I- .498 -I- 985.895 I I 2.70 5.27 .43 I 986.33 I .00 I .62 I 1.41 I 1.500 I .000 I .00 I 1 .0 36.010 .0100 I I -I- I -I- -I- -I- .0098 -I- .35 -I- .50 -I- 1.54 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2519.744 985.757 .503 986.260 I I 2.70 5.19 .42 I 986.68 I .00 I .62 I 1.42 I 1.500 I .000 I .00 I 1 .0 19.517 .0100 I I I .0090 .17 .50 1.51 .50 .012 .00 .00 PIPE 2539.261 -I- 985.952 -I- .521 -I- 986.473 I I 2.70 •4.95 .38 I 986.85 I I .00 .62 I 1.43 I 1.500 I .000 I .00 I 1 .0 7.461 .0100 -I- -I- -I- -I- .0078 -I- .06 -I- .52 -I- 1.41 -i- .50 -I- .012 -I- .00 .00 1- PIPE 2546.723 -I- 986.026 -I- .540 -I- 986.566 2.70 4.72 .35 986.91 .00 .62 1.44 1.500 .000 .00 1 .0 3.897 .0100 -I- -I- -I- -I- .0069 -I- .03 -I- 54 -I- 1.32 -I- .50 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE10B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:41:48 Madison Club 100 -yr Phase 1, Line lob 12/13/05 Invert Depth 1 water Q I vel vel I Energy suFFer criticallF19W Top lHeight/ (Base wt NO wth station Elev (FT) Elev (CFS) Head Grd.ET., Nev Depth Dia. -FT lor I.D. ZL /Pip L /Elem - Ch slope - -I- _ - _I -(FPS) -I- -I_ SF Avg -I- HF ISE Dpth -I Fronde NlNorm -width _ i Dp "N" i X -Fall - ZR -�Prs Type Ch �a ,tena 2550.620 986.0651 .5591 986.624 2.701 4.50 .31 986.94 1 .00 .62 1.45 1.500 .000 .00 1 .0 2.136 I .0100 I I .0060 .01 .56 1.23 .50 .012 .00 .00 PIPE 2552.756 986.086 .579 I 986.666 I 2.70 4.29 I .29 986.95 I I .00 I .62 1.46 I 1.500 I I .000 .00 I 1 .0 1.053 I .0100 I I .0053 .01 .58 1.15 .50 .012 .00 .00 PIPE 2553.809 -I- 986.097 -I- .600 -I- I 986.697 I 2.70 4.09 I .26 986.96 I I .00 I .62 1.47 I I 1.500 I .000 .00 I 1 .0 .311 0100 -I- -I- -I- -I- .0046 -I- .00 -I- .60 -I- 1.07 -I- .50 -I- .012 -I- .00 .00 1- PIPE 2554.120 -I- 986.100 -I- .623 -I- 986.723 -I- 2.70. -I- 3.89 .23 986.96 .00 .62 1.48 1.500 .000 .00 1 0 0 -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 Page 1 linelOc.OUT 0 FILE: LINE10C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:55: 2 Madison Club 100 -yr Phase 1, Line 10c 12/13/05 I Invert Depth 1 I water Q I I Vel Vel I Energyy 1 Super ICriticallFlOW Top Height/ Base wt wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.1 Elev I Depth. I width IDia. -FT or I.D. ZL INO Prs /Pip L/Elem ICh slope -i SF Ave HF + SE Dpth Froude N - Norm Dp "N" X -Fall ZR IType T ype Ch ch aaaa a,t l tra,t t ,t ,r taaa o- t l ,t a t ,ta a t,raa as t e l t a aaa t tan t to a l a t as a s t to ,ta I aaa n t a t� I 3002.420 -I- 980.610 -I- 4.6101 -I- 985.220 23.401 7.45 .86 986.08 1 .00 1 1.72 .00 1 2.000 1 .000 .00 1 .0 24.700 .0061 I I I' -I- -I- -I- -I- .0091 -I- .23 -I- 4.61 -I- .00 -I- 2.00 -I- .012 -I- .00 .00 1- PIPE 3027.120 -I- 980.760 -I- 4.685 -I- 985.445 -I- I 23.40 I 7.45 I .86 I 986.31 .00 I 1.72 I .00 I I 2.000 .000 I .00 I 1 .0 JUNCT STR .0050 I I I -I- -I- -I- .0069 -I- .01 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 3029.120 -I- 980.770 -I- 5.513 -I- 986.283 I 16.90 I 5.38 I .45 I 986.73 .00 I 1.48 I .00 I I 2.000 I .000 .00 I 1 .0 459.530 .0060 I I I -I- -I- -I- -I- .0048 -I- 2.19 -I- .00 -I- .00 -I- 1.47 -I- .012 -I- .00 .00 1- PIPE 3488.650 -I- 983.520 -I- 5.028 -I- 988.548 -I- I 16.90 I 5.38 I .45 I 989.00 .00 I I 1.48 .00 I I 2.000 I .000 .00 I -.1 .0 JUNCT STR .0075 I I I -I- -I- -I- .0037 -I- .02 -I- 5.03 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 3493.980 -I- 983.560 -I- 5.391 -I- 988.951 I 12.80 I 4.07 I .26 I 989.21 .00 I I 1.29 .00 I I 2.000 I .000 .00 I 1 .0 109.160 .0060 I I I -I- -I- -I- -I- .0027 -I- .30 -I- 5.39 -I- .00 -I- 1.21 -I- .012 -I- .00 .00 1- PIPE .3603.140 -I- 984.210 -I- 5.039 -I- 989.249 I 12.80 I 4.07 I .26 I 989.51 I .00 I 1.29 .00 I I 2.000 I .000 .00. I 1 .0 JUNCT STR .0066 I I I -I- -I- -I- -I- .0025 -I- .00 -I- 5.04 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 3604.640 -I- 984.220 -I- 5.224 -I- 989.444 I I 9.40 2.99 I .14 I 989.58 I .00 I 1.10 .00 I I 2.000 I .000 00 I 1 .0 20.830 I I .0058 I -I- -I- -I- -I- .0017 -I- .04 -I- 5.22 -I- .00 -I- 1.06 -I- .013 -I- .00 .00 1- PIPE 3625.470 -I- 984.340 -I- 5.140 -I- 989.480 -I- I I 9.40 2.99 I .14 I 989.62 I .00 I 1.10 .00 i I 2.000 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 linelOd.OUT 0 FILE: LINE10D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8: 5:22 Madison Club 100 - yr Phase 1, Line 10d 12/13/05 I invert Depth Water Q ! vel vel Ener Y I Super critical Flow To p Hei ht/ Base wt INO wth Station -'- Elev - (FT) Grd. Elev (CFS) I (FPS) Head I E T Elev- Dia9 -FTlor I.D. ZL /Pip L /Elem ICh Slope - - - -I- -I- I I*a* -I- -I- SF Ave 1 HF ISE Dpth -Depth -I Froude NlNorm -Width i DP -I- . "N" I X -Fall - ZR -IPrs I Type Ch anaananaalnnannnaaa naanaann asnnaaan* aaann nlnnnnnnalnnannnnlaanannaanlnaaannn nnnnnnan annnnana nannannlnaaaann anaan annaann 4000.6701 984.470 4.880 989.3501 3.40 1.92 .061 989.41 1 .00 1 .70 1 .00 1 1.500 .000 .00 1 .0 25.370 .0166 I I I .0010 .03 .00 .00 .51 .013 .00 .00 PIPE 4026.040 -I- 984.890 -I- 4.493 989.383 -I- I I 3.40 1.92 I .06 I 989.44 .00 I .70 I .00 I 1.500 I .000 I .00 I 1 .0 191.484 .0165 I I -I- I -I- -I- -I- .0009 -I- .17 -I- .00 -I- .00 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4217.524 -I- 988.057 -I- 1.500 989.557 -I- I I 3.40 1.92 I .06 I 989.61 1.50 I .70 I .00 I 1.500 I .000 I .00 I 1 .0 8.422 .0165 I I -I- I -I- -I- -I- .0008 -I- .01 -I- 1.50 -I- .00 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4225.947 988.196 1.361 989.557 I I 3.40 2.02 I .06 I 989.62 .00 I I .70 .87 I I 1.500 I .000 .00 I 1 .0 4.734 .0165 I I I .0008 .00 1.36 .26 .49 .012 .00 .00 PIPE 4230.681 988.275 I 1.280 989.555 I 3.40 2.12 I .07 I 989.62 .00 I I .70 1.06 I I 1.500 I .000 .00 I 1 .0 3.808 .0165 I I I .0009 .00 1.28 .30 .49 .012 .00 .00 PIPE 4234.489 -I- 988.338 -I- I 1.214 989.551 -I- -I- I 3.40 2.22 I .08 I 989.63 .00 I I .70 1.18 I I 1.500 I .000 .00 I 1 .0 3.251 .0165 I I I -I- -I- -I- .0010 -I- .00 -I- 1.21 -I- .34 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4237.740 -I- 988.391 -I- I 1.155 989.547 -I- I 3.40 2.33 I .08 I 989.63 .00 I I .70 1.26 I I 1.500 I .000 .00 I 1 .0 2.850 .0165 I I -I- I -I- -I- -I- .0011 -I- 00 -I- 1.16 -I- .38 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4240.590 988.439 -1 I 1.103 989.541 -I- -I- I 3.40 2.44 I .09 I 989.63 I .00 I .70 1.32 I I 1.500 I .000 .00 I 1 .0 2.5311 I .0165 I I -I- -I- -I- 0012 -I- .00 -I- 1.10 -I- .42 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4243.121 988.480 I 1.055 989.535 I 3.40 2.56 I .10 I 989.64 I .00 I .70 1.37 I I 1.500 I .000 .00 I 1 .0 2.257 .0165 .0013 - .00 1.05 .46 .49 .012 .00 .00 PIPE 0 FILE: LINE10D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8: 5:22 Madison Club 100 -yr. Phase 1, Line 10d 12/13/05 nnnnaaannaanannnanaanaaaanaan*a nnnn an nn* aaaananaaa annnnaanannnaa nnnaan nn nnnnnnnnaaanaannannnnnnaaaaaanaanannnaaaannnnnnnna nnnnanna invert I Depth water. I Q vel Vel Energy I Super IICricallFlow TO Height/ Base wt NO wthp Station EIeV (FT) Elev (CFS) (FPS) Head- Grd.El_I- Epev Dia. -FT l or I.D_I- ZL Prs /Pi L /Elem Ch S10pe I -! -I- - SF Avg HF ISE -I DpthIFrOUde - -I NINOrm -width - Dp "N" X -Fa111 ZR Type Ch Page 1 M ml m m .r r= M M M M M M M m im m m m linelOd.OUT 4245.3771 988.5181 1.0101 989.5281 3.401 2.69 .111 989.64 1 .00 1 .70 1.41 1.500 .000 .00 1 .0 1.6191 .0165 I I I 0015 .00 1.01 .50 .49 .012 .00 .00 1- PIPE 4246.997 988.545 .969 989.513 I I 3.40 2.82 I .12 989.64 I 00 I .70 I 1.43 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 4246,997 I 988.545 I .492 I 989.036 I I 3.40 6.74 I .71 989.74 I .00 I .70 I 1.41 I 1.500 I .000 I .00 I 1 .0 246.677 .0165 I I I I .0165 4.08 .49 1.99 .49 .012 .00 .00 PIPE 4493.674 -I- 992.625 -I- .492 993.116 I 3.40 6.74 I .71 993.82 I .00 I .70 I 1.41 I 1.500 I .000 I .00 I 1 .0 45.735 .0165 I -1- I -I- I -I- -I- -I- .0155 -I- .71 -I- .49 -I- 1.99 -I- 49 -I- .012 -I- .00 .00 1- PIPE 4539.409 993.381 .509 993.890 I I 3.40 6.43 I .64 994.53 I .00 I .70 I 1.42 I 1.500 I .000 I .00 I 1 .0 13.740 .0165 .0136 .19 .51 1.86 .49 .012 .00 .00 PIPE 4553.148 -I- 993.608 -I- .527 -I- 994.135 -I- 3.40 6.13 .58 994.72 .00 .70 1.43 1.500 .000 .00 1 .0 7.434 I .0165 I I -I- -I- -I- .0119 -17 .09 -1- .53 -1- 1.74 -1- .49 -1- .012 -1- .00 .00 1- PIPE 4560.583 -I- 993.731. -I- .546 -I- 994.277 -I- I I 3.40 5.85 I .53 I 994.81 .00 I .70 I 1.44 I 1.500 I I .000 .00 I 1 .0 4.713 I .0165 I I -I- -I- -I- .0105 -I- .05 -I- .55 -I- 1.62 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4565.296 -I- 993.809 -I- .566 -I- I 994.375 -I- I 3.40 5.58 I .48 I 994.86 .00 I .70 I 1.45 I 1.500 I I .000 .00 I 1 .0 3.187 I .0165 I I I -I- -I- -I- .0092 -I- .03 -I- .57 -I- 1.52 -I- .49 -I- .012 -I- .00 .00 1- PIPE 4568.483 -I- 993.862 -I- .586 -I- 994.448 -I- I 3.40 5.32 I .44 I 994.89 .00 I I .70 1.46 I 1.500 I I .000 .00 I 1 .0 2.201 .0165 -I- -I- -I- .0080 -I- .02 -I- 59 -I- 1.42 -I- .49 -I- .012 -I- .00 1- PIPE 0 FILE: LINE10D.WSW W S P G W- CIVILDESIGN Version 14.06 .00 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time; 8: 5:22 Madison Club 100 -yr Phase 1, Line 10d 12/13/05 I Invert Depth I water Q vel vel I Energy I Super (critical Flow Top Height/ ease wt No wth Station Elev -�- (FT) - - Elev (CFS) Head Grd.El_I- Elev- Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope -�- - -(FPS) -1 -I- SF Ave1 HF ISE Dpth -Depth - Froude N -width - Norm DP "N" X -Fall - - ZR Type ch 4570.684 993.898 -1- .607 -I- 994.506 -I- 3.40 5.07 .40 994.90 .00 .70 1 1.47 1.500 .000 .00 1 .0 1.4841 I .0165 I I -I- -1- .00711 .01 -1 .611 1.32 -1 .49 -1 .012 -1 .001 .00 1PIPE 4572.168 993.923 .629 I 994.552 I 3.40 4.83 I .36 .994.91 I I .00 I .70 1.48 I I 1.500 I .000 .00 I 1 .0 .9551 I .0165 I I 0062 .01 .63 1.24 .49 .012 .00 .00 1- PIPE 4573.124 993.939 .653 I 994.591 I 3.40 4.61 I .33 I 994.92 I .00 I .70 1.49 I I 1.500 I .000 .00 I 1 .0 Page 2 Page 3 _ linelOd.OUT .5211 I .0165 1 -I- -I- I I -I- -I- -I- 0054 -I- .00 -I- .65 -I- 1.15 -I- .49 -I- .012 -I- .00 .00 1 -- PIPE 4573.644 I 993.947 .677 994.624 I I 3.40 4.39 .30 I 994.92 I .00 I .70 1.49 I I 1.500 I .000 .00 1 1 .0 .1661 I .0165 I I .00481 .00 1.08 -1 .49 -1 .012 -1 .001 .00 (PIPE 4573.810 -I- I 993.950 .703 994.653 -I- -I- -I- I 1 3.40 4.18 .27 -I- I 994.92 I .00 I .70 1.50 I I 1.500 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 linel0e.OUT 0 FILE: LINE10E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:47:49 Phase 1, Line 10e 12/13/05 �a�aa, tana��, ae, r��a�a, ta��, t, ta�ar, ta• a��a, t, �, an��a�, t�, ��, rata��a, naa�aar�r��a, t�t, r��aaaa, t��a, aa, aa* �aa�, t�, taa�aaa ,an��•��aa,na�,t,t.att,� aaaa�r.a� Invert Depth water Q 1 vel Vel I Ener Yy 1 supper (critical Flow Top IHei ht/ Base wtl No wth Station Elev I (FT) Elev I (CFS) I (FPS) Head II Grd.El.l EIeV 1 Depth I width Dia9-FTIor I.D. ZL Prs /Pip L /Elem Ch slope I I 1 SF Avel HF SE DpthlFroude NINOrm Dp -� "N" X -Fall ZR Type Ch *AA * *AAkk I kkh *Akkhie hkkkkhhk I AfrohAkkAk khAAkkAkh i hkhkAAk I kkkkkkA 14hfr it it iY6Air kirkOpt I *it it it irh hi l irtorm6 Dp itM1N"* i Oiri all it it it it it •khhtrir irO 5000.000 982.1301 3.520 985.650 1.60 .91 .011 985.66 .00 .48 .00 1.500 .000 .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- I- 16.329 I .1239 .0002 .00 3.52 . .00 .20 .012 .00 .00 PIPE I I I I I I I I I I I I 5016.329 984.153 1.500 985.653 1.60 .91 .01 985.67• .00 .48 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- 1- 1.106 .1239 I I .0002 .00 1.50 .00 .20 .012 .00 .00 PIPE I I I I I I I I I I I 5017.435 984.290 1.361 985.651 1.60 .95 .01 985.67 .00 .48 .87 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .642 .1239 I .0002 .00 1.36 .12 .20 .012 .00 .00 PIPE I I I I I I I I I I I I 5018.076 984.370 1.280 985.650 1.60 1.00 .02 985.67 .00 .48 1.06 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .526 .1239 I I I .0002 .00 1.28 .14 .20 .012 .00 .00 PIPE I I I I I I I I I I 5018.602 984.435 1.214 985.648 1.60 1.04 .02 985.67 .00 .48 1.18 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .458 .1239 .0002 .00 1.21 .16 .20 .012 .00 .00 PIPE I I I I I I I I I I I I I 5019.060 984.492 1.155 985.647 1.60 1.10 .02 985.67 .00 .48 1.26 1.500 .000 .00 1 .0 .alol I .1239 -I I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .0002 .00 1.16 .18 .20 .012 .00 .00 PIPE I I I I I I I I I I I 5019.469 984.542 1.103 985.645 1.60 1.15 .02 985.67 .00 .48 1.32 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .373 I I I I .1239 .0003 .00 1.10 .20 .20• .012 .00 .00 PIPE I I I I I I I 1 I 5019.842 984.589 1.055 985.643 1.60 1.21 .02 985.67 .00 .48 1.37 1.500 .000 .00 1 .0 .342 I I I .1239 .0003 .00 1.05 .22 .20 .012 .00 .00 PIPE I I I I I I I I I I 5020.184 984.631 1.010 985.641 1.60 1.26 .02 985.67 .00 .48 1.41 1.500 .000 .00 . 1 .0 -I - - I - -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .315 .1239 .0003 .00 1.01 .23 .20 .012 .00 .00 PIPE FILE: LINE10E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:47:49 Madison Club 100 -yr Phase 1, Line 10e 12/13/05 it frkkAkhkkAAhis it kkkkkAhirAkhhAkir irh Akkhh Ak AkkkAAk Airkk* AA kkkk* hAk A* k** kkAA**kk• Afrkk kkk khh kAAAkkkkkkkkkAkkkkkkkkkAkAkkkkkkkAAAAkk kkkAkkhk Invert I Depth I water Q vel vel Energy 1 super 1CriticallFlow TOP Height/ Base Wt1 No wth station Elev -I- (FT) -I- Elev - - (CFS) -� -(FPS) Head- - Grd.ET Elev -I -Depth - -width - Dia. -FT or I.D. - ZL - Prs /Pip L /Elem kk IlCh Slope I I I -I- SF Ave HF 1SE DpthlFroude N Norm Dp "N" X -Fall ZR Type Ch kkAkAAklkkkkkAkkklkkkAAkAkIAAAAkkkkk khk f'' kkkkk lAAhkh hhlirhirirhk •klkkkhkhAkklAkhhhhAlkkkkkhhA kkkkkhhk k kkkkkk AAkkkkk hkkhk AAkAkkh 5020.4991 984.6701! .969 985.639 1.60 1.33 .03 985.67 .00 .48 I 1.43 1.500 .000 .00 1 1 .0 -I- (- Page 1 � = M r = = = M = " M M = = = " M M Page 2 lineloe.OUT .220 .1239 I I .0004 .00 .97 .25 .20 .012 .00 .00 PIPE 5020.719 984.697 .930 I 985.627 I I 1.60 1.39 I .03 985.66 I .00 I .48 I 1.46 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 5020.719 -I- I 984.697 -I- I .205 I 984.903 I 1.60 I 11.00 I 1.88 986.78 I .00 I .48 I 1.03 I 1.500 I .000 I .00 I 1 .0 6.877 .1239 -I- -I- -I- -I- -I- .1144 -I- .79 -I- .21 -I- 5.16 .20 -I- -I- .012 -I- .00 .00 1- PIPE 5027.5961 -I- 985.5491 -I- .2121 985.7621 1.601 10.48 1.711 987.47 1 .00 1 .48 1 1.05 1 1.500 1 .0001 .00 1 1 .0 6.139 .1239 I -I- I -I- -I- -I- -I- .0998 -I- .61 -I- .21 -I- 4.83 .20 -I- -I- .012 -I- .00 .00 1- PIPE 5033.735 -I- 986.310 -I- .219 I 986.529 I I - 1.60 9.99 I 1.55 988.08 I .00 I .48 I 1.06 I 1.500 I .000 I .00 I 1 .0 3.635 .1239 I -I- I -I- -I- -I- -I- .0871 -I- .32 -I- .22 -I- 4.53 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5037.370 -I- 986.761 -I- .227 I 986.987 I I 1.60 9.53 I 1.41 988.40 I .00 I .48 I 1.07 I 1.500 I I .000 .00 I 1 .0 2.521 .1239 I -I- I -I- -I- -I- -I- .0761 -I- .19 -I- .23 -I- 4.25 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5039.891 -I- 987.073 -I- .234 -I- I I 987.307 I 1.60 9.08 I 1.28 988.59 I .00 I .48 I 1.09 I 1.500 I I 000 .00 I 1 .0 1.890 .1239 1 I -I- I -I- -I- -I- .0664 -I- .13 -I- .23 -I- 3.98 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5041.780 -I- 987.307 -I- .242 -I- I 987.549 I 1.60 8.66 I 1.16 988.71 I .00 I .48 I 1.10 I 1.500 I I .000 .00 I 1 .0 1.484 .1239 I I -I- -I- -I- -I- .0580 -i- .09 -I- .24 -I- 3.73 -I- .20 -I- .012 -i- .00 .00 1- PIPE 5043.265 -I- 987.491 -I- I .250 -I- I 987.741 I 1.60 8.26 I 1.06 988.80 I .00 I .48 I 1.12 I 1.500 I I .000 .00 I 1 .0 1.200 .1239 -I- -I- -I- -I- .0507 -I- .06 -I- 25 -I- 3.50 -I- .20 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE10E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:47:49 Madison Club 100 -yr Phase 1, Line 10e 12/13/05 Invert I Depth Water Q I vel vel Energyy ('Supper ICriticallFloW ToplHeight/ Base WtI INO wth Station Elev I (FT) Elev (CFS) (FPS) Head I Grd.El. Elev Depth width -FT Or I.D. I ZL Prs /Pip. L/Elem Ch Slope -I- -I- SF Avel HF SE Dpth -I- Froude NlNorm Dp "N" -I- X -Fall( ZR Type Ch I I *** * * * * * ** 5044.464 -I- 987.640 -I- .259 -I- 987.898 1.60 7.87 .96 988.86 1 .00 .48 1 1.13 1 1.500 .0001 .00 1 1 .0 .990 I .1239 I -I- -I- -I- -I- .0443 -I- .04 -I- .26 -I- 3.28 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5045.454 987.762 I .267 I 988.030 I 1.60 7.51 I .88 I 988.90 I .00 .48 I 1.15 I I 1.500 I .000 .00 I 1 .0 .828 I .1239 I I .0387 .03 .27 3.07 ..20 .012 .00 .00 PIPE 5046.282 -I- 987.865 -I- .276 -I- I 988.141 I 1.60. 7.16 I .80 I 988.94 I .00 I .48 1.16 I I 1.500 I .000 .00 I 1 .0 .699 I .1239 I I -I- -I- -I- -I- .0338 -I- .02 -I- .28 -I- 2.88 -I- .20 -I- .012 -I- .00 .00 I- PIPE 5046.981 987.952 .286 I 988.237 I 1.60 6.83 I .72 I 988.96 I .00 I .48 1.18 I I 1.500 I .000 .00 I 1 .0 .5941 I .1239 I I 0295 .02 .29 2.70 .20 .012 .00 .00 1- PIPE 5047.575 988.025 .295 I 988.320 I 1.60 6.51 I .66 I 988.98 I .00 I .48 1.19 I I 1.500 I .000 .00 I 1 .0 Page 2 lineloe.OUT .507 .1239 I I .0258' .01 .30' 2.53 .20 .012 .00' .00 PIPE 5048.082 -I- 988.088 -I- .305 -I- I 988.393 I 1.60 I 6.20 I .60 988.99 ► .00 I .48 I 1.21 I 1.500 I .000 I .00 I 1 .0 .435 .1239 I I -I- I -I- -I- -I- .0225 -I- .01 -I- .31 -I- 2.37 -I- .20 -I- .012 -I- .00 .00 I- PIPE 5048.517 -I- 988.142 -I- .316 -I- 988.457 I 1.60 I 5.92 I .54 989.00 I .00 I .48 I 1.22 I 1.500 I .000 I .00 I 1 .0 .372 .1239 I I -I- -I- -I- -I- .0197 -I- .01 -I- .32 -I- 2.22 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5048.888 -I- 988.188 -1- .326 -17 I 988.514 I 1.60 I 5.64 I .49 989.01 I .00 I .48 I 1.24 I 1.500 I .000 I .00 I 1 .0 ..316 .1239 I I -1- -1- -1- -1- .0172 -I- .01 -I- .33 -I- 2.08 -I- .20 -I- .012 -I- .00 .00 I- PIPE 5049.204 -I- 988.227 -I- .337 -I- I 988.564 I 1.60 I 5.38 .45 I 989.01 I .00 I .48 I 1.25 I 1.500 I .000 I .00 I 1 .0 .270 .1239 -I- -I- -I- -I- .0150 -I- .00 -I- 34 -I- 1.94 -I- .20 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE10E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:47:49 Madison Club 100 -yr Phase 1, Line 10e 12/13/05 ��, ta�na• �a�, tna�aaaa�aa��aa�, t��* �, t, na��, t, tea�aaaaa��* ��t, ataa��n�n� •a,tit,�a�a�a� *�a�,ta��e�a�, tea *�a��aeaa�a�,ta�aa�a��a��aa a�aaa��a Invert Depth ( water Q vel vel I Energy. supper IcriticallFloW ToplHeight /laase wt NO wth Station Elev _ (FT) Elev (CFS) Head Grd.El_I- Elev- Dia. -FTlor I.D. ZL Prs /Pip L /Elem - Ch Slope - - - - -� -(FPS) -I- 1 SF Avel HF SE DpthlFroude -Depth -1 N � -width - Norm Dp "N" I X -Fall - ZR ZR Type Ch c* h * * ** * *tract * * ** * I * * * *atr l,ttr tra,t l * * * ** aype 5049.4741 -I- 988.260 -I- .3491 -I- 988.6091 1.601 5.13 .411 989.02 .00 I .48 1.27 I I 1.500 I .000 .00 1 .0 .228 I .1239 I I -I- -I- -I- -I- .0132 -I- .00 -I- .35 -I- 1.82 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5049.701 -I- 988.289 -I- .361 -I- I 988.649 1.60 I 4.89 I .37 I 989.02 .00 I I .48 1.28 I I 1.500 I .000 .00 I 1 .0 .190 I .1239 I I -I- -I- -I- -I- .0115 -I- .00 -I- .36 -I- 1.71 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5049.891 988.312 .373 I 988.685 1.60 I 4.66 I .34 I 989.02 I .00 I .48 1.30 I I 1.500 I .000 .00 I 1 .0 .156 I .1239 I I .0101 .00 .37 1.60 .20 .012 .00 .00 1- PIPE 5050.047 -I- 988.331 -I- .386 -I- I 988.717 I 1.60 4.44 I .31 I 989.02 I .00 I .4.8 1.31 I I 1.500 I .000 .00 I 1 .0 .127 I .1239 I -I- -I- -I- -I- .0088 -I- .00 -I- .39 -I- 1.50 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5050.174 988.347 -I- I .399 -I- I 988.746 I 1.60 4.24 I .28 I 989.03 I .00 I .48 1.33 I I 1.500 I .000 .00 I 1 .0 .1001 I .1239 I I -I- -I- -I- .00771 .00 -1 .401 1.40 -1 .20 -1 .012 -1 .001 .00 1PIPE 5050.274 988.359 -I- .413 -I- I 988.773 -I- I 1.60 4.04 I .25 I 989.03 I .00 I .48 1.34 I I 1.500 I .000 .00 I 1 .0 .0751 I .1239 I I -I- -I- -I- 0067 -I- .00 -I- .41 -I- 1.31 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5050.349 -I- 988.369 -I- .428 -I- I 988.796 I 1.60 3.85 I .23 I 989.03 I .00 I .48 1.35 I I 1.500 I .000 .00 I 1 .0 .051 I .1239 I I -I- -I- -I- -I- .0059 -I- .00 -I- .43 -I- 1.23 -I- .20 -I- .012 -I- .00 .00 1- PIPE 5050.400 988.375 .442 I 988.817 I 1.60 3.67 I .21 I 989.03 I .00 I .48 1.37 I I 1.500 I .000 .00 I 1 .0 .030 I .1239 I I I I .0052 I .00 I .44 I 1.15 I .20 .012 I I .00 I .00 1- PIPE I Page 3 M moo MM G MI ,I linel0e.0UT 5050.430 988.379 1 .458 988.837 1.60 —I— 3.50 .19 989.03 .00 .48 1.38 1.500 .000 .00 1 .0 .010 .1239_1- —I— —I— -I- .00451 .00 -1 .461 1.07 -1 .20 —I— .012 —1 .001 .00 (PIPE 0 FILE: LINE10E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 5 Program Package serial Number: 1735 0 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 7:47:49 Madison club 100 -yr Phase 1, Line 10e 12/13/05 1 Invert Depth ' I water Q I vel vel Energyy I Supper criticallFloW ToplHeight/ Base wtl !!NO wth Station I Elev —I— (FT) I Elev (CFS) ( (FPS) Head Grd.EI.I Elev , Depth Width IDia. -FT or I.D_ ZL /Pip L /Elam Ch slope I — — —I— —I— I —I— I —I— —I— SF Avel HF ISE Dpth�Froude —I- N - Norm Dp I "N" X -Fall - ZR _IPrs Type ch 1,t,taaa,r,r� a,r�a � I r. *aaaaa 5050.440 988.3801 .475 988.8551 1.60 3.33 .171 989.03 1 .00 1 .48 1.40 1 1.500 .000 .00 i 1 .0 o Page 4 r rr rr rr rr r rr irr rr r� r rr rr r� rr rr rr ■ir rr Page 1 linella.OUT 0 FILE: LINE11A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005_ Time: 8:44:30 Madison Club 100 yr Line lla 12/13/05 Invert Depth water Q I vel vel I Energy Super Top�Height/ Base Wt l wth Station -I- Elev -�- (FT) Elev (CFS) Head- Grd.El I Elev- �CriticallFlOW I width Dia. -FT or I.D. ZL INO Prs /Pip L /Elem Ch Slope -I- - - - -(FPS) -1 - SF Ave HF ISE Dpth'Froude -Depth -I N -�- Norm Dp N -I- X -Fall ZR -I Ch aaeeeaa �eeaaaaeaa 10 aaa*e* ea �a aeea* a** Ie aeeee eeelaeeeeealaeeeeaaleeeeeeaa, aleeeeeaelaaaaeeee�eaaaaeee �eeeeeea aaeaaeeleeeee lType aaaaeae 00.000 969.520 14.080 983.600 31.801' 4.50 .311 983.91 .00 1.83 .00 3.000 .000 .00 1 1 .0 44.880 I .0198 I .0019 .09 .00 .00 1.15 .012 .00 .00 PIPE 1044.880 -I- 970.410 -I- I 13.335 -I- 983.745 I 31.80 I 4.50 I .31 I 984.06 I .00 1.83 I .00 I I 3.000 I .000 .00 I 1 .0 134.170 I .0142 I I -I- -I- -I- -I- .0019 -I- .26 -I- 13.34 -I- .00 -I- 1.26 -I- .012 -I- .00 .00 1- PIPE 1179.050 -I- 972.310 -I- 11.695 -I- 984.005 I 31.80 I 4.50 I .31 I 984.32 I .00 I 1.83 .00 I I 3.000 I .000 .00 I 1 .0 94.980 I .0141 I I -I- -I- -I- -I- .0019 -I- .18 -I- 11.69 -I- .00 -I- 1.26 -I- .012 -I- .00. .00 1- PIPE 1274.030 973.650 10.539 984.189 I 31.80 I 4.50 I .31 I 984.50 I .00 I 1.83 .00 I I 3.000 I .000 .00 I 1 .0 7UNCT STR I .0145 I I .0018 .01 10:54 .00 .012 .00 .00 I- PIPE 1279.530 -I- 973.730 -I- 10.566 -I- 984.296 -I- I 28.80 I 4.07 I .26 I 984.55 I .00 I 1.74 .00 I I 3.000 I .000 .00 I 1 .0 337.700 I .0141 I I -I- -I- -I- .0016 -I- .54 -I- 10.57 -I- .00 -i- 1.20 -I- .012 -I- .00 .00 1- PIPE 1617.230 978.500 -1- 6.332 -I- 984.832 -I- I 28.80 I 4.07 I .26 I 985.09 I .00 I 1.74 .00 I I 3.000 I .000 .00 I 1 .0 42.5501 I .0251 I I -I- -I- .00161 .07 -1 6.331 .00 -1 1.03 -1 .012 -1 .001 .00 (PIPE 1659.780 -1- 979.570 -1- 5.330 -1- 984.900 -1- I i 28.80 4.07 I .26 I 985.16 I .00 I 1.74 .00 I I 3.000 I .000 .00 I 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -I- I- Page 1 M r M r == = = = == M M= M r= M line11b.OUT 0 FILE: LINEIIB.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:17:24 Madsion club 100 -yr Phase 1, Line 11b 12/13/05 aarraaararraaaaaaaraa�a ,a,o-��a,a��a�a,��, tar, t, t��a�a��a�taa�aa, t, t��, ta��an��a��aaea��, ta��a�ar. ��a, t,taa�a,reeaa�aa,r�a��ar,a��a a *eer.an� I invert I Depth I water Q II vel vel I Energy I super IcriticallFlOw ToplHeight/ Base wt1 INO wth Station I Elev (FT) Elev (CFS) Head- Grd.El.l Elev -FT or I.D.I ZL Prs /Pip L /Elem ICh Slope -I -(FPS) ( -1 SF Avel - HF -I SE Dpth -Depth -I Froude N -width Norm Dp laaaaaaaalarraaaalaaaaaaalaaaaa -IiDia. I "N" I X -Fall' ZR - Type Ch aaaaaaaaalaaararaaa rraaaaar aaaaraaaalrraaaaaar aaaaaralaaaaaaa aaaaaaar al aaa aaaalaaaaaaaa Iaaaaaaa 2000.000 -I- 972.000 -I- 4.000 97 1 6.000 10.50 -I- 3.34 .17 I 976.17 .00 I 1.16 I .00 I 2.000 1 I .000 .00 I 1 .0 38.300 .0099 I I -I- -I- I -I- -I- .0022 -i- .08 -I- 4.00 -I- .00 .96 -I- -I- .013 -I- .00 .00 1- PIPE 2038.300 -I- 972.380 -I- I 3.703 976.083 10.50 -I- -I- I 3.34 .17 I I 976.26 .00 I 1.16 I .00 I 2.000 I I .000 .00 I 1 .0 JUNCT STR .0113 I I -I- I -I- -I- .0016 -I- .01 -I- 3.70 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2043.630 972.440 -1 I 3.740 976.180 7.40 -I- -I- I 2.36 .09 I I 976.27 .00 I .97 I .00 I 2.000 I I .000 .00 I 1 .0 26.5081 I .0667 I -I- I -I- -I- 0011 -I- .03 -I- 3.74 -I- .00 .48 -I- -I- .013 -I- .00 .00 1- PIPE 2070.138 -I- 974.209 -I- I 2.000 976.209 7.40 -I- -I- I 2.36 .09 I I 976.29 .00 I .97 I .00 I 2.000 I I .000 .00 I 1 .0 2.674 .0667 I I -I- I -I- -I- .0010 -I- .00 -I- 2.00 -I- .00 .48 -I- -I- .013 -I- .00 .00 1- PIPE 2072.812 974.387 I 1.815. 976.202 7.40 I 2.47 .09 I I 976.30 .00 I .97 I 1.16 I I 2.000 I .000 .00 I 1 .0 1.4051 .0667 I I I 0010 .00 1.81 .27 .48 .013 .00 .00 1- PIPE 2074.217 974.481 I 1.707 976.188 7.40 I 2.59 I .10 I 976.29 .00 I I .97 1.41 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 2074.217 I I 974.481 -1 I I .503 974.984 7.40 -I- I 11.95 I 2.22 I 977.20 .00 I I .97 1.74 I I 2.000 I .000 .00 I 1 .0 8.7471 .0667 I I -I- -I- I -I- -I- 0536 -I- .47 -I- .50 -I- 3.53 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2082.964 975.064 -I- I .513 975.577 7.40 -I- -I- I 11.62 I 2.10 I 977.67 I .00 I .97 1.75 I I 2.000 I .000 .00 I 1 .0 9.3781 I .0667 I -I- I -I- -I- 0483 -I- .45 -I- .51 -I- 3.39 -I- .48 -I- .013 -I- .00 .00 I- PIPE 2092.342 975.690 -1- I I .531 '976.221 7.40 -I- -I- 11.08 I 1.91 I 978.13 I .00 I .97 1.77 I I 2.000 I .000 .00 I 1 .0 6.3301 .0667 -I- -1 ,04221 .27 -1 .531 3.17 -1 .48 -1 .013 -1 .001 .00 (PIPE 0 FILE: LINE11B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:17:24 Madsion Club 100 -yr Phase 1, Line 11b 12/13/05 aaaaaaaraaaaaaaaaaaaaaaaaraaaararaaa araaa**aaaa*aaaa aaaa aaaaa* aaaaaa*r aar aaaa*a aaaaaaaaaaaraaaaaaaraaaaaaaaraaaaraaaaaaaaa aaaraaaa Invert Depth Water Q vel vel Energy I Supper criticallFlow ToplHeight/ Base wt NO wth station Elev -I- (FT) - Elev (CFS) (FPS) Head Grd.El_1- Elev width �Dia. -FTIOr I.D_ ZL /Pip L /Elem ICh Slope I - - -�- I -I- SF Ave' -� HF ISE DpthjFroude -Depth NINorm - Dp I "N" -I -X-Fall - -�PrS ZR (Type Ch Page 1 M M r r M M M M M M M M M M M M M M M linellb.OUT ��araaa e�a��a�l�aaaa��a I a *aaa��l�e��e�alaa�aa I�r.ar.�� 2098.672 976.112 -1- .549 -I- 976.6611 7.401 10.56 1.731 978.39 .00 .97 1 1.79 2.000 1 .0001 .00 1 1 .0 4.6511 .0667 I I -I- I -I- -I- .0370) .17 -1 .551 2.97 -1 .48 -1 .013 -1 .001 .00 (PIPE 2103.323 976.423 -1 .568 -I- 976.991 -I- I I 7.40 10.07 I 1.58 978.57 I .00 I .97 I 1.80 I 2.000 I .000 I .00 I 1 .0 3.5901 .0667 I I I -I- -I- -I- 0323 -I- .12 -I- .57 -I- 2.78 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2106.913 976.662 -1 .588 -I 977.250 I I 7.40 9.60 I 1.43 978.68 I .00 I .97 I 1.82 I 2.000 I .000 I .00 I 1 .0 2.8561 .0667 I I -I- I -I- -I- -I- 0283 -I- .08 -I- .59 -I- 2.60 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2109.769 976.853 -1 .608 -I- 977.461 -I- I I 7.40 9.16 I 1.30 978.76 I .00 I .97 I 1.84 I 2.000 I .000 I .00 I 1 .0 2.3151 .0667 I I I -I- -I- -I- 0248 -I- .06 -I- .61 -I- 2.43 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2112.084 977.007 -I- .630 -t- 977.637 -I- I I 7.40 8.73 I 1.18 978.82 I .00 I .97 I 1.86 I 2.000 I .000 I .00 I 1 .0 1.8971 .0667 I I I -I- I -I- -I- .0217 -I- .04 -I- .63 -I- 2.28 -I- .48 -i- .013 -I- .00 .00 1- PIPE 2113.981 977.134 -1 .652 -I 977.786 -I- I 7.40 8.32 I 1.08 978.86 I .00 I .97 I 1.87 I 2.000 I .000 I .00 I 1 .0 1.5681 I .0667 I I -I- -I- -I- 0190 -I- .03 -I- .65 -I- 2.13 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2115.550 977.238 -1 .675 -I- 977.913 -I- I I 7.40 7.94 I .98 I 978.89 .00 I .97 I 1.89 I 2.000 I .000 I .00 I 1 .0 1.2971 I .0667 I I -I- -I- -I- 0167 -1- .02 -I- .67 -I- 1.99 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2116.846 977.325 -I .699 -I- 978.024 -I- I I 7.40 7.57 I .89 I 978.91 .00 I .97 I 1.91 I 2.000 I I .000 .00 I 1 .0 1.0731 I .0667 I I I -I- -I- .01461 .02 -1 .701 1.86 -1 .48 -1 .013 -1 .001 .00 (PIPE 2117.920 977.397 -1- .724 -I- 978.120 -I- I 7.40 7.22 I .81 I 978.93 .00 I .97 I 1.92 I I 2.000 I .000 .00 I 1 .0 .8811 .0667 -I- -I- -I- 0128 -I- .01 -I- 72 -I- 1.74 -I- .48 -I- .013 -I- .00. 1- PIPE 0 FILE: LINE11B.WSW W S P G W- CIVILDESIGN Version 14.06 .00 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:17:24 Madsion Club 100 -yr Phase 1, Line 11b 12/13/05 ne��aaaa��aa, ar. aa��na�r. r. aaa��aaaaaaaaaa�a��ar. �aeaeaet„ tna��e, t��a�, rar. aa, t��, rr., ana, t* a��** a, t��, ra, o-nenaeea ,r��a,tna�aaa�,+�a,tan�ee� �na�taaa I Station Invert I Elev Depth (FT) water I Elev Q I vel vel I Energy I Supper CriticaT IOW To p Height/ IBase Wtl INO wth _I- I (CFS) (FPS) Head I- Grd.El_I- Elev width Dia-FT or I.D. ZL Prs /Pip L /Elem Ch Slope I -I- - SF Ave1 HF -I DpthlFroude -Depth N Norm Dp "N" X -Fall - - ZR Type Ch ISE 2118.8011 977.4551 -1- .750 -I- 978.205 -I- 7.40 6.88 .731 978.94 1 .00 .97 i 1.94 2.000 .000 .00 1 .0 .7171 I .0667 I I I -I- -I- -I- 0112 -I- .01 -I- .75 -I- 1.63 -I- .48 -I- .013 -1- .00 .00 1- PIPE 2119.518 977.503 .777 978.280 I 7.40 6.56 I .67 I 978.95 I .00 I .97 1.95 I I 2.000 I .000 .00 I 1 .0 .5741 .0667 0099 .01 .78 1.52 .48 .013 .00 .00 1- PIPE 2120.0921 977.5411 .8051 978.3461 7.401 6.25 .611 978.95 1 .00 1 .97 1 1.96 1 2.000 1 .0001 .00 1 1 .0 Page 2 m m= r m m m m = == m= r m m r m = -I- -I- 1inellb.OUT .445 I .0667 -I- -I- -I- -I- -I- .0086 -I- .00 -i- .80 -I- 1.42 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2120.536 -I- I 977.571 I .834 I 978.405 I 7.40 5.96 I .55 I 978.96 I .00 I .97 1.97 I I 2.000 f .000 .00 I 1 .0 .331 I -I- .0667 -I- -I- -I- -I- -I- .0076 -I- .00 -I- .83 -I- 1.32 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2120.868 -I- I 977.593 -1- I .865 I 978.458 I 7.40 5.69 I .50 I 978.96 I .00 I .97 1.98 I I 2.000 I .000 .00 I 1 .0 .227 I .0667 -I- -I- -I- -I- -I- .0067 -I- .00 -I- .86 -I- 1.24 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2121.095 -I- I 977.608 -I- I .897 -I- I 978.505 I 7.40 5.42 I .46 I 978.96 I .00 I .97 1.99 I I 2.000 I .000 .00 I 1 .0 .131 I .0667 -I- -I- -I- -I- .0059 -I- .00 -I- .90 -I- 1.15 -I- .48 -I- .013 -1- .00 .00 1- PIPE 2121.226 -I- I 977.617 -I- I .930 I 978.547 I 7.40 5.17 I .41 I 978.96 I .00 I .97 2.00 I I 2.000 I .000 .00 I 1 .0 .044 I .0667 -I- -I- -I- -I- -I- .0051 -I- .00 -I- .93 -I- 1.08 -I- .48 -I- .013 -I- .00 .00 1- PIPE 2121.270 -1- I 977.620 -1- I .966 -1- I 978.586 -1- I 7.40 4.92 I .38 I 978.96 I .00 I .97 2.00 I I 2.000 I .000 .00 I 1 .0 o -1- -1- -1- -I- -I- -I- -I- -I- -I- I- Page 3 = r M = = = M = = r = = = = = = r r linellc.OUT 0 FILE: LINE11C.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:26:19 Phase 1, Line llc 12/13/05 Invert Depth I water I Q I Vel vel Energy I SuFFer ICriticalIFloW Top Height /IBase wt I INO wth Station Elev -'- (FT) -I- Elev -1- (CFS) - -(FPS) Head . Elev- -Depth - -width - Dia. -FT lor I.D_I- ZL IPrs /Pip L /Elam ICh Slope SF Avel HF IISE Dpth�Froude N Norm DP "N" iI X -Fall] ZR IType Ch 3000.8901 972.8101 3.3901 976.2001 3.101 3.95 .241 976.44 1 .00 1 .75 .00 1.000 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 27.430 .0324 .0076 .21 3.39 .00 .49 .013 .00 .00 PIPE I I I I I I I I I I I I I 3028.320 973.700 2.708 976.408 3.10 3.95 .24 976.65 .00 .75 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7UNCT STR .0300 .0048. .01 2.71 .00 .013 .00 .00 PIPE 3030.320 973.760 2.932 976.692 1.60 2.04 .06 976.76 .00 .54 .00 1.000 .000 .00 1 .0 -I- -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 28.020 I I I .0300 I I .0020 .06 2.93 .00 .35 .013 .00 .00 PIPE I I I I I I I I 3058.340 974.600 2.149 976.749 1.60 2.04 .06 976.81 .00 .54 .00 1.000 .000 .00 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 1 r� r� r rr r� r� r� rr rr r rr rr r� �r rr it rr rr rr linelld.OUT 0 FILE: LINEIID.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12- 13-2005 Time: 8:30:45 Phase 1, Line lld 12/13/05 I Invert I Depth I water I Q I Vel vel I Energy I super ICritical Flow Top Height/ Base wt NO wth station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.1 Elev Depth width Dia. -FT or I.D. ZL Prs /Pip L /Elem ICh slope I I I -1 SF AVe1 HF ISE DpthIFroude N Norm Dp "N" *n* annaal a aaaa l,taan gtr aaa a a l ea a la as 1e a al c a r,la a *a � +,ra *a � �,e r, a as xX -Fall ZR Type ch 4000.8801 973.0401 3.5101 976.5501 1.501 1.91 .061 976.61 1 .00 .52 I .00 1.000 1 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 25.980 .0677 .0018 .05 3.51 .00 .27 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 4026.860 974.800 1.796 976.596 1.50 1.91 .06 976.65 .00 .52 .00 1.000 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- I- Page 1 r = = = M = = = = M Page 1 linelle.OUT 0 FILE: LINE11E.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12-13 -2005 Time: 9: 1:47 Madison club 100 -yr Phase 1, Line lle 12/13/05 a�r,aaa�n I Invert I Depth � ate r I Q I Vel Vel Energy Super (Critical FLOW ToplHeight /(Base wt INO wth Station Elev (CFS) I (FPS) Head Grd.El � Elev Depth Width IDia. -FT or I.D. ZL IPrs /Pip L /Elem Ch Slope I SF Ave HF 'SE DpthiFroude N Norm Dp "N" X -Fall ZR IT a Ch +1+ ap 5004.690 -I- 979.590 -I- 5.310 984.9001 -I- 18.70 2.65 .11 985.01 .00 1.39 .00 3.000 .000 .00 1 .0 106.480 .0100 I -I- I I -I- -I- -I- .0007 -I- .07 -I- .00 -I- .00 1.04 -I- -I- .012 -I- .00 .00 1- PIPE 5111.170 -I- 980.660 -I- 4.332 984.992 -I- -I- I 18.70 I 2.65 .11 I I 985.10 .00 I 1.39 I .00 I 3.000 I .000 I .00 I 1 .0 ]UNCT STR .0100 I I I -I- -I- -I- .0007 -I- .00 -I- .00 =1- .00 -I- -I- .012 -I- .00 .00 I- PIPE 5113.170 -I- 980.680 -I- 4.324 985.004 -I- -I- I 18.20 I 2.57 .10 I I 985.11 .00 I 1.37 I .00 I 3.000 I .000 I .00 I 1 .0 92.630 .0103 I I i -I- -I- -I- .0006 -I- .06 -I- .00 -I- .00 1.02 -I- -I- .012 -I- .00 .00 1- PIPE 5205.800 -I- 981.630 -I- 3.452 985.082 -I- -I- I 18.20 -I- I 2.57 .10 I I 985.18 .00 I 1.37 I .00 I 3.000 I .000 I .00 I 1 .0 JUNCT STR .2908 I I I -I- -I- .0013 -I- .01 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 5211.130 -I- 983.180 -I- 1.911 985.091 -I- -I- I 4.50 I 2.55 .10 I I 985.19 .00 I .81 I .00 I I 1.500 .000 I .00 I 1 .0 49.021 .0100 I I I -I- -I- .00151 .08 -1 .001 .00 -1 .66 -1 .012 -) .001 .00 1PIPE 5260.151 983.670 I 1.500 985.170 4.50 I 2.55 .10 I I 985.27 1.50 I .81 I .00 I I 1.500 .000 I .00 I 1 .0 14.968 .0100 I I I .0014 .02 1.50 .00 .66 .012 .00 .00 PIPE 5275.119 -I- 983.820 -I- I 1.361 985.181 -I- 4.50 I 2.67 .11 I I 985.29 .00 I I .81 .87 I I 1.500 I .000 .00 I 1 .0 8.121 .0100 I -I- I I -I- -I- -I- .0014 -I- .01 -I- 1.36 -I- .34 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5283.239 983.901 -1 I 1.280 985.181 -I- -I- 4.50 I 2.80 I .12 I 985.30 .00 I I .81 1.06 I I 1.500 I .000 .00 I 1 .0 6.4251 0100 I I I -I- -I- -I- 0015 -I- .01 -I- 1.28 -I- .40 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5289.664 983.966 -I- I 1.214 985.179 -I- -I- I 4.50 2.94 I .13 I 985.31 I .00 I .81 1.18 I I I 1.500 I .000 .00 I 1 .0 5.3991 .oloo -I- -I- -I- 0017 -I- .01 -I- 1.21 -I- .45 -I- .66 -I- .012 -I- 1- PIPE 0 FILE: LINE11E.WSW W S P G W- CIVILDESIGN Version 14.06 .00 .00 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12- 13-2005 Time: 9: 1:47 Madison Club 100 -yr Phase 1, Line lle 12/13/05 Invert Depth Water Q ! vel Vel Energy ! Super Critical FLOW Top Height/ Base wt NO wth station Elev (CFS) I (FPS) Head Grd.ET. Elev Depth width Did. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope -I SF Ave HF ISE Dpth Froude N Norm Dp "N" -X-Fall ZR Type Ch *a *a 5295.063 -I- 984.020 -I- 1.155 985.175 -I- -I- 4.50 -I- 3.08 -I- .15 -I- 985.32 1 -I- .00 -I- .81 -I- 1.26 -I- 1 1.500 -I- .000 -I- .00 1 .0 I- Page 1 M M M M M ! M M M M M M M M M M M M M Page 2 linelle.OUT 4.644 .0100 I I .0019 .01 1.16 .50 .66 .012 .00 .00 PIPE 5299.707 -I- 984.066 -I- 1.103 I I 985.169 I 4.50 3.23 I .16 985.33 I .00 I .81 I 1.32 I 1.500 I .000 I .00 I 1 .0 4.029 .0100 I -I- I -I- -I- -I- -I- .0021 -I- .01 -I- 1.10 -I- .56 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5303.736 -I- 984.106 -I- 1.055 -I- I I 985.161 I 4.50 3.39 I .18 I 985.34 .00 I .81 I 1.37 I 1.500 I .000 I .00 I 1 .0 3.479 .0100 I I -I- -I- -I- -I- .0023 -I- .01 -I- 1.05 -i- .61 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5307.215 -I- 984.141 -I- 1.010 -I- I I 985.151 I 4.50 3.55 I .20 I 985.35 .00 I .81 I 1.41 I 1.500 I .000 I .00 I 1 .0 .698 .0100 I I -I- -I- -I- -I- .0026 -I- .00 -I- 1.01 -I- .66 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5307.913 984.148 .969 I I 985.117 I 4.50 3.73 I .22 I 985.33 .00 I .81 I 1.43 I 1:500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 5307.913 -I- I 984.148 -I- I .655 -I- I I 984.804 I 4.50 6.06 I .57 I 985.37 .00 I .81 I 1.49 I 1.500 I .000 I .00 I 1 .0 231.379 .0100 I I -I- -I- -I- -I- .0100 -I- 2.31 -I- .66 -I- 1.51 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5539.292 -I- 986.462 -I- .655 -I- I I 987.118 I 4.50 6.06 I .57 I 987.69 .00 I .81 I 1.49 I 1.500 I .000 I .00 I 1 .0 46.072 .0100 -I- -I- -I- -I- .0095 -I- .44 -I- .66 -I- 1.51 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5585.3641 -I- 986.9231 -I- .6751 -I- 987.5981 4.501 5.84 .531 988.13 1 .00 1 .81 1 1.49 1 1.500 1 .0001 .00 1 1 .0 15.086 .0100 I I -I- -I- -I- -I- .0085 -I- .13 -I- .68 -I- 1.43 -I- .66 -I- .012 -1- .00 .00 1- PIPE 5600.451 987.074 -1- I .700 -I- I 987.774 I 4.50 5.57 I ..48 I 988.25 I .00 .81 I 1.50 I 1.500 I .000 I .00 I 1 .0 6.8651 .0100 -I- -I- -I- .00751 .05 -1 .701 1.33 -1 .66 -1 .012 -1 .001 .00 (PIPE 0 FILE: LINE11E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING. Date:12 -13 -2005 Time: 9: 1:47 Madison Club 100 -yr Phase 1, Line lle 12/13/05 I Invert I Depth I water I Q I vel Vel I Energy Super Critical FLOW TOP Height/ Base Wt No Wth station Elev (FT) Elev (CFS) I (FPS) Head I Grd.Ey.l Elev 'Dia. -FTIor I.D. ZL Prs /Pip L /Elem Ch slope -I ' -1 SF Ave1 HF ISE -I DpthlFroude -Depth - N -width - Norm Dp "N" X - Fall ZR Type Taaaaaa Ch aaaaaaaaa aaaaaaaaalaaaaaaaa aaaaaa ** aaaaaaaaalaaaaaaalaaaaaaalaaaaaaaaalaaaaaaa I aaaaaaaa aaaaaaaa aaaaaaa I aaaaal I aaaaa 5607.315 -I- 987.143 3 -I- .726 -I- 987.869 I 4.50 5.31 I .44 I 988.31 .00 .81 1.50 1.500 I .000 .00 I 1 .0 3.541 I .0100 I I -I- -I- -I- -I- .0066 -I- .02 -I- .73 -I- 1.24 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5610.856 -I- 987.178 -I- .754 -I- I 987.932 I 4.50 5.06 I .40 I 988.33 I .00 .81 I 1.50 I 1.500 I I .000 .00 I 1 .0 1.695 I .0100 I -I- -I- -I- -I- .0058 -I- .01 -I- .75 -I- 1.16 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5612.551 -I- 987.195 -I- I .783 -I- I 987.978 I 4.50 4.83 I .36 I 988.34 I .00 I .81 1.50 I 1.500 I I .000 .00 I 1 .0 .499 I .0100 I I -I- -I- -I- -I- .0051 -I- .00 -I- .78 -I- 1.08 -I- .66 -I- .012 -I- .00 .00 1- PIPE 5613.050 -I- 987.200 -I- .814 -I- I 988.014 -I- I 4.50 4.59 I .33 I 988.34 I .00 I .81 1.49 I 1.500 I I .000 .00 I 1 .0 JUNCT STR I .0094 I I -I- -I- -I- .0026 -I- .01 -I- .83 -I- 1.00 -I- -I- .012 -I- .00 .00 I- PIPE 5618.380 987.250 1.081 I 988.331 I 2.10 1.54 I .04 I 988.37 I .00 I .55 1.35 I 1.500 I I .000 .00 I 1 .0 Page 2 M m m m m no m m m m m i m r m m m m i linelle.OUT 4.518 .0100 .0006 .00 1.08 .27 .45 .013 .00 .00 PIPE 5622.898 987.295 -I- 1.034 -I- 988.329 2.10 1.62 .04 988.37 .00 .55 1.39 1.500 .000 .00 1 .0 4.1621 .0100 I I -I- I -I- -I- -I- 0006 -I- .00 -I- 1.04 -I- .29 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5627.060 987.337 .991 988.328 I 2.10 I 1.69 I .04 988.37 I .00 I .55 I 1.42 I 1.500 I I .000 .00 I 1 .0 3.8421 .0100 I I I 0007 .00 .99 .32 .45 .013 .00 .00 1- PIPE 5630.901 987.375 -I- .951 -I- 988.326 I 2.10 I 1.78 I .05 988.38 I .00 I .55 I 1.45 I 1.500 I I .000 .00 I 1 .0 3.5701 .0100 I I -I- I -I- -I- -I- 0008 -I- .00 -I- .95 -I- .35 -I- .45 -I- .013 -I- .00 .00 1- PIPE ' 5634.472 987.411 -I- .913 -I- 988.324 -I- I 2.10 I 1.86 I .05 988.38 I .00 I ..55 I 1.46 I 1.500 I I .000 .00 I 1 .0 3.3151 .0100 -I- -I- -I- 0009 -I- .00 -I- 91 -I- .37 -I- .45 -1- .013 -I- .00 1- PIPE O.FILE: LINEIIE.WSW W S P G W- CIVILDESIGN version 14.06 .00 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9: 1:47 Madison club 100 -yr Phase 1, Line lle 12/13/05 aea��a, t�an�a�aa�, r, r+. �a�a�, aaen�, t�a��aa�aaaa, t�ae��aa�ee, aa�n�a�n��r, a�a, ��a�aa��* a�naa, n�aaa* aaa�a�� ,aan,r�aaena,��,ra�,rn�a�aaa �,raa�n,ra Invert Depth water Q I vel vel Energy Super IcriticallFloW TOP Height /IBase wt No wth Station Elev (FT) Elev (CFS) 1 (FPS) Head I Grd.ET. Elev- IDia. -FT or I.D. ZL Prs /Pip L /Elem ICh Slope Avt el Hr F Dpth -Depth - Fronde -width - No N" X -Fall ZR Type Ch rratrtr tot l t t rear. ,t I a �aantraa a a ,ten t t„t a tea t t taa+ I aSaaF a I eaa *** ISE *N r,taa,ta ,raa,+a�� 1 tnaa�aa as xna ray ta�a .5637.787 987.444 -I- .8781 -I- 988.322 -I- 2.10 1.96 .061 988.38 1 .00 .55 1.48 1.500 ( .0001 .00 1 .0 3.0871 I .0100 I I I -I- -I- -I- 0010 -I- 00 -I- .88 -I- .40 . -I- .45 -I- .013 -I- .00 .00 1- PIPE 5640.875 987.475 -I- ..844 -I- 988.319 -I- 2.10 I 2.05 I .07 988.38 I I .00 I .55 1.49 I I 1.500 I .000 .00 I 1 .0 2.8751 I .0100 I I I -I- -1- .00121 .00 -1 .851 .44 -1 .45 -1 .013 -1 .001 .00 (PIPE 5643.750 987.504 .812 988.316 I 2.10 2.15 I .07 988.39 I I .00 I .55 1.49 I I 1.500 I .000 .00 I 1 .0 2.6561 I .0100 I I 0013 .00 .81 .47 .45 .013 .00 .00 1- PIPE 5646.406 987.531 .782 I 988.312 I 2.10 2.26 I .08 I 988.39 I .00 I .55 1.50 I I 1.500 I .000 .00 I 1 .0 2.4631 I .0100 I I 0015 .00 .78 .50 .45 .013 .00 .00 1- PIPE 5648.869 987.555 -I- .753 -I- I 988.308 -I- I 2.10 2.37 I .09 I 988.39 I .00 I .55 1.50 I I 1.500 I .000 .00 I 1 .0 2.2591 I .0100 I I -I- -I- -I- 0017 -I- .00 -I- .76 -I- .54 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5651.128 987.578 -1 .725 -I- I 988.303 -I- I 2.10 2.48 I .10 i 988.40 I .00 I .55 1.50 I I 1.500 I .000 .00 I 1 .0 2.0681 .0100 -I- -I- -I- 0019 -I- .00 -I- .73 -I- .58 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5653.196 987.599 -1 .699 -I 988.297 -I- 2.10 2.60 .11 988.40 .00 .55 1.50 1.500 .000 .00 1 .0 1.5621 I .0100 I I -I- -I- -I- 0022 -I- .00 -I- .70 -I- .62 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5655.058 -I- 987.617 -I- .674 -I- I 988.291 -I- I 2.10 2.73 I .12 I 988.41 I .00 I -.55 I 1.49 I 1.500 I .000 .00 I 1 .0 1.624 I .0100 I I I -I- I -I- -I- .0025 I -I- .00 I -I- .68 I -I- .67 I -I- .45 I -I- .013 I -I- .00 I .00 1- PIPE I Page 3 Page 4 line11e.OUT 5656.682 -I- 987.633 -I- .650 -I- 988.283 -I- 2.10 2.86 .13 988.41 .00 .55 1.49 1.500 .000 .00 1 .0 HYDRAULIC JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- (- 0 FILE: LINE11E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12- 13-2005 Time: 9: 1:47 Madison Club 100 -yr Phase 1, Line 11e 12/13/05 aateaaeaaaeaaaeaeaeeeeaaaaeaaeeear., ta��e�er��aaae, r�e��aa��ar ,ttra�at,ra��o��aaa� tae, t,+ a** a��aaat��* �a��,ran,r,r�a�r��a�aaa,t��an�� a�aa��n Invert Depth I water Q I vel vel Energy I Super Critical Flow TOP Height/ Base wtl INO wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.E .1 Elev Depth width Dia. -FTlor I.D_I- ZL /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" I X -Frill ZR -IPrs IT a Ch ITypeaae aeeaaaaea aaaaeaaaa aaaaaaaa aeaaaaeae�eaeeaaeaa aaeaatalaeaeeael aaaeaaaealaaaaaeelaaaaaaealaaaaeeae aaaeaaalaaaaaaajaaaaa 5656:6821 -I- 987.633 -I- .4551 988.088 2.10 4.64 .33 988.42 1 .01 1 .55 1 1.38 1.500 1 .0001 .00 1 1 .0 16.402 I .0100 -1- I I -I- -I- -I- -I- .0098 -I- .16 -I- .47 -I- 1.43 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5673.084 -I- 987.798 -I- .459 -I- 988.256 I 2.10 I .4.59 I .33 I 988.58 .01 I .55 I 1.38 I I 1.500 I .000 .00 I 1 .0 14.491 I .0100 I I -I- -I- -I- -I- .0091 -I- .13 -I- .47 -I- 1.40 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5687.575 -I- 987.943 -I- .475 -I- 988.418 I 2.10 I 4.37 I .30 I 988.71 .01 I I .55 1.40 I I 1.500 I .000 .00 I 1 .0 4.983 I .0100 I I -I- -I- -I- -I- .0079 -I- .04 -I- .48 -I- 1.31 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5692.559 -I- 987.993 -I- .492 -I- 988.484 I 2.10 I 4.17 I .27 I 988.75 I .01 I .55 1.41 I I 1.500 I .000 .00 I 1 .0 2.339 .0100 -I- -I- -I- -I- .0070 -I- .02 -I- .50 -I- 1.23 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5694.898 -I- 988.016 -I- .509 -I- 988.525 2.10 3.98 .25 988.77 .01 .55 1.42 1.500 .000 .00 1 .0 1.075 I .0100 I I -I- -I- -I- -I- .0061 -I- O1 -I- .52 -I- 1.15 -I- .45 -I- .013 -I- .00 .00 1- PIPE 5695.973 -I- 988.027 -I- .527 -I- 988.554 -I- I I 2.10 3.79 I .22 I 988.78 I .01 I .55 1.43 I I 1.500 I .000 .00 I 1 .0 .317 I .0100 I I . -I- -I- -I- .0053 -I- .00 -I- .53 -I- 1.07 -I- .45 -I- .013 -I- .00 .00 I- PIPE 5696.290 -1- 988.030 -1- .547 -1- 988.577 -1- I I 2.10 3.60 I .20 I 988.78 I .01 I .55 1.44 I I 1.500 I .000 .00 I 1 .0 0 -1- -1- -1- - -I- -1- -.I- -I- -I- -I- I- Page 4 linellf.OUT 0 FILE: LINE11F.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9: 5:42 Phase 1, Line 11f (nuisance flow basin) 12/13/05 I Invert Depth I water I Q vel vel I Energy I Super critical Flow ToplHeight/ Base wtl INO wth Station I Elev -I- (FT) - - Elev - - (CFS) - - (FPS) -I- Head- - Grd.El_I- EIeV- -Depth width - Dia. -FT or I.D_I- ZL -IPrs /Pip L /Elem Ch Slope SF Avel HF SSE DpthlFroude NINorm Dp "N" X- Fallll ZR IType ch 6001.4101 981.6901 3.310 985.000) .50 .64 .01� 985.01 1 .00 1 .29 .00 1 1.000 1 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- I- 9.680 .0496 .0002 .00 3.31 .00 .16 .012 .00 .00 PIPE I I I I I I I I I I I I I 6011.090 982.170 2.832 985.002 .50 .64 .01 985.01 .00 .29 .00 1.000 .000 .00 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 r r rr M r r r r r r r r ■r r r r r r r linellg.OUT 0 FILE: LINE11G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 9: 9:10 Madison Club 100 -yr Phase 1, Line 11g 12/13/05 ��- Invert i Depth Elevr - 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ZL Prs /Pip L /Elem Ch Slope I -II- -I SF Ave HF -I E D hlFr IN -I- " -I- - -� I I I I I IS pt I nude NiNOrm Dp N I X Fall ZR iType Ch aaaaaaaaa aaaaaaaaa aaaaaaaa aaaaaaaaa aaaaaaaaa aaaaaaalaaaaaaalaaaaaaaaalaaaaaaa aaaaaaaalaaaaaaaa aaaaaaa aaaaaan aaaaa aaaaaaa 7002.410 982.440 2.470 984.910 5.80 3.28 .17 985.08 .00 .93 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 39.920 .0100 .0030 .12 2.47 .00 .80 .013 .00 .00 PIPE I I I I I I I I I I I I I 7042.330 982.840 2.192 985.032 5.80 3.28 .17 985.20 .00 .93 .00 1.500 .000 .00 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 1 NM �.. linellh.OUT 0 FILE: LINEIIH.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison Club 100 -yr Phase 1, Liine llh 12/13/05 ��aaa��ee��, taaa�e, t��a�aaa��aaaa ,t,raaeaaa *e,t•a,t��et ��aa�,t�aaa•��e�ar ��a• ��a, t, t��a ,t�aaaaa�a�,t,tr.�e��a��,rt �a�t t e,tt ��t at,t� �� *�a� I Invert Depth I water Q ' Vel vel I EnergyY I Supper ICriticallFlow ToplHeight /IBase wt INO wth Station Elev (FT) I Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth Width IDia. -FTIor I.D.I ZL Prs /Pip L /Elem Ch Slope I -1 SF Avel HF SE DpthjFroude N lNorm DP I "N" I X -F all ZR IType Ch nennnenne enennnennleennnnnnlneenennne�ennnnnn *� �� ,Ia�a��laar,��aa�I�aa�,r�a ��eea�a�lnae�a�aalak�a��l��aaaa ,o-��a�� Ia��aa•�a 7998.9401 980.0301 4.8701 984.9001 10.10 3.21 .161 985.06 1 .00 1.14 1 .00 1 2.000 1 .0001 .00 1 1 .0 138.581 .0225 I .0017 .23• .00 .00 .72 .012 .00 .00 1- PIPE 8137.521 983.145 I I 2.000 985.145 I 10.10 I 3.21 .16 I 985.31 I 2.00 I 1.14 I .00 I 2.000 I I .000 .00 I 1 .0 8.053 .0225 I .0016 .01 2.00 .00 .72 .012 .00 .00 PIPE 8145.574 -I- 983.326 -I- I I 1.815 985.141 I 10.10 I 3.37 .18 I 985.32 I .00 I 1.14 I 1.16 I 2.000 I I .000 .00 I 1 .0 4.234 .0225 I -I- -I- I -I- -I- -I- .0015 -I- .01 -I- 1.82 -I- .37 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8149.808 983.421 I 1.707 985.128 I 10.10 I 3.54 I .19 I 985.32 .00 I 1.14 I 1.41 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 8149.808 -I- I 983.421 -1- I I .731 984.153 I 10.10 I 9.71 1.46 I I 985.62 .01 I 1.14 I 1.93 I 2.000 I I .000 .00 I 1 .0 7.006 .0225 I -I- -I- -1- -17 -1- .0208 -I- .15 -1- .74 -I- 2.33 -I- .72 -I- .012 -1- .00 .00 1- PIPE 8156.813 -I- I 983.579 -I- I .731 984.310 I 10.10 I 9.71 I 1.46 I 985.77 .01 I 1.14 I 1.93 I 2.000 I I .000 .00 I 1 .0 36.378 .0225 I -I- -I- -I- -I- -I- .0195 -I- .71 -I- .74 -I- 2.33 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8193.191 I 984.397 I .758 985.154 I 10.10 I 9.26 I 1.33 I 986.48 .01 I 1.14 I 1.94 I 2.000 I I .000 .00 I 1 .0 17.554 I .0225 .0171 .30 .76 2.18 .72 .012 .00 .00 PIPE 8210.745 -I- I 984.791 -I- I .785 985.576 I 10.10 I 8.83 I 1.21 I 986.79 .01 I 1.14 I 1.95 I 2.000 I I .000 .00 I 1 .0 10.942 I .0225 I -I- -I- -I- -I- -I- .0150 -I- .16 -I- .79 -I- 2.03 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8221.688 -I- 985.037 -I- I .814 985.851 I 10.10 I 8.42 I 1.10 I 986.95 .00 I 1.14 I 1.96 I 2.000 I I .000 .00 I 1 .0 7.577 .0225 -I- -I- -I- -I- -I- .0132. -I- .10 -I- 82 -I- 1.90 -I- .72 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINEIIH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison Club 100 -yr Phase 1, Liine llh 12/13/05 ��,t�aa, teat ,t�a,t,t� *��a�,t,t��,t,t,t, ten* ��a• n�, na��a��, ��taa, t�, t�, r, tan��a, t, t, tea��, t�, t, o-, t, �, na, �a�, ta�a�a� ,ta�,na�•a�a��a *��aat,x�n,te aa�a�aea Invert i Depth Water Q vel Vel Energy super (Critical Flow ToplHeight /IBase Wt1 NO wth Station Elev (CFS) (FPS) Head Grd.El Elev Depth width IDia. -FT or I.D. ZL 1prs/Pip L /Elem ICh Slope SF Ave HF Dp "N" X -Fall ZR Type Ch nnnnnnnnnlennennnnn ennnnnnn nnnnnnnnn ennnennnn l*******I *nnn�nnnneen ennnnnn nnnnn Innnennn, 8229.2651 -I- 985.208 -I- .843 986.051 -I- -I- 10.10 -I- 8.02 -I- 1.00 -I- 987.05 -I- .00 -I- i 1.14 -I- 1.98 -I- 2.000 -I- I .000 -I- .00 1 .0 I- Page 1 �11 v W M m, r wa M ,= me M No ow. am ky- an an ma ins ," = linellh.OUT 5.503 .0225 i I .0116 .06 .85 1.77 .72 .012' .00 .00 PIPE 8234.768 985.331 .874 I 986.206 I I 10.10 7.65 I .91 987.11 I .00 I 1.14 I 1.98 I 2.000 I .000 I .00 I 1 .0 4.087 .0225 I .0102 .04 .88 1.65 .72 .012 .00 .00 PIPE 8238.854 -I- 985.423 -I- I .907 I 986.330 I I 10.10 7.29 I .83 987.16 I .00 I 1.14 I 1.99 I 2.000 I .000 I .00 I 1 .0 3.048 .0225 I -I- I -I- -I- -I- -I- .0090 -I- .03 -I- .91 -I- 1.54 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8241.902 -I- 985.492 -I- .941 I 986.432 I I 10.10 6.95 I .75 987.18 I .00 I 1.14 I 2.00 I 2.000 I .000 I .00 I 1 .0 2.245 .0225 I -I- I -I- -I- -I- -I- .0079 -I- .02 -I- .94 -I- 1.44 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8244.147 -I- 985.542 -I- .976 I 986.518 I I 10.10 6.63 I .68 987.20 I .00 I 1.14 I 2.00 I 2.000 I .000 I .00 I 1 .0 1.601 I .0225 -I- I -I- -I- -I- -I- .0069 -I- .01 -I- .98 -I- 1.34 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8245.748 -I- 985.578 -I- 1.013 -I- I 986.591 I I 10.10 6.32 I .62 I 987.21 .00 I 1.14 I 2.00 I 2:000 I .000. I .00 I 1 .0 1.064 I .0225 I -I- -I- -I- -I- .0061 -I- .01 -I- 1.02 -I- 1.25 -I- .72 -I- .012 -I- .00. .00 1- PIPE 8246.813 985.602 I 1.052 986.654 I I 10.10 6.03 I .56 I 987.22 .00 I 1.14 I 2.00 I 2.000 I I .000 .00 I 1 .0 .603 I .0225 I .0054 .00 1.05 1.16 .72 .012 .00 .00 PIPE 8247.415 -I- 985.616 -I- I 1.093 -I- I 986.709 I 10.10 5.75 I .51 I 987.22 .00 I 1.14 I 1.99 I 2.000 I I .000 .00 I 1 .0 .195 I .0225 I -I- -I- -I- -I- .0047 -I- .00 -I- 1.10 -I- 1.08 -I- .72 -I- .012 -I- .00 .00 1- PIPE 8247.610 -I- 985.620 -I- I 1.137 -I- I 986.758 I 10.10 5.47 I .47 I 987.22 I .00 1.14 I 1.98 I 2.000 I I .000 .00 I 1 .0 7UNCT STR 0225 -I- -I- -I- -I- .0023 -I- .01 -I- 1.14 -I- 1.00 -I- -I- .012 -I- .00 .00 I- PIPE 0 FILE: LINE11H.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison Club 100 -yr Phase 1, Liine llh 12/13/05 ��a��, ta�na��ana�aaa�a�� ,taaaaa��ana�r.t ��, a�aa��a��aaa�n�a�, te��, t�n�aa� ,t,ta�aaa��,ra,t��aaa�, tea* a ,t�aa,tna *�a�e��a�a�a,ta,te �nn�aann I Invert I Depth I water Q I Vel vel I Ener yy I supper criticallFlow To pllDia9 IHei ht/ Base wt!! INO wth station 1 Elev -I- I (FT) EIeV (CFS) Head Grd.El_I- Elev I Depth -FT�Or I.D_I- ZL /Pip L /Elem Ch Slope l -1- - - - -(FPS) -I -I- SF Avell HF ISE DpthlFroude - N -width Norm Dp I "N" X-Falll -IPrs ZR IType Ch ��,ta�aaar. r,aaa,t,rr.,xa at * *,n�,te l aa�aaet ea aaana�r,aa a�aa,t�a l aaaaaa,t I n�ena��aa I + a,+annn �,tt a,�aa� aaaaaar a ,ta�aan� a�a�a�a l ,tt ,tie l aa�a,raa 8252.940 -I- 985.740 -I- 1.7231 -I- 987.463 2.70 .94 .011 987.48 .00 I .5 7 I 1.38 I 2.000 I .000 .00 1 .0 3.989 I .0226 I -I- -I- -I- -I- .0001 -I- .00 -I- 1.72 -I- .11 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8256.930 -I- 985.830 -I- I 1.632 -I- I 987.462 I 2.70 .98 I .02 I 987.48 I .00 I .57 1.55 I I 2.000 I .000 .00 I 1 .0 3.460 I .0226 I -I- -I- -I- -I- .0001 -I- .00 -I- 1.63 -I- .13 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8260.390 -I- 985.909 -I- I 1.553 -I- I 987.461 I 2.70 1.03 I .02 I 987.48 I .00 I .57 1.67 I I 2.000 I .000 .00 I 1 .0 3.087 I .0226 I -I- -I- -I- -I- .0001 -I- .00 -I- 1.55 -I- .15 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8263.477 -I- 985.979 -I- I 1.482 -I- I 987.460 I 2.70 1.08 I .02 I 987.48 I .00 I .57 1.75 I I 2.000 I .000 .00 I 1 .0 2.811 I .0226 I I -I- -I- -I- -I- .0002. -I- .00 -I- 1.48 -I- .16 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8266.287 986.042 1.417 I 987.459 I 2.70 1.13 I .02 I 987.48 I .00 I .57 1.82 I I 2.000 I .000 .00 I 1 .0 Page 2 line11h.OUT 2.587 .0226 .0002 .00 1.42 .17 .37 .012 .00 .00 1- PIPE 8268.8741 986.1011 1.3571 987.4571 2.701 1.19 .021 987.48 1 .00 1 .57 1 1.87 1 2.000 1 .0001 .00 1 1 .0 2.393 .0226 I I .0002 .00 1.36 .19 .37 .012 .00 .00 PIPE 8271.267 -I- 986.155 -I- 1.301 I. 987.456 I 2.70 I 1.25 .02 I I 987.48 .00 I .57 I 1.91 I 2.000 I I .000 .00 I 1 .0 2.226 .0226 I -I- I -I- -I- -I- -I- .0002 -I- .00 -I- 1.30 -I- .21 .37 -I- -I- .012 -I- .00 .00 1- PIPE 8273.492 -I- 986.205 -I- 1.248 -I- I 987.454 I 2.70 I 1.31 .03 I I 987.48 .00 I .57 I 1.94 I 2.000 I I .000 .00 I 1 .0 2.083 .0226 I I -I- I -I- -I- -I- .000 3 -I- .00 -I- 1.25 -I- .22 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8275.575 -I- 986.252 -I- 1.199 -I- 987.451 I 2.70 I 1.37 .03 I I 987.48 .00 I .57 I 1.96 I 2.000 I I .000 .00 I 1 .0 1.949 .0226 -I- -I- -I- -I- .0003 -I- .00 -I- 1.20 -I- .24 -I- .37 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE11H.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison Club 100 -yr Phase 1, Liine 11h 12/13/05 �, taaana�, t�a��n�a� ,ta�n��a,tar,�e�a��,r,a��,t, tai, r, r ,r�a,t�a�a��,t,r,t,ta,t,taaea�t aa�, tt�aa, raa�a��a��, te, teee��a, t, t,t�aasaaa�a�a�a+,taa,ta,t�a a�a,raaa� invert Depth water Q I Vel vel Energy ICriticallFloW ToplHeight/ Base wt wth Station -l- Elev (CFS) I (FPS) Head Grd.E Elev width IDia. -FTlor I.D. ZL Prs /Pip L /Elem ICh -!- Slope -l- -'- -I- -I- -I- SF Ave -I HF !SE -Super -I Dpth -Depth I Froude NINorm - Dp I "N" X -Fall) ZR -1NO Type Ch aaaaaaaaa aaaaaaaaa aaaaaaaa' aaaaaaaaalaaaaaaaaalaaaaaaalaaaaaaa aaaaaaaaalaaaaaaa aaaaaaaalaaaaaaaalaaaaaaa aaaaaaa aaaaa aaaaaaa 8277.5241 -I- 986.297 -I- 1.153 -I- 987.449 2.70 1.44 .03� 987.48 1 .00 .57 1 1.98 1 2.000 .000 .00 1 1 .0 1.827 I .0226 I -I- -I- -I- -I- .0003 -I- .00 -I- 1.15 -I- .26 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8279.352 -I- 986.338 -I- I 1.109 -I- I 987.446 I 2.70 1.51 I .04 I 987.48 .00 I 57 I 1.99 I I 2.000 I .000 .00 I 1 .0 1.713 I .0226 I -I- -I- -I- -I- .0004 -I- .00 -I- 1.11 -I- .28 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8281.064 -I- 986.377 -I- I 1.067 -I- I 987.444 I 2.70 1.58 I .04 I 987.48 .00 I .57 I 2.00 I I 2.000 I .000 .00 I 1 .0 1.611 I .0226 I -I- -I- -I- -I- .0004 -I- .00 -I- 1.07 -I- .30 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8282.676 -I- 986.413 -I- I 1.027 -I- I 987.440 -I- I 2.70 1.66 I .04 I 987.48 .00 I I .57 2.00 I I 2.000 I .000 .00 I 1 .0 1.512 I .0226 I I -I- -I- -I- .0005 -I- .00 -I- 1.03 -I- .32 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8284.188 986:448 .989 I 987.437 I 2.70 1.74 I .05 I 987.48 .00 I I .57 2.00 I I 2.000 I .000 .00 I 1. .0 1.420 I .0226 I .0005 .00 .99 .35 .37 .012 .00 .00 PIPE 8285.607 -I- 986.480 -I- I .953 -I- I 987.433 I 2.70 1.83 I .05 I 987.48 I .00 I .57 2.00 I I 2.000 I .000 .00 I 1 .0 1.331 I .0226 I -I- -I- -I- -I- .0006 -I- .00 -I- .95 -I- .37 -I- .37 -1- .012 -I- .00 .00 I- PIPE 8286.938 -I- 986.510 -I- I .919 -I- I 987.429 I 2.70 1.92 I .06 I 987.49 I .00 I .57 1.99 I I 2.000 I .000 .00 I 1 .0 1.239 I .0226 I -I- -I- -I- -I- .0007 -I- .00 -I- .92 -I- .40 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8288.178 -I- 986.538 -I- I .886 -I- I 987.424 I 2.70 2.01 I .06 I 987.49 I .00 I .57 1.99 I I 2.000 I .000 .00 I 1 .0 1.154 I .0226 I I -I- I -I- I -I- -I- .0008 I -I- .00 I -I- .89 I -I- .43 1 -I- .37 -I- .012 I I -I- .00 I .00 1- PIPE I Page 3 . Page 4 line11h.OUT 8289.332 986.564 .854 987.418 2.70 2.11 .07 987.49 .00 .57 1.98 2.000 .000 .00 1. .0 .101 .0226 .0009 .00 .85 .46 .37 .012 .00 .00 PIPE 0 FILE: LINE11H.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison club 100 -yr Phase 1, Liine 11h 12/13/05 Invert I Depth water I Q vel + vel I Energy I supPer criticaT low Top Height/ Base Wt INO wth station I Elev (FT) Elev (CFS) (FPS) Head II Grd.El.1 Elev Depth width Dia. -FT +or I.D.I ZL Prs /Pip L /Elem I- Ch slope P I -I- -1- -I- SF Avel -1- HF -�- ISE DpthlFroude NINorm Dp - - - "N" - -I- X -Fall) ZR -I Ch aaaaaaaaaiaaaaaaaaa aaaaaaaaiaaaaaaaaa * aaaaaaaalaaaaaaalaaaaaaaiaaaaaaaaalaaaaaaalaaaaaaaalaaaaaaaalaaaaaaa aaaaaaalaaaaa IType aaaaaaa 8289.433 986.566 .824 987.390 2.70 1+1 2.21 .08 987.47 .00 i .57 1.97 2.000 .000 .00 l 1 .0 HYDRAULIC JUMP 8289.433 -I- I I 986.566 -I- I .366 986.933 -I- I 2.70 I 6.85 .73 I 987.66 I .01 I .57 I 1.55 I 2.000 I .000 I .00 I 1 .0 92.945 .0226 I I -I- -I- -I- -I- .0226 -I- 2.10 -I- .37 -I- 2.39 .37 -I- -I- .012 -I- .00 .00 1- PIPE 8382.378 -I- 988.670 -I- I .366 989.037 -I- I 2.70 I 6.85 .73 I 989.77 I .01 I .57 I 1.55 I 2.000 I .000 I .00 I 1 .0 37.510 .0226 I I -I- -I- -I- -I- .0223 -I- .84 -I- .37 -I- 2.39 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8419.888 989.520 I .369 989.889 I 2.70 I 6.77 .71 I 990.60 I .01 I .57 I 1.55 I 2.000 I I .000 .00 I 1 .0 25.010 .0226 I .0205 .51 .37 2.35 .37 .012 .00 .00 PIPE 8444.897 -I- I 990.086 -I- I .382 990.467 I 2.70 I 6.46 I .65 991.12 I .00 I I .57 1.57 I 2.000 I I .000 .00 I 1 .0 9.801 .0226 I I -I- -I- -I- -I- -I- .0180 -I- .18 -I- .39 -I- 2.21 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8454.698 -I- 990.308 -I- I .394 990.702 -I- I 2.70 I 6.16 I .59 991.29 I .00 I I .57 1.59 I 2.000 I I .000 .00 I 1 .0 5.768 .0226 I I -I- -I- -I- -I- .0157 -I- .09 -I- .40 -I- 2.07 -I- ..37 -I- .012 -I- .00 .00 1- PIPE 8460.466 -I- 990.438 -I- I .408 990.846 -I- I 2.70 I 5.87 I .54 991.38 I .00 I I .57 1.61 I 2.000 I I .000 .00 I 1 .0 3.901 .0226 I I -I- -I- -I- -I- .0137 -I- .05 -I- .41 -I- 1.94 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8464.367 -I- 990.527 -I- I .422 990.948 -I- I 2.70 I 5.60 I .49 991.43 I I .00 I .57 1.63 I 2.000 I I .000 .00 I 1 .0 2.798 I .0226 I -I- -I- -I- -I- .0120 -I- .03 -I- .43 -I- 1.81 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8467.165 -I- 990.590 -I- I .436 991.026 -I- I I 2.70 5.34 I .44 I 991.47 I .00 I .57 1.65 I I 2.000 I .000 .00 I 1 .0 2.088 .0226 -I- -I- -I- -I- .0105 -I- .02 -I- 44 -I- 1.70 -I- .37 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINEIIH.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -13 -2005 Time: 8:51:25 Madison club 100 -yr Phase 1, Liine 11h 12/13/05 aaaaaaaaaaaaaaa aa**aa aaaa aaaaaaaa aa**aa* a**a aaa aaa* aaaaaa* aaaaaaa* aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaa Invert Depth water I Q I vel vel I Energy I super IcriticallFlow TOPIHeight /lease wt INO wth Station Elev (FT) Elev (CFS) (FPS) Head Gr'd.El'. E ev I Depth Width IDia. -FT Or I.D. ZL /Pip L /Elem ch Slope I SF Ave HF SE Dpthl Froude N Norm DP -1- "N" X -Fall -IPrs ZR Ch aaaaaaaaa aaaaaaaaalaaaaaaaa aaaaaaaaa aaaaaaaaa aaaaaaalaaaaaaa aaaaaaaaa aaaaaaa a aaaaaaa aaaaaaaalaaaaaaa aaaaaaalaaaaa (Type aaaaaaa Page 4 Page 5 O Iinelih.our 8469.2531 990.6371 .4511 991.0881 2.701 5.09 .401 991.49 1 .00 1 .57 1 1.67 1 2.000 1 .0001 .00 1 1 .0 1.568 .0226 I .0092 .01 .45 1.59 •I .37 .012 .00 .00 1- PIPE 8470.821 -I- I 990.673 -I- I .466 I 991.139 I 2.70 4.85 I .37 I 991.50 I .00 .57 1.69 I I 2.000 I .000 .00 I 1 .0 1.177 .0226 I I -I- -I- -I- -1- -I- .0080 -I- .01 -I- .47 -I- 1.49 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8471.998 -I- 990.700 -I- I .482 I 991.182 I 2.70 4.63 I .33 I 991.51 I .00 I .57 1.71 I I 2.000 I .000 .00 I 1 .0 .870 .0226 I I -I- -I- -I- -I- -I- .0070 -I- .01 -I- .48 -I- 1.40 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8472.868 990.719 I .499 I 991.218 I 2.70 4.41 I .30 I 991.52 I .00 I .57 1.73 I I 2.000 I .000 .00 I 1 .0 .627 .0226 .0061 .00 .50 1.31 .37 .012 .00 .00 PIPE 8473.495 -I- 990.734 -I- .516 -I- 991.250 2.70 4.21 .27 991.52 .00 .57 1.75 2.000 .000 .00 1 .0 .415 .0226 I -I- -I- -I- -I- .0054 -I- .00 -I- .52 -I- 1.22 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8473.910 -I- I 990.743 -I- I .534 -I- I 991.277 I 2.70 4.01 I .25 I 991.53 I .00 I .57 1.77 I I 2.000 I .000 .00 I 1 .0 .233 .0226 I I I -I- -I- -I- -I- .0047 -I- .00 -I- .54 -I- 1.15 -I- .37 -I- .012 -I- .00 .00 I- PIPE 8474.144 -I- 990.748 -I- .552 f 991.300 I 2.70 3.82 I .23 I 991.53 I 00 I .57 1.79 I I 2.000 I .000 .00 I 1 .0 .076 .0226 -I- -I- -I- -I- -I- .0041 -I- .00 -I- .55 -I- 1.07 -I- .37 -I- .012 -I- .00 .00 1- PIPE 8474.220 -1- 990.750 -1- .572 -1- 991.322 -1- 2.70 3.64 .21 991.53 .00 .57 1.81 2.000 .000 .00 1 .0 0 -1- -1- -I- -I- -I- -I- -I- -I- -I- I- Page 5 �.r Page 1 line14a.OUT 0 FILE: LINEI4A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:11:50:41 Madison Club 100 -yr Line 14a 12/12/05 �a�aaanaa, ta�aa, tt, ��aee��, �aanea* a, t, r�a��, taa��aaa, t, t�eaan��a�na�a, ta�a��, rr, a�a��, t, taa�aa��r. a�aaaaa��nee�tar�,r��a�a�� aa�aaaan Invert Depth Water I Q I vel Vel Energy Super ToplHeight /IBase Wt No wth Station - (CFS) I (FPS) Head Grd.ET. I E ev- ICriticallFlOW I width IDia. -FTIor I.D. ZL Prs /Pip L /Elem. Ch slope P - - - - - -I- -I- I -�- SF Ave HF - SE Dpth1Froude -Depth NINOrm - Dp � -I- N -�- X -Fall ZR - Type Ch � *aa a�e��a trtra�,t�tr �a ,t,t�� a�,t,ta�� ae�aa�a � �aa,t� I ��•n�•a� 1000.000 -I- 961.000 -I- 9.400 -I- 970.400 62.10 8.79 1.20 971.60 .00 2.54 .00 3.000 .000 I .00 1 .0 150.000 .0050 I I -I- I -I- -I- -I- .0074 -I- 1.11 -I- 9.40 -I- .00 -I- 3.00 -I- .012 -I- .00 .00 1- PIPE 1150.000 -I- 961.750 -I- 9.758 -I- 971.508 I 62.10 I 8.79 1.20 I 972.71 I .00 I 2.54 I .00 I 3.000 I .000 I .00 I 1 .0 51.982 .0810 I I -I- I -I- -1- -17 .0074 -1- .38 -1- 9.76 -1- .00 -1- 1.13 -1- .012 -1- .00 .00 1- PIPE 1201.982 965.962 5.927 971.889 I 62.10 I 8.79 1.20 I 973.09 I .00 I 2.54 I .00 I 3.000 I .000 I .00 I 1 .0 HYDRAULIC JUMP 1201.982 I 965.962 -1 I 1.167 -I- I 967.129 I 62.10 I 24.42 9.26 I 976.39 I .00 I 2.54 I 2.93 I 3.000 I .000 I .00 I 1 .0 25.9591 .0810 I I -I- I -I- -I- -I- 0708 -I- 1.84 -I- 1.17 -I- 4.61 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1227.941 -I- 968.06 6 -I- 1.179 -I- I 969.245 62.10 I 24.09 1 9.01 978.26 I .00 I 2.54 I 2.93 I 3.000 I .000 f .00 I 1 .0 49.030 .0810 I I -I- I -I- -I- -I- .0652 -I- 3.20 -I- 1.18 -i- 4.53 -I- 1.13 -I- .012 -I- .00 .00 I- PIPE 1276.971 -I- 972.039 -I- 1.222 -I- I 973.261 62.10 I '22.97 I 8.19 981.45 I .00 I 2.54 I 2.95 I 3.000 I I .000 .00 I 1 .0 29.415 .0810 I I -I- I -I- -I- -I- .0572. -I- 1.68 -I- 1.22 -I- 4.23 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1306.386 974.423 1.266 I 975.689 62.10 I 21.90 I 7.45 983.14 I .00 I 2.54 I 2.96 I 3.000 I I .000 .00 I 1 .0 20.487 .0810 I I I .0503 1.03 1.27 3.95 1.13 .012 .00 .00 PIPE 1326.873 976.083 1 -I- 1.313 I 977.396 62.10 I 20.88 I 6.77 984.17 I .00 I 2.54 I 2.98 I 3.000 I I .000 .00 I 1 .0 15.372 .0810 I I -1- I -I- -I- -I- -I- 0442 -I- .68 -I- 1.31 -I- 3.68 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1342.245 977.329 1.361 I 978.690 I 62.10 19.91 I 6.15 '984.84 I I .00 2.54 I 2.99 I I 3.000 I .000 .00 I 1 .0 12.050 .0810 .0388 .47 1.36 3.43 1.13 .012 .00 .00 PIPE 0 FILE: LINEI4A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:11:50:41 Madison Club 100 -yr Line 14a 7/07/05 �a, te��• a, a, t�e��, t��n�aa, ta, t�a��, t�, aa�, tea�a, t, o-��n��a, t, tan��, taa��aa�, n��a�a��aaa��aaaa�a��, taa� ,t�e��aa,taaa��a,taaa,t�r, *�� ,taaaaaar, I Invert Depth I water I Q vel vel I Energy super IcriticallFlOW Top Height/ Base Wtl NO wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.ff Elev IDia. -FT or I.D. ZL /Pip L /Elem Ch Slope I -I SF Ave HF -I SE DpthlFroude -Depth - NlNOrm -width - Dp I "N" X =Fall - -�Prs ZR Type Ch 1354.296 -I- 978.305 -I- 1.412 -I- 979.7171 -I- 62.101 -I- 18.98 -I- 5.59 -I- 985.31 I -I- .00 -I- 2.54 -I- 2.99 -I- 3.000 -I- .000 -I- .00 1 .0 I- Page 1 :i Page 2 line14a.OUT 9.713 .0810 I I .0342 .33 1.41 3.20 1.13 .012 .00 .00 PIPE 1364.009 -I- 979.092 -I- 1.466 I 980.558 I I 62.10 18.10 5.09 I 985.64 I .00 I 2.54 I 3.00 I -3.000 I .000 I .00 I 1 .0 7.977 .0810 I -I- I -I- I -I- -I- -I- .0301 -I- .24 -I- 1.47 -I- 2.98 1.13 -I- -I- .012 -I- .00 .00 1- PIPE 1371.986 979.739 1.521 981.260 I I 62.10 17.26 4.62 I 985.88 I .00 I 2.54 I 3.00 I 3.000 I .000 I .00 I 1 .0 6.632 .0810 I I .0265 .18 1.52 2.78 1.13 .012 .00 .00 PIPE 1378.618 -I- 980.276 -I- 1.580 -I- I 981.856 I I 62.10 16.45 4.20 I 986.06 I .00 I 2.54 I 3.00 I 3.000 I .000 I .00 I 1 .0 5.557 .0810 I I -I- I -I- -I- -I- .0234 -I- .13 -I- 1.58 -I- 2.58 1.13 -I- -I- .012 -I- .00 .00 1- PIPE 1384.175 -I- 980.726 -I- 1.642 -I- 982.368 I I 62.10 15.69 3.82 I 986.19 I .00 I 2.54 I 2.99 I 3.000 I .000 I .00 I 1 .0 4.677 I .0810 I -I- -I- -I- -I- .0206 -I- .10 -I- 1.64 -I- 2.40 1.13 -I- -I- .012 -I- .00 .00 1- PIPE 1388.852 -I- 981.105 -I- 1.706 -I- I 982.812 I I 62.10 14.96 3.47 I 986.29. I .00 I 2.54 I 2.97 I 3.000 I .000 I .00 I 1 .0 3.937 I .0810 I -I- -I- -I- -I- .0182 -I- .07 -I- 1.71 -I- 2.23 1.13 -I- -I- .012 -I- .00 .00 1- PIPE 1392.788 -I- 981.424 -I- 1.775 -I- I 983.199 I I 62.10 14.26 3.16 I 986.36 I .00 I 2.54 I 2.95 I 3.000 I .000 I .00 I 1 .0 3.307 I .0810 I -I- I -I- -I- -I- .0161 -I- .05 -I- 1.77 -I- 2.07 -I- 1.13 -I- .012 -I- .00 00 1- PIPE 1396.095 -I- 981.692 -I- 1.847 -I- I 983.540 I 62.10 13.60 2.87 I 986.41 I .00 I 2.54 I 2.92 I 3.000 I .000 I .00 I 1 .0 2.758 I .0810 I -I- I -I- -I- -I- .0143 -I- .04 -I- 1.85 -I- 1.92 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1398.853 981.916 1.924 I 983.840 I 62.10 12.96 I 2.61 986.45 I .00 I 2.54 I 2.88 I 3.000 I .000 I .00 I 1 .0 2.271 .0810 .0127 .03 1.92 1.77 1.13 .012 .00 .00 1- PIPE 0 FILE: LINEI4A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:11:50:41 Madison Club 100 -yr Line 14a 7/07/05 ��,tane�aaa�ec�,tnaet �r.a,xa��a��aa�t eaa�nn�a�aa, t�, tna��, ta�ane��aa��a ,r�a�,t�,ta,r��aa,a�a�,t��i., tin, raanaaa�aa� ,raaaar.ar,eae�,t,t��aaa�,t aa��aan I Invert Depth I water Q vel vel Energy I Super (Critical Flow ToplHeight /lease Wt No wth station Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El I Elev Depth Width IDia. -FT or I.D. ZL Pr5 /Pip L/Elem ch Slope SF Ave HF Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch �SE I 1401.124 -I- 982.100 -I- 2.006 -I- 984.106 -i- 62.101 12.36 2.371 986.48 1 .00 2.54 2.82 1 3.000 .000 .00 1 .0 1.833 I .0810 I I -I- -I- -I- .0113 -I- .02 -I- 2.01 -I- 1.63 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1402.958 -I- 982.248 -I- 2.094 -I- I 984.342 I 62.10 11.79 I 2.16 I 986.50 I .00 2.54 I 2.75 I 3.000 I I .000 .00 I 1 .0 1.426 I .0810 I I -I- -I- -I- -I- .0101 -I- .01 -I- 2.09 -I- 1.50 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1404.383 -I- 982.364 -I- 2.189 -I- I 984.553 I 62.10 11.24 I 1.96 I 986.51 I .00 2.54 I 2.66 I 3.000 I I .000 .00 I 1 .0 1.039 I .0810 I -I- -I- -I- -I- .0090 -I- .01 -I- 2.19 -I- 1.38 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1405.423 -I- 982.448 -I- I 2.292 -I- I 984.740 I 67.10 10.71 I 1.78 I 986.52 I .00 I 2.54 2.55 I I 3.000 I .000 .00 I 1 .0 .652 .0810 -I- -I- -I- -I- .0081 -I- .01 -I- 2.29 -I- 1.25 -I- 1.13 -I- .012 -I- .00 .00 1- PIPE 1406.075 982.501 2.407 984.908 62.10 10.22 1.62 986.53 .00 2.54 2.39 3.000 .000 .00 1 .0 Page 2 line14a.OUT .235 .0810 I I .0073 .00 2.41 1.13 1.13 .012 .00 .00 PIPE 1406.310 -I- 982.520 -I- 2.538 -I- I 985.058 I 62.10 I 9.74 1.47 I 986.53 I .00 I 2.54 I 2.17 I 3.000 I I .000 .00 I 1 .0 12.937 .0051 I I -I- I -I- - -I- -I- .0068 .09 -I- -I- 2.54 -I- 1.00 -I- 3.00 -I- .012 -I- .00 .00 1- PIPE 1419.247 -I- 982.586 -I- 2.693 985.279 I 62.10 I 9.28 1.34 I 986.62 I .00 I 2.54 I 1.82 I 3.000 I I .000 .00 I 1 .0 27.677 .0051 I -I- I -I- I -I- -I- -I- .0065 -I- .18 -I- 2.69 -I- .85 -I- 3.00 -I- .012 -I- .00 .00 1- PIPE 1446.925 982.727 2.804 985.530 I 62.10 I 9.04 1.27 I 986.80 I I .00 2.54 I 1.48 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1446.925 -I- I 982.727 -I- I 2.284 -I- I 985.011 I 62.10 I 10.75 1.80 I 986.81 I .00 I 2.54 I 2.56 I 3.000 I .000 I .00 I 1 .0 15.780 .0051 -I- -I- -I- -I- .0090 -I- .14 -1- 2.28 -I- 1.26 -I- 3.00 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINEI4A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12-12 -2005 Time:11:50:41 Madison club 100 -yr Line 14a 7/07/05 ��t�e�eaa�ae, r��aa�aaa, t�, t, xne, t�a�aa�na, t, ta�a�, t, tanaae�a�aaa��a��a, taa, taaaaaaa��a��aa�a�an, r��a��aa ,ta�aeen�a,ta,taa�aatee�aneea aaanenaa Invert Depth I water Q I Vel Vel I Ener Y I SupPer CriticallFlow TOP Hei ht/ Base Wt1 No wth Station Elev (FT) I Elev (CFS) I (FPS) Head El Grd._I- Elev- IDia9 -FTIor I.D.1 ZL IPrs /Pip L /Elem Ch Slope I SF Ave HF ISE Dpth -Depth -I FrOUde NINOrm -width - Dp "N" I X -Fall) ZR Ch IType 1462.705 -I- 982.807 -I- 2.200 -I- 985.007 62.10 11.18 1.94 986.95 .00 2.54 2.65 3.000 .000 .00 1 .0 20.307 I .0051 I I -I- -I- -1- -I- .0099 -I- .20 -I- 2.20 -I- 1.36 -I- 3.00 -I- .012 -I- .00 .00 1- PIPE 1483.012 982.910 2.105 I 985.015 62.10 I 11.72 I 2.13 987.15 I I .00 I 2.54 2.75 I 3.000 I I .000 .00 I 1 .0 20.691 I .0051 I .0111 .23 2.10 1.49 3.00 .012 .00 .00 1- PIPE 1503.703 983.016 I 2.016 I 985.031 62.10 I 12.29 I 2.35 987..38 1 I .00 I 2.54 2.82 I I 3.000 I .000 .00 I 1 .0 20.537 I .0051 I I .0125 .26 2.02 1.62 3.00 .012 .00 .00 PIPE 1524.240 -I- 983.120 -I- 1.933 -I- I 985.053 I 62.10 12.89 I 2.58 987.63 I I .00 I 2.54 2.87 I I 3.000 I .000 .00 I 1 .0 7.269 I .0336 I I 71- -I- -I- -I- .0148 -I- .11 -I- 1.93 -I- 1.75 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 1531.509 -I- 983.364 -I- 2.006 -I- I 985.370 I 62.10 12.36 I 2.37 987.74 I I .00 I 2.54 2.82 I 3.000 I I .000 .00 I 1 .0 6.287 I .0336 I I -I- -I- -I- -I- .0132 -I- .08 -I- 2.01 -I- 1.63 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 1537.796 -I- 983.575 -I- 2.094 -I- I 985.669 I 62.10 11.79 I 2.16 987.83 I I .00 I 2.54 2.75 I I 3.000 I .000 .00 I 1 .0 4.648 I .0336 I I -I- -I- -I- -I- .0118 -I- .05 -I- 2.09 -I- 1.50 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 1542.444 1 983.731 -I- 2.189 -I- I 985.920 I 62.10 11.24 I 1.96 987.88 I I .00 I 2.54 I 2.66 I 3.000 I .000 .00 I 1 .0 3.254 I .0336 I I -I- -I- -I- -I- 0106 -I- .03 -I- 2.19 -I- 1.38 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 1545.698 -I- 983.840 -I- 2.292 -I- I 986.13.3 -I- I 62.10 10.71 I 1.78 987.92 I I .00 I 2.54 I 2.55 I 3.000 I .000 .00 I 1 .0 1.977 I .0336 I I I -I- I -I- -I- .0095 I -I- .02 -I- 2.29 I I -I- 1.25 I -I- 1.51 I -I- .013 I -I- .00 I .00 1- PIPE I Page 3 Page 4 linel4a.OUT 1547.675 -I- 983.907 -I- 2.407 -I- 986.313 62.10 10.22 1.62 987.93 .00 2.54 2.39 3.000 .000 .00 1 .0• .695 .0336 -I- -I- -I- -I- .0086 -I- .01 -I- 2.41 -I- 1.13 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 0 FILE: LINEI4A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 - Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:11:50:41 _Madison Club 100 -yr Line 14a 7/07/05 �aae,t�eraa�r.�a,t, tai,+, t��n�a, t, te��aaea��, r, t�, tca��,+, o-annnea�nn��aa��, taeaan�, t��aan�r. aa�, t�an�ar. aa�* �aa, r, ta�e��ae��aaaa�nan�,re�,a�r.�� aaan�r.a Invert Depth Water I Q vel Vel I Energyy Super ICriticallFloW ToplHeight/ Base wt I NO wth station -�_ Elev - - (CFS) Head Grd.El_�- Elev- Did . -FT or I.D_!- ZL /Pip L /Elem ICh Slope - - -I- I - -(FPS) -I -I- SF Ave HF SE Dpth -Depth _I-width Froude N - Norm Dp "N" X- Falllll ZR -IPrs `Type Ch * a aal ,t,tn ,ta a as a as a x�,a aa� r.aee aalla ** * * * *a *a **** a *a *a **** * **�� *�*�*��* ******�� *��** * �**�*� �*�*� 1*�aaaaa 1548.3701 -I- 983.9301 -I- 2.538 -I- 986.4681 -I- 62.101 9.74 1.47 987.94 1 .00 2.54 2.17 1 3.000 1 .0001 .00 1 .0 JUNCT STR .0185 I I I -I- -I- -I- .0047 -I- .06 -I- 2.54 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1560.820 -I- 984.160 -I- 4.108 -I- 988.268 I 23.10 I 3.27 I .17 988.43 I .00 I 1.55 I .00 I I 3.000 I .000 .00 I 1 .0 41.510 .0046 I I I -I- -I- -I- -I- .0012 -I- .05 -I- 4.11 -I- .00 -I- 1.52 -I- .013 -1- .00 .00 1- PIPE 1602.330 -I- 984.350 -I- 3.968 -I- 988.318 -I- I 23.10 I 3.27 I .17 988.48 I .00 I I 1.55 .00 I I 3.000 I .000 .00 I 1 .0 ]UNCT STR .0100 I I I -I- -I- -I- .0007 -I- .00 -I- 3.97 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1604.330 -I- 984.370 -I- 4.100 -I- 988.470 -I- I 7.00 I .99 I .02 I 988.49 .00 I I .83 .00 I I 3.000 I .000 .00 I 1 .0 2.910 .0034 I I I -I- -I- -I- .0001 -I- .00 -I- 4.10 -I- .00 -I- .86 -I- .013 -I- .00 .00 1- PIPE 1607.240 -I- 984.380 -I- 4.090 -I- 988.470 -I- I 7.00 I .99 I .02 I 988.49 .00 I I .83 .00 I I 3.000 I .000 .00 I 1 .0 o -I- -I- -I- -I- -I- -I- . -I- -I- -I- 1 1- Page 4 linel4b.OUT 0 FILE: LINEI4B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number. 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 1:36:52 Phase 1, Line 14b 12/12/05 a�a�a, o-r, aaar .a�aaa�e�a��ee,t,ta��,a�a *�a�, tape+. aa, ta��aa�, t�, naa��ea, ta��, ta��a�a��a�a��e��a�aaa, taa, t�, a�aa, t��aa,t��a�,t��,aaa,taaaaa��a aaa��r.ae Invert Depth water Q I vel vel I Energy super (Critical Flow Top Height/ Base Wt No wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El. Nev Depth Width - IDia. -FT or I.D. ZL Prs /Pip L/Elem Ch.Slope I I I SF AVe HF SE Dpth Froude N Norm *DP* "N" X -Fall ZR Type ch 2002.190 984.150 4.120 988.270f 39.001 5.52 .47 988.74 I .00 I 2.03 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 135.810 .0066 I I .0034 .46 .00 .00 1.88 .013 .00 .00 PIPE I I I I I I I I I I I 2138.000 985.050 3.763 988.813 39.00 5.52 .47 989.29 .00 2.03 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -17 -1- -1- -1- -1- -1- 1- JUNCT STR .1932 I I .0108 .06 .00 .00 .013 .00 .0.0 PIPE I I I 2143.330 986.080 2.123 988.203 30.50 9.71 1.46 989.67 .00 1.87 00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 287.240 .0065 .0155 4.45 .00 .00 2.00 .012 .00 .00 PIPE I I I I I I I I I I I I I 2430.570 987.950 4.918 992.868 30.50 9.71 1.46 994.33 .00 1.87 .00 2.000 .000 .00 1 .0 JUNCT STR .0056 .0146 .08 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2435.900 987.980. 5.933 993.913 23.80 7.58 .89 994.80 .00 1.73 .00 2.000 .000 .00 1 .0 -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 292.770 .0065 .0094 2.76 .00 .00 2.00 .012 .00 .00 PIPE I I I I I I i I I I I I I 2728.670 989.880 6.913 996.793 23.80 7.58 .89 997.68 .00 1.73 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -f- I- JUNCT STR .0075 .0096 .05 .00 .00 .013 .00 .00 PIPE i I I I I I I I I I I I I 2734.000 989.920 7.361 997.281 20.30 6.46 .65 997.93 .00 1.62 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 166.520 .0065 .0069 1.14 .00 .00 1.70 .012 .00 .00 PIPE I I I I I I I I I I I I I 2900.520 991.000 7.542 998.542 20.30 6.46 .65 999.19 .00 1.62 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0994 .0078 .04 7.54 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2905.850 991.530 7.485 999.015 9.10 5.15 .41 999.43 .00 1.17 .00 1.500 .000 .00 1 .0 -t- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 187.050 .0110 .0064 1.20 7.49 .00 .98 .012 .00 .00 PIPE 0 FILE: LINEI4B.WSW W S P G W- CIVILDESIGN Version 14.06. PAGE 2 Program Package serial Number: 1735 Madison club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 1:36:52 Phase 1, Line 14b 7/07/05 Invert I Depth Water Q Vel Vel I Energy super Critical Flow Top Height/ Base wt1 No wth Station -I- Elev -I- (FT) -I- Elev - - (CFS) -' -(FPS) Head I Grd.El_ - Elev -� -Depth - -width - Dia. -FT or I.D_ - ZL -(Prs /Pip L /Elam ICh slope I I -I-SF HF SE DpthIFroude N Norm Dp "N" X -Fall) ZR IType ch Page 1 Page 2 line14b.0UT nar.��,aane I r xa,tea�a� � a,r,t,tnaea I,t�aean��,t I n *ea�anaa I ��t,oaa,t I �,ta�aaa I,trtt e��a i aaeneaa I �aaa,x��,t I ��aaaaa I ,tt n��aa I aaa�aaa I a�aa� I �aann�a 3092.9001 —I— 993.580 —I— 6.652 1000.232 9.10 5.15 .41 —I— —I— 1000.64 .00 1.17 .00 1.500 .000 .00 1 .0 173.410 .0044 I I —I— —I— —I— .0064 —I— —I— 1.11 .00 —I— —I— .00 1.50 —I— .012 —I— .00 .00 1- PIPE 3266.310 —I— 994.340 —I— I I I I 7.058 1001.398 9.10 5.15 .41 —I— —I— I 1001.81 .00 I I 1.17 .00 I 1.500 I I .000 .00 I 1 .0 o —I— —I— —I— —I— —I— —I— —I— —I— —I— I— Page 2 V Page 1 linel4c.OUT 0 FILE: LINEI4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12: 7:55 Madison Club 10 -yr Phase 1, Line 14c 12/12/05 ar.��a��t tray �ean��, t��a, a�aaa, t�, ta�a�a��aa�ee, t��ra��aa�, taaaeana,��a,t,t�na�+.,r��a��ar agar. a��, ta�aaaaa�aaa�� ,taaa�,xaa�anne��a�a� ,t�aaa�aa Invert Depth I water I Q I vel vel I Energy Supper Critical Flow ToplHeight/ Base wt No wth station Elev - - (FT) Elev (CFS) (FPS) Head- Grd.El_ Elev IDia. -FT'or I.D. /Pip L /Elem Ch Slope - - -,- I -I- -I- - SF Ave HF - -� SE Dpth -Depth - Fronde N -width Norm Dp - "N" TX-Fall -.ZL ZR -IPrs Type Ch ++ � 4003.180 -I- 984..860 -I- 3.530 -I- 988.3901 16.101 5.12 .411 988.80 .00 1.45 .00 2.000 .0001 .00 1 .0 160.960 .0128 I I -I- I -I- -I- -I- .0051 -I- .82 -I- .00 -I- .00 1.15 -I- -I- .013 -I- .00 .00 1- PIPE 4164.140 -I- 986.920 -I- 2.344 -I- 989.264 I I 16.10 5.12 I .41 989.67 I .00 I 1.45 I .00 I 2.000 I .000 I .00 I 1 .0 JUNCT STR .1065 I I -I- -I- -I- -I- .0033 -I- .02 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 4169.490 -I- 987.490 -I- 2.153 -I- I 989.643 I I 9.10 5.15 I .41 990.06 I .00. I 1.17 I .00 I 1.500 I .000 I .00 I 1 .0 214.638 .0096 I I -I- I -I- -I- -I- .0063 -I- 1.36 -I- .00 -I- .00 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 4384.128 -I- 989.549 -I- 1.500• -I- 991.049 I I 9.10 5.15 I .41 991.46 I 1.50 I 1.17 I .00 I 1.500 I .000 I .00 I 1 .0 26.423 .0096 I I -I- I -I- -I- -I- .0059 -I- .16 -I- 1.50 -I- .00 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 4410.551 -I- 989.802 -I- 1.361 -I- 991.163 -I- I I 9.10 5.40 I .45 991.62 I .00 I 1.17 I .87 I 1.500 I .000 I .00 I 1 .0 5.746 .0096 I I I -I- -I- -I- .0058 -I- .03 -I- 1.36 -I- .68 -I- 1.03 -I- .012 -I- .00 .00 I- PIPE 4416.297 989.858 1.280 991.138 I I 9.10 5.66 I .50 I 991.64 .00 I 1.17 I 1.06 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP 4416.297 -I- I I 989.858 -I- 1.030 -I- I 990.888 I I 9.10 7.03 I .77 I 991.66 .00 I 1.17 I 1.39 I 1.500 I .000 I .00 I 1 .0 7.146 I .0096 I -I- I -I- -I- -I- .0096 -1- .07 -I- 1.03 -I- 1.29 -I- 1.03 -I- .012 -1- .00 .00 1- PIPE 4423.443 -I- 989.926 -I- 1.030 -I- 990.956 -I- I I 9.10 7.03 I .77 I 991.72 .00 I 1.17 I 1.39 I 1.500 I .000 I .00 I 1 .0 47.889 I .0096 I I -I- -I- -I- .0092 -I- .44 -I- 1.03 -I- 1.29 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 4471.333 -I- 990.386 -I- 1.063 -I- I 991.449 I 9.10 6.79 I .72 I 992.17 I .00 1.17 I 1.36 I I 1.500 .000 I .00 I 1 .0 13.350 .0096 -I- -I- -I- -I- .0084 -I- .11 -I- 1.06 -I- 1.21 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINEI4C.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12: 7:55 Madison club 10 -yr Phase 1, Line 14c 7/07/05 �aa�a�anaan�, t�, tne, r, tatr, ta�a��aaantra��aaa� ,t��aaa,t�,t,t�naat,t,tt,aa, ter. �a, ta�a��, t, ta�a��r., o-��., r�a�t„ ta��aaaa��a ,xa,t��ra�,o-aa�,t,tnaa��,t a�aaaaaa Invert Depth I Water I Q Vel vel En& yY Supper (critical- Flow To p Height/ Base wt No wth station Elev (FT) Elev (CFS) (FPS) Head Grd.El.l Elev I Depth Dia9 -FT or I.D. ZL Prs /Pip L/Elem Ch Slope SF-Ave HF SE Dpth -I Froude -Width Dp "N" X -Fall ZR Type Ch �� a�� ,tNlNorm 4484.682 -I- 990.514 -I- 1.112 -I- 991.626 -I- 9.101 -I- 6.48 -I- .65 -I- 992.28 -I- .00 -I- 1.17 1 -I- 1.31 -I- 1 1.500 -I- .0001 -I- .00 1 .0 I- Page 1 line14C.OUT 2.748 .0096 I .0075 .02 1.11 1.10 1.03 .012 .00 .00 PIPE 4487.430 -I- 990.540 -I- I 1.167 I 991.706 I I 9.10 6.17 .59 I I 992.30 .00 I 1.17 I 1.25 I 1.500 I .000 I .00 I 1 .0 ]UNCT STR .0100 I -I- I -I- -I- -I- -I- .0046 -I- .01 -I- 1.17 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 4489.430 -I- 990.560 -I- 1.852 I 992.411 I I 3.10 1.75 .05 I I 992.46 .00 I .67 I .00 I 1.500 I .000 I .00 I 1 .0 64.302 .0062 I -I- -I- -I- -I- -I- .0007 -I- .05 -I- .00 -I- .00 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4553.732 -I- 990.961 -I- I 1.500 I 992.461 I I 3.10 1.75 I .05 I 992.51 1.50 I .67 i .00 I 1.500 I .000 I .00 I 1 .0 24.025 .0062 I -I- -I- -I- -I- -I- .0007 -I- .02 -I- 1.50 -I- .00 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4577.758 -I- 991.111 I 1.361 I 992.472 I I 3.10 1.84 I .05 I 992.52 .00 I .67 I .87 I 1.500 I .000 I .00 I 1 .0 13.576 -I- .0062 I -I- -I- -I- -I- -I- .0007 -I- .01 -I- 1.36 -I- .23 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4591.334 991.195 I 1.280 I 992.476 I I 3.10 1.93 I .06 I 992.53 I .00 .67 I 1.06 I 1.500 I .000 I .00 I 1 .0 11.040 .0062 I I .0007 .01 1.28 .28 .61 .012 .00 .00 PIPE 4602.374 -I- 991.264 -I- 1.214 I 992.478 I I 3.10 2.02 I .06 I 992.54 I .00 .67 I 1.18. I 1.500 I .000 I .00 I 1 .0 9.555 .0062 I I -I- -I- -I- -I- -I- .0008 -I- .01 -I- 1.21 -I- .31 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4611.928 -I- 991.324 -I- 1.155 -I- I 992.479 I I 3.10 2.12 I .07 I 992.55 I .00 .67 I 1.26 I 1.500 I .000 I .00 I 1 .0 8.508 I .0062 I -I- -I- -I- -I- .0009 -I- .01 -I- 1.16 -I- .35 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4620.437 991.377 1.103 I 992.480 I I 3.10 2.23 I .08 I 992.56 I .00 .67 I 1.32 I 1.500 I I .000 .00 I 1 .0 7.703 .0062 .0010 .01 1.10 .38 .61 .012 .00 .00 PIPE 0 FILE: LINEI4C.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12: 7:55 Madison Club 10 -yr Phase 1, Line 14c 7/07/05 Invert Depth water I Q vel vel I Ener Y Supper !critical Flow To p Hei ht/ Base Wt INO wth Station Elev - (FT) Elev (CFS) (FPS) Head Head Grd.ET Nev Depth I Dia9 -FT Ior I.D_ ZL P.rs /Pip L /Elem ICh slope - -�- I -I- I I -I- SF Avel HF ISE DpthlFroude NlNorm -Width Dp "N" X =Fall - ZR - Type Ch 4628.140 -I- 991.425 -I- 1.055 992.4801 3.101 2.33 .08 992.56 .00 .67 1.37 1.500 .0001 .00 1 1 .0 7.030 I .0062 I -I- -I- -I- -I- -I- .0011 -I- .01 -I- 1.05 -I- .42 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4635.169 991.469 I 1.010 I 992.479 I 3.10 2.45 I .09 I 992.57 I .00 I .67 1.41 I I 1.500 I .000 .00 I 1 .0 6.432 .0062 .0012 .01 1.01 .45 .61 .012 .00 .00 1- PIPE 4641.602 -I- 99.1.509 -I- .969 992.478 3.10 2.57 .10 992.58 .00 .67 1.43 1.500 .000 .00 1 .0 5.932 I .0062 I -I- -I- -I- -I- -I- .0014 -I- .01 -I- .97 -I- .49 -I- .61 -1- .012 71- .00 .00 1- PIPE 4647.533 -I- 991.546 -I- I .930 I 992.476 I 3.10 2.69 I .11 I 992.59 I .00 I .67 1.46 I I 1.500 I .000 .00 I 1 .0 5.426 I .0062 I -I- -I- -I- -I- -I- .0016 -I- .01 -I- .93 -I- .53. -I- .61 -I- .012 -I- .00 .00 I- PIPE 4652.959 991.580 I .893. I 992.473 i 3.10 2.83 I .12 I 992.60 I .00 I .67 1.47 I I 1.500 I .000 .00 I 1 .0 Page 2 �J -I- -I- line14c.OUT 4.997 .0062 I -I- -1- -I- -I- -I- .0018 -I- .01 -I- .89 -I- .58 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4657.956 -I- 991.611 -I- I .859 I 992.470 I 3.10 I 2.96 .14 I 992.61 I .00 I .67 I 1.48 I 1.500 I I .000 .00 I 1 .0 4.531 .0062 I . -I- I -I- -I- -I- -I- .0020 -I- .01 -I- .86 -I- .62 -I- .61 -1- .012 71- .00 .00 1- PIPE 4662.486 991.639 .826 I 992.465 I 3.10 I 3.11 .15 I 992.62 I .00 I .67 I 1.49 I 1.500 I I .000 .00 I 1 .0 4.063 .0062 I I .0023 .01 .83 .67 .61 .012 .00 .00 PIPE 4666.549 991.664 .795 I 992.459 I 3.10 I 3.26 .16 I 992.62 I .00 I .67 I 1.50 I 1.500 I I .000 .00 I 1 .0 3.609 .0062 I I .0026 .01 .80 .72 .61, .012 .00 .00 1- PIPE 4670.158 -I- 991.687 -I- .765 I 992.452 I 3.10 I 3.42 .18 I 992.63 I .00 I .67 I 1.50 I 1.500 I .000 I .00 I 1 .0 3.036 .0062 -I- -I- -1- 4- -1- .0030 -1- .01 -1- .77 -1- .77 -I- .61 -I- .012 -1- .00 .00 1- PIPE 0 FILE: LINEI4C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12: 7:55 Madison Club 10 -yr Phase 1, Line 14c 7/07/05 Invert Depth 1 water I Q vel vel Energy I super ICriticallFlOW ToplHeight /IBase wtI INO wth station Elev - (FT) I Elev (CFS) (FPS) Head- Grd.El_I- Epev Dia. -FT I.D_I- ZL /Pip L /Elem Ch Slope - -I- I -I- I -�- I -I- SF Ave - HF �SE -i Dpth -Depth -I Froude NlNorm -width - Dp "N" II X -Fall ZR -IPrs Type Ch 4673.194 -I- 991.7061 -I- .7371 -I- 992.4431 3.101 3.59 .20 992.64 I .00 I .67 I 1.50 1.500 I .000 .00 1 .0 .086 I .0062 I -I- -I- -I- -I- .0034 -I- .00 -1- .74 -I- .83 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4673.280 991.706 I .711 I 992.417 I 3.10 3.76 I .22 I 992.64 .00 I I .67 1.50 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I 4673.280 -I- I 991.706 -I- I .608 -I- I 992.314 I 3.10 4.62 I .33 I 992.65 .00 I I .67 1.47 I I 1.500 I .000 .00 I 1 .0 87.866 I .0062 I I -I- -I- -I- -I- .0062 -I- .55 -I- .61 -t- 1.20 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4761.146 -I- 992.255 -I- .608 I 992.862 I 3.10 4.62 I .33 I 993.19 .00 I I .67 1.47 I I 1.500 I .000 .00 I 1 .0 22.202 I .0062 I -I- I -I- -I- -I- -I- .0060 -I- .13 -I- .61 -I- 1.20 -I- .61 -I- .012 -I- .00 .00 1- PIPE 4783.348 992.393 -I- .622 -I- 993.015 I 3.10 I 4.47 .31 I 993.33 I .00 I I .67. 1.48 I 1.500 I .000 I .00 I 1 .0 6.3611 I .0062 I I -I- -I- -I- -I- .0054 -I- .03 -I- .62 -I- 1.15 -I- .61 -I- .012 -I- .00 .00 I- PIPE 4789.709 992.433 .645 I 993.078 I 3.10 4.27 I .28 993.36 I I .00 67 I 1.49 I I 1.500 I .000 .00 I 1 .0 1.181 I .0062 I I .0047 .01 .65 1.07 .61 .012 .00 .00 PIPE 4790.890 992.440 .670 I 993.110 I 3.10 4.06 I .26 I 993.37 I .00 .67 I 1.49 I I 1.500 I .000 .00 I 1 .0 0 Page 3 ter: �r ,i■ri. �; ice: ->•r, rr � �: � �, a� �r�� i■r r; rr- iii � %i� as linel4d.OUT 0 FILE: LINEI4D.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE.LISTING Date:12 -12 -2005 Time: 1:32: 3 Madison club 100 -yr Phase 1, Line 14d 12/12/05 I Invert I Depth I Water Q I Vel Vel Energy I Super Critical Flow ToplHeight /!!Base Wtl No wth Station -�- Elev (FT.) I Elev (CFS) I (FPS) Head Grd.E .1 Elev Depth Dia. -FT lor I.D_1- ZL Prs /Pip L/Elem -I- ICh slope I 1 I SF Ave HF SE Dpth -� FrOUde NINOrm -width - Dp "N" I X -Fall) ZR - Type Ch �l��, a��l�, ��a��a��ear. �a�l�a��ar, al��e�a�lr. �a�aa��la�� *,�a��a�nna��I��aanr.�a 5002.420 -I- 991.290 -I- 7.620 998.910 -I- 11.20 3.57 .20 999.11 .00 1.20 I .00 2.000 .000 .00 1 .0 102.350 .0076 I -I- I -I- -I- -I- .0025 -I- .25 -I- .00 -I- .00 -I- 1.08 -1- .013 -I- .00 .00 1- PIPE 5104.770 -I- 992.070 -I- I 7.131 999.201 -I- I I 11.20 3.57 I .20 I 999.40 .00 I 1.20 I .00 I I 2.000 I ..000 .00 I 1 .0 118.590 .0076 I -I- I -I- -I- -I- .0021 -I- .25 -I- 7.13 -I- .00 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 5223.360 -I- 992.970 -I- I 6.488 999.458 -I- I I 11.20 3.57 I .20 I 999.66 .00 I 1.20 I .00 I I 2.000 I .000 .00 I 1 .0 202.980 .0076 I I -I- I -I- -I- -I- .0021 -I- .42 -I- .00 -I- .00 -I- 1.03 -I- .012 -I- .00 .00 1- PIPE 5426.340 -1- 994.510 -1- 5.395 999.905 -1- -1- I I 11.20 3.57 I .20 I 1000.10 I .00 1.20 I .00 I I 2.000 I .000 .00 I 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 1 on us line15a.OUT 0 FILE: LINE15A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:39:56 Madison Club 100 -yr Phase 1, Line 15a 12/12/05 Invert I Depth 1 water 1 Q Vel I Vel Energ I supPer IICriticallFlow ToplHeight/ Base Wt ► No wth Station Elev 1 (FT) 1 Elev I (CFS) (FPS) Head Grd.ET Elev 1 width 1Dia. -FT or I.D. ZL IPrs /Pip L /Elem ICh Slope I I I SF Ave HF -I SE DpthlFroude -Depth N Norm Dp "N" X -Fall ZR Type Ch 2000.0001 -I- 961.0001 -I- 9.4001 970.400 -I- 36.30 5.14 .411 970.81 1 .00 1 1.96 .00 3.000 .0001 .00 1 1 .0 50.000 .0050 I -I- I -I- -I- -I- .0025 -I- .13 -I- 9.40 -I- .00 -I- 1.87 -I- .012 -I- .00 .00 1- PIPE 2050.000 -I- 961.250 -I- I 9.276 970.526 -I- I 36.30 I 5.14 .41 I I 970.94• .00 I 1.96 I .00 I 3.000 I I .000 .00 I 1 .0 34.625 .1377 I -I- I -I- -I- -I- .0025 -I- .09 -I- 9.28 -I- .00 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2084.625 966.017 I 4.595 970.612 I 36.30 I 5.14 I .41 I 971.02 .00 I I 1.96 .00 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2084.625 I 966.017 I I .796 966.813 I 36.30 I 24.18 I 9.08 I 975.89 .00 I I 1.96 2.65 I 3.000 I I .000 .00 I 1 .0 18.437 .1377 I I I .1006 1.85 .80 5.66 .75 .012 .00 .00 PIPE 2103.062 -I- 968.555 -I- .820 969.375 -I- I 36.30 I 23.18 I 8.34 I 977.71 .00 I I 1.96 2.67 I 3.000 I I .000 .00 I 1 .0 14.904 .1377 I I -I- I -I- -I- -I- .0887 -I- 1.32 -I- .82 -I- 5.34 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2117.966 -I- 970.607 -I- .848 971.455 -I- I 36.30 I 22.10 I 7.58 I 979.04 I .00 I 1.96 2.70 I 3.000 I I .000 .00 I 1 .0 10.987 .1377 I I -I- -I- -I- -I- .0776 -I- .85 -I- .85 -I- 4.99 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2128.952 -I- 972.120 -I- 1 .878 972.998 -I- I 36.30 I 21.07 I 6.89 I 979.89 I .00 I 1.96 2.73 I 3.000 I I .000 .00 I 1 .0 8.549 I .1377 1 -I- I -I- -I- -I- .0680 -I- .58 -I- .88 -I- 4.67 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2137.501 -I- 973.297 -I- .909 974.205 -I- I I 36.30 20.09 I 6.27 I 980.47 I .00 I 1.96 2.76 I 3.000 I I .000 .00 I 1 .0 6.879 I .1377 I -I- I -I- -I- -I- .0595 -I- 41 -I- .91 -I- 4.37 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2144.380 -I- 974.244 -I- .940 975.184 -I- I I 36.30 19.15 I 5.70 I 980.88 I .00 I 1.96 2.78 I 3.000 I I .000 .00 I 1 .0 5.665 .1377 -I- -I- -I- -I- .0521 -I- .30 -I- 94 -I- 4.09 -I- .75 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE15A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:39:56 Madison club 100 -yr Phase 1, Line 15a 5/5/05• Invert ep h water Q Vel Vel Energy 1 supPer CriticallFlow Top Height/ Base Wt1 INO Wth Station- Ich Elev - - (CFS) Head- Grd.El_I- Elev (Did. -FT or I.D. ZL /Pip L /Elem slope - - - - -� 1 -(FPS) -I SF Ave - -I HF 1SE DpthlFroude -Depth -� NINOrm -width - Dp I "N" X -Fal l -IPrs - ZR IType Ch Page 1 on us on as line15a.OUT aeaaaa�aa��aaaee�eala�aaar.** la* �* �a, t��ia��tr ,t�a�,ta�a,ta,tl,ta�eeaai�, tea, tr, t��i�a�ea��ia��aaaia, ra��ea�l�eea��la��aa�,rl��at� I�aeaa�� 2150.045 975.024 .973 975.997 36.30 18.26 5.18 981.18 .00 1.96 2.81 3.000 .000 .00 1 .0 4.741 .1377 I I .0456 .22 .97 3.83 .75 .012 .00 .00 PIPE 2154.786 975.676 1.008 I 976.684 I I 36.30 17.41 4.71 I 981.39 I .00 I I 1.96 2.83 I 3.000 I .000 I .00 I 1 .0 4.015 .1377. I I .0400 .16 1.01 3.58 .75 .012 .00 .00 PIPE 2158.801 -I- 976.229 -I- 1.044 I 977.273 I I 36.30 16.60 4.28 I 981.55 I .00 I I 1.96 2.86 I 3.000 I .000 I .00 I 1 .0 3.428 .1377 I -I- I -I- -I- -I- -I- .0350 -I- .12 -I- 1.04 -I- 3.34 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2162.229 -I- 976.701 -I- 1.081 I 977.782 I I 36.30 15.83 3.89 I 981.67 I .00 I I 1.96 2.88 I 3.000 I .000 I .00 I 1 .0 2.945 .1377 I I -I- -I- -I- -I- -I- .0307 -I- .09 -I- 1.08 -I- 3.13 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2165.175 -I- 977.107 -I- 1.120 I 978.226 I I 36.30 15.09 3.54 I 981.76. I .00 I I 1.96 2.90 I 3.000 I .000 I .00 I 1 .0 2.540 .1377 I I -I- -I- -I- -I- -I- .0269 -I- .07 -I- 1.12 -I- 2.92 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2167.715 -I- 977.456 -I- 1.160 I 978.616 I I 36.30 14.39 3.22 I I 981.83 .00 I I 1.96 2.92 I 3.000 1 .000 I .00 I 1 .0 2.195 I .1377 I -I- -I- f -I- -I- -I- .0236 -I- .05 -I- 1.16 -I- 2.73 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2169.910 -I- 977.758 -I- 1.202 978.960 I I 36.30 13.72 2.92 I I 981.88 .00 I I 1.96 2.94 I 3.000 I .000 I .00 I 1 .0 1.898 I .1377 I -I- -I- -I- -I- -I- .0208 -I- .04 -I- 1.20 -I- 2.55 -I- .75 -I- .012 -I- .00 .00 1- PIPE 2171.808 -I- 978.020 -I- 1.246 -I- I 979.265 I I 36.30 13.08 2.66 1 I 981.92 .00 I I 1.96 2.96 I 3.000 I .000 1 .00 1 1 .0 1.640 I .1377 I I -I- -1- -1- -1- .0182 -1- .03 -1- 1.25 -1- 2.38 -1- .75 -1- .012 -1- .00 .00 1- PIPE 2173.448 -I- 978.246 -I- 1.291 -i- I 979.537 I 36.30 12.47 2.42 I I 981.95 .00 I I 1.96 2.97 I I 3.000 I .000 .00 I 1 .0 1.413 .1377 -I- -I- -I- -I- .0160 -I- .02 -I- 1.29 -I- 2.22 -I- .75 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINEI5A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:39:56 Madison club 100 -yr Phase 1, Line 15a 5/5/05 ��e�a�r.,t�aa, pan, ��r. ea�aaeea�, tt, e�* �aaa, raa, t��aa��, taa��t„ t�, taa�nea +.,t�aa,taa.ea��,t,t,ta�a�r„ ray, o-aaaa, ta��a ,t,t,t�,t�aa,ta�na�aaanaaaaa�a naana,ta,r Invert Depth water I Q Vel vel Energy supper Critical Flow ToplHeight/ Base wt l [NO wth station Elev -�- (FT) Elev (CFS) Head I Grd.0 . Elev 1Dia. -FT or I.D_I ZL Prs /Pip L /Elem ICh Slope -I- I - - - -(FPS) -I Av SF Avel HF - -1 SE DpthlFroude -Depth -� NiNorm -width - DP "N" X -Fall) - - ZR Type Ch a naaer aaa e,taa ,t r. a an x aaea a aaan o-r annaa ta,tt a at at I aSF �***HF r.a ttrfr as a f f nN- t to a,taa ha *r as Bans pair aaat i aaf f aaa 2174.860 -I- 978.440 -I- 1.3391 979.779 36.301 11.89 2.201 981.98 .00 1 1.96. I 2.98 3.000 .0001 .00 I 1 .0 133.030 I .0150 I -I- -I- -I- -I- -I- .0147 -I- 1.96. -I- 1.34 -I- 2.07 -I- 1.34 -I- .012 -I- .00 .00 1- PIPE 2307.890 -I- 980.440 -I- I 1.352 -I- I 981.792 -I- I 36.30 11.75 I 2.14 I 983.93 I .00 I 1.96 2.99 I I 3.000 I .000 .00 I 1 .0 .184 I .0335 I I -I- -I- -I- .0145 -i- .00 -I- 1.35 -I- 2.03 -I- 1.07 -I- .012 -I- .00 .00 1- PIPE 2308.073 980.446 1.353 I 981.799 I 36.30 11.73 I 2.14 I 983.94 I .00. I 1.96 2.99 I I 3.000 I .000 .00 I 1 .0 Page 2 on as -I- -I- linel5a.OUT 7.219. .0335 I -I- I -I- I -I- -I- -I- .0136 -I- .10 -I- 1.35 -I- 2.03 -I- 1.07 -I- .012 -I- .00 .00 1- PIPE 2315.292 980.688 1.403 982.091 I I 36.30 11.19 1.94 I 984.04 I .00 I 1.96 I 2.99 I 3.000 I .000 I .00 f 1 .0 5.746 .0335 I I I .0119 .07 1.40 1.89 1.07 .012 .00 .00 PIPE 2321.038 -I- 980.880 -I- 1.456 -I- 982.337 I I 36.30 10.67 1.77 I 984.10 I .00 I 1.96 I 3.00 I 3.000 I .000 i .00 I 1 .0 4.577 .0335 I I -I- I -I- -I- -I- .0105 -I- .05 -I- 1.46 -I- 1.76 -I- 1.07 -I- .012 -I- .00 .00 1- PIPE 2325.615 981.034 -I- 1.512' -I- 982.545 I I 36.30 10.17 1.61 I I 984.15 .00 I 1.96 I 3.00 I 3.000 I .000 I .00 I 1 .0 3.6271 I .0335 I -I- I -I- -I- -I- 0093 -I- .03 -I- 1.51 -I- 1.64 -I- 1.07 -I- .012 -I- .00 .00 1- PIPE 2329.241 -I- 981.155 -I- 1.570 -I- 982.725 I I 36.30 9.70 1.46 I I 984.19, .00 I 1.96 I 3.00 I 3.000 I .000 I .00 I 1 .0 2.829 I .0335 I -I- I -I- -I- -I- .0082 -I- 02 -I- 1.57 -I- 1.53 -I- 1.07 -I- .012 -I- :00 .00 1- PIPE 2332.070 -I- 981.250 -I- 1.631 -I- 982.881 -I- I I 36.30 9.25 1.33 I I 984.21 .00 I 1.96 I 2.99 I 3.000 I I .000 .00 I 1 .0 2.750 I .0203 I I -I- -I- -I- .0074 -I- .02 -I- 1.63 -I- 1.42 -I- 1.23 -I- .012 -I- .00 .00 I- PIPE 2334.820 981.306 -I- 1.668 -I- I 982.974 -I- I 36.30 8.99 1.25 I I 984.23 .00 I 1.96 I 2.98 I 3.000 I I .000 .00 i 1 .0 3.4981 .0203 -1= -I- ,00671 .02 -1 1.671 1.36 -1 1.23 -1 .012 -1 .001 .00 (PIPE 0 FILE: LINE15A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:39:56 Madison Club 100 -yr Phase 1, Line 15a 5/5/05 Invert Depth water Q vel vel ! Energy ! Super Critical Flow Top Height/ Base wt No wth. Station Elev - - (FT) -�- Elev (CFS) Head Grd.El_I- E ev- _Depth �Dia. -FT Or I.D. ZL Prs /Pip L /Elem ICh Slope - - -I -(FPS) I -1 -I- SF Avel HF SE Dpth -I Froude NINorm -Width - Dp I "N" X -Fall - - ZR Type Ch 2338.318 981.377 1.735 983.112 36.30 8.57 1.14 jj 984.25 .00 1 1.96 2.96 1 3.000 .000 .00 1 .0 2.3281 I .0203 I I 0059 .01 1.73 1.26 1.23 .012 .00 .00 1- PIPE 2340.646 -I- 981.424 -I- 1.805 -I- I 983.229 -I- I 36.30 8.17 I 1.'04 I 984.27 I .00 I 1.96 2.94 I I 3.000 I .000. .00 I 1 .0 1.328 I .0203 I I -I- -1- -I- .0052 -I- .01 -I- 1.80 -I- 1.17 -I- 1.23 -I- .012 -I- .00 .00 1- PIPE 2341.974 981.451 -I- 1.879 -I- I 983.330 -I- I 36.30 7.79 I .94 I 984.27 I .00 I 1.96 2.90 I I 3:000 I .000 .00 I 1 .0 .4261 I .0203 I I I -I- -I- -I- 0046 -I- .00, -I- 1.88 -I- 1.08 -I- 1.23 -I- .012 -I- .00 .00 1- PIPE 2342.400 981.460 1.959 983.419 I 36.30 7.42 I .86 I 984.27 I .00 I 1.96 2.86 I I 3.000 I .000 .00 I 1. .0 ]UNCT STR I .0133 I I .0027 .00 1.96 1.00 .012 .00 .00 PIPE 2343.150 -I- 981.470 -I- 2.602 -I- I 984.072 -1- I 23.60 3.62 I .20 I 984.28 I .00 I 1.57 2.04 I I 3.000 I .000 .00 I 1 .0 4.980 I .0040 I I I -I- I -I- -I- .0010 I -I- .00 I -I- 2.60 I -I- .36 I -I- 1.53 -I- .012 I I -I- .00 I .00 1- PIPE I Page 3 aw is r. ,'m an ter, am r on ,m we ate) an .f, M M it an r line15a.0UT 2348.130 981.490 2.584 984.074 23.60 3.64 .21 984.28 .00 1.57 2.07 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- )UNCT STR .0063 .0005 .00 2.58 .36 .012 .00. .00 PIPE ----- --- ---- -- - - - - -- WARNING - )unction Analysis - Large Lateral Flow(s) --------------- - - - I I I I I I I I I I I 1 1 2351.290 981.510 2.773 984.283 .10 .01 .00 984.28 .00 .10 1.59 3.000 .000 .00 1 .0 . 0 I- Page 4 M M it m M aml i � ,r MO M M MOM linel5b.OUT 0 FILE: LINEI5B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:45: 9 Phase 1, Line 15b 12/12/05 I Invert Depth 1 water I Q I Vel vel Energy SuPer ICriticallFlow Top Height/ IBase wt INO wth Station Elev -�- (FT) -I- Elev -I- (CFS) - -(FPS) Head -�- Grd.El_ - Elev -I -Depth -I -width - Dia. -FT Or I.D.' ZL -IPrs /Pip I -I- -1- L /Elem Ch Slope I I I SF Ave1 HF SE DpthlFroude NINorm Dp "N" I X -Fall ZR Type Ch 3001.9601 982.220 1.9801 984.2001 12.701 7.19 .801 985.00 II .00 1.34 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 97.900 .0139 .0125 1.22 .00 .00 1.16 .012 .00 .00. PIPE 3099.860 983.580 1.937 985.517 12.70 7.19 .80 986.32 .00 1.34 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7UNCT STR .0150 .0091 .02 .00 .00 .012 .00 .00 PIPE I I I I I I 3101.860 983.61 I I I I I I I 0 3.885 987.495 2.90 3.69 .21 987.71 .00 .73 .00 1.000 .000 .00 1 .0 167.970 .0138 I I I .0056 .95 .00 .00 .58 .012 .00 .00 PIPE I I I I I I I I I I 3269.830 985.930 2.538 988.468 2.90 3.69 .21 988.68 .00 .73 .00 1.000 .000 .00 1 .0 0 71- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 Page 1 linel5c.OUT 0 FILE: LINEI5C.WSW W 5 P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time:12:45:35 Madison Club 100 -yr Phase 1, Linel5c 12/12/05 �atr�aa,te��* err, e��tra, tnat. �, ta�en�a, taaaaa��, tae��aa�aa��n��a�, t, naa��n�, t, ta�aee��, t��aaa�c��, t��, t, r, t�aa�� ,r�a,t��aa�,t�a�nneaannen ne�,t��a� I Invert I Depth I water I Q Vel Vel Energy I super ICriticallFlow Top Height/ Base wtI INO wth Station -I- I Elev -I- 1 (FT) Elev (CFS) Ii! (FPS) Head Grd.El Elev Depth width Dia. -FT or I.D. ZL Prs /Pip IiI L /Elem ICh Slope ( - I - -I- I - SF Ave - HF ISE DpthlFroude NlNorm - Dp - - "N" - - X -Fall - ZR IT a Ch ap 4001.8901 982.0001 2.2001 984.2001 23.601 7.51 .88 -985.08 .00 1 1.72 .00 i 2.000 .0001 .00 f 1 .0 195.110 .0050 I I I .0093 1.81 .00 .00 2.00 .012 .00 .00 PIPE 4197.000 982.980 3.277 986.257 I 23.60 I 7.51 I .88 987.13 I .00 I 1.72 I .00 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .0050 I I I .0079 .02 .00 .00 .012 .00 .00. PIPE 4199.000 -I- 982.990 -I- 3.802 -I- 986.792 I 19.80 I 6.30 I ..62 987.41 I .00 I 1.60 I .00 I I 2.000 I .000 .00 I 1 .0 101.000 .0052 I I -I- -I- -I- -I- .0065 -I- .66 -I- .00 -I- .00 -I- 2.00 -I- .012 -I- .00 .00 1- PIPE 4300.000 -I- 983.520 -I- I 4.105 -I- 987.625 I 19.80 I 6.30 I .62 988.24 I .00 I 1.60 I .00 I I 2.000 I .000 .00 I 1 .0 JUNCT STR .0686 I I -I- -I- -I- -I- .0040 -I- .03 -I- .00 -I- .00 -i- -I- .012 -I- .00 .00 I- PIPE 4307.430 984.030 I 4.580 988.610 I 9.40 I 5.32 I .44 989.05 I .00 I I 1.18 .00 I I 1.500 I .000 .00 I 1 .0 152.480 .0050 I I I .0068 1.04 .00 .00 1.50 .012 .00 .00 PIPE 4459.910 -I- 984.790 -I- 4.900 -I- 989.690 I 9.40 I 5.32 I .44 990.13 I .00 I I 1.18 .00 I I 1.500 I .000 .00 I 1 .0 JUNCT STR .0050 -I- -I- -I- -I- .0037 -I- .01 -I- 4.90 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 4461.910 -I- 984.800 -I- 5.693 -I- 990.493 2.90 3.69 . 21 990.70 .00 .73 .00 1.000 .000. .00 1 .0 152.330 I .0050 I I -I- -I- -I- -I- .0056 -I- .86 -I- 5.69 -I- .00 -I- .90 -I- .012 -I- .00 .00 1- PIPE 4614.240 -I- 985.560 -I- 5.793 -I- 991.353 -I- I I 2.90 -I- 3.69 -I- I .21 -I- I 991.56 -I- I .00 -I- I .73 -I- .00 -I- I I 1.000 -I- I .000 -I- .00 I 1 .0 I- Page 1 = M� M M an � a M do go- M= M M i r! =0 Page 1 line22a.OUT 0 FILE: LINE22A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison club 100 -yr Phase 1, Line 22a 12/12/05 I Invert Depth water I Q I Vel vel I Energyy I Supper Critical Flow TOP Height/ Base wt No wth Station -!ch Elev (FT) Elev (CFS) I- (FPS) Head I Grd.E1.I Elev Depth ' Width Did. -FT or I.D. ZL Prs /Pip L /Elem slope P -I -I- I -I- - SF Ave' - -I- HF - ISE Dpth - -I- Froude NlNorm -�- Dp - "N" - - X -Fall - ZR - Type Ch I I��ena,r� 1000.000 957.4801 7.820 965.3001 35.401 5.01 .391 965.69 .00 1 1.93 1 .00 1 3.000 1 .0001 .00 1 1 .0 16.660 .1684 I I I .0024 .04 7.82 .00 .70 .012 .00 .00 PIPE 1016.660 960.285 5.054 .965.339 I I 35.40 5.01 .39 I 965.73 I .00 I 1.93 I .00 I 3.000 I .000 I .00 I 1 .0 HYDRAULIC JUMP 1016.660 -I- I 960.285 -I- I .712 -I- I 960.997 I I 35.40 27.54 11.78 I 972.78 I .00 I 1.93 I 2.55 I 3.000 I .000 I .00 I 1 .0 48.101 .1684 I I -I- I -I- -I- -I- .1480 -I- 7.12 -1- .71 -17 6.84 -1- .70 -I- .012 -1- .00 .00 1- PIPE 1064.761 -I- 968.384 -I- .734 969.118 I I 35.40 26.40 10.82 I 979.94 I .00 I 1.93 I 2.58 I 3.000 I .000 I .00 I 1 .0 25.307 .1684 I -I- I -I- I -I- -I- -I- .1305 -I- 3.30, -I- .73 -I- 6.45 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1090.068 -I- 972.644 -I- .759 -I- 973.404 I I 35.40 25.17 9.84 I 983.24 I .00 I 1.93 I 2.61 I 3.000 I .000 I .00 I 1 .0 16.007 .1684 I I -I- I -I- -1- -I- .1141 -I- 1.83 -I- .76 -I- 6.04 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1106.074 -I- 975:339 -I- .786 -I- 976.125 I I 35.40 24.00 8.94 I 985.07 I .00 I 1.93 I I 2.64 3.000 I .000 I .00 I 1 .0 11.469 .1684 I I -I- I -I- -I- -I- .0998 -I- 1.15 -I- .79 -I- 5.66 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1117.544 -I- 977.270 -I- .813 -I- I 978.083 I 35.40 22.88 8.13 I 986.21 I .00 I 1.93 I I 2.67 I 3.000 .000 I .00 I 1 .0 8.776 I .1684 I -I- I -I- -I- -I- .0874 -I- .77 -I- .81 -I- 5.29 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1126.320 -I- 978.748 -I- .841 -I- I 979.589 I 35.40 21.82 I 7.39 986.98 I .00 I I 1.93 I 2.69 I 3.000 .000 I .00 I 1 .0 6.992 .1684 I I I -I- -I- -I- -I- .0764 -I- .53 -I- .84 -I- 4.96 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1133.312 979.925 .870 I 980.795 I 35.40 20.80 I 6.72 987.52 I .00 I I 1.93 I 2.72 I 3.000 .000 I .00 I 1 .0 5.721 .1684 .0669 .38 87 4.64 .70 .012 .00 .00 1- PIPE 0 FILE: LINE22A.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison club 100 -yr Phase 1, Line 22a 4/26/05 Invert Depth ' water } Q vel vel Energyy I Supper CriticallFlOW Top Height/ Base Wt I wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I width IDia. -FTlor I.D_I- ZL INO Prs /Pip L /Elem Ch Slope I 1 SF Ave HF SE Dpth Froude N'Norm - Dp "N" X -Fall ZR Type Ch 1139.033 980.889 .900 981.789 35.40 19.83 6.11 987.90 .00 1.93 2.75 1 3.000 .000j .00 1 1 .0 Page 1 line22a.OUT 4.771 .1684 I I .0586 .28 .90 4.34 .70 .012 .00 .00 PIPE 1143.805 981.692 -1- .932 I 982.624 I I 35.40 18.91 5.55 I 988.18 I .00 I 1.93 i 2.78 I 3.000 I .000 I .00 I 1 .0 4.0321 .1684 I -I- I -I- -I- -I- .05131 .21 -1 .931 4.06 .1- 70 -1 .012 -1 .001 .00 (PIPE 1147.837 -I- 982.371 -I- .965 I 983.336 I I 35.40 18.03 5.05 I 988.38 I .00 I 1.93 I 2.80 I 3.000 I .000 t .00 I 1 .0 3.443 .1684 I -I- I -I- I -I- -I- -I- .0449 -I- .15 -I- .96 -I- 3.80 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1151.280 -I- 982.951 -I- .999 -I- 983.949 I I 35.40 17.19 4.59 I 988.54 I .00 I 1.93 I 2.83 I 3.000 I .000 I .00 I 1 .0 2.960 I .1684 I -I- I -I- -I- -I- .0394 -I- .12 -I- 1.00 -I- 3.55 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1154.240 983.449 1.034 984.483 I I 35.40 16.39 4.17 I 988.66 I .00 I 1.93 I 2.85 I 3.000 I .000 I .00 I 1 .0 2.559 I .1684 I .0345 .09 1.03 3.32 .70 .012 .00 .00 PIPE 1156.798 -I- 983.880 -I- 1.071 I 984.951 I I 35.40 15.63 3.79 I 988.74 I .00 I 1.93 I 2.87 I 3.000 I I .000 .00 I 1 .0 2.219 I .1684 -I- I -I- -I- -I- -I- .0302 -I- .07 -I- 1.07 -I- 3.10 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1159.017 -I- 984.253 -I- 1.109 I I 985.362 I 35.40 14.90 3.45 I 988.81 I I .00 1.93 I 2.90 I 3.000 I I .000 .00 I 1 .0 1.929 I .1684 -I- I -I- -I- -I- -I- .0265 -I- .05 -I- 1.11 -I- 2.90 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1160.946 984.578 1.149 I I 985.727 I 35.40 14.21 I 3.13 988.86 I I .00 1.93 I 2.92 I 3.000 I I .000 .00 I 1 .0 1.677 I .1684 I .0233 .04 1.15 2.71 .70 .012 .00 .00 PIPE 1162.624 984.860 1.191 I I 986.051 I 35.40 13.55 I 2.85. 988.90 I I .00 1.93 I 2.94 I 3.000 I I .000 .00 I 1 .0 1.458 .1684 .0204 .03 1.19 2.53 .70 .012 .00 .00 PIPE 0 FILE: LINE22A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison Club 100 -yr Phase 1, Line 22a 4/26/05 Invert I Depth I water Q I vel vel Energy I Supper IcriticallFloW ToplHeight/ Base wt NO wth station Elev (FT) Elev (CFS) Head I Grd.El_ Elev IDia. -FT or I.D. ZL IPrs /Pip L /Elem - Ch Slope - -I- I - - - -(FPS) SF Avel HF - -I SE Dpth -Depth - N -width - Norm Dp "N" X -Fall - ZR Ch n ******** I ********a t,r,ta *�.* lFroude *a� ,t � r� �� aaa�aaa aa�a�a� a,taaa IType t a�aaa� 1164.082 -I- 985.106 -I- 1.2341 -I- 986.340 35.401 12.92 2.59 988.93 .00 1 1.93 2.95 3.000 .000 .00 1 1 .0 1.265 I .1684 -I- -I- -I- -I- .0179 -i- .02 -I- 1.23 -I- 2.36 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1165.347 -1- I 985.319 -I- I 1.279 I 986.598 I 35.40 12.32 I 2.36 I 988.95 I .00 I 1.93 2.97 I I 3.000 I .000 .00 I 1 .0 1.094 I .1684 I -I- -I- -I- -I- -I- .0157 -I- .02 -I- 1.28 -I- 2.21 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1166.441 -I- 985.503 -I- I 1.326 I 986.830 I 35.40 11.74 I 2.14 I 988.97 I .00 I 1.93 2.98 I I 3.000 I .000 .00 I 1 .0 .941 I .1684 I -I- -I- -I- -I- -I- .0138 -I- .01 -I- 1.33 -1- 2.06 -17 .70 -1- .012 -1- .00 .00 1- PIPE 1167.382 -I- 985.662 -I- I 1.376 I 987:037 I 35.40 11.20 I 1.95 I 988.98 I .00 I 1.93 2.99 I I 3.000 . I .000 .00 I 1 .0 .802 I .1684 I -I- -I- -1- -.1 - -I- ..0122 -I- .01 -I- 1.38 -I- 1.92 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1168.184 985.797 I 1.427 I 987.224 I 35.40 10.68 I 1.77 I 988.99 I .00 I 1.93 3.00 I I 3.000 I .000 .00 I -1 .0 Page 2 r r� �r r rr r r�r err . rr rr rr r� r rr rr rr �r r � Page 3 _ -I- line22a.OUT 6781 .168a I -I- I -I- I -I- -I- -I- 0107 -I- .01 -I- 1.43 -I- 1.79 -I- .70 -I- .012 -I- .00 - .00 1- PIPE 1168.862 985.911 1 -I 1.481 -I- .987.392 I 35.40 I 10.18 1.61 I 989.00 I .00 I 1.93 I 3.00 I 3.000 I .000 I .00 I 1 .0 .564 .1684 I I -I- I -I- -I- -I- 0094 -I- .01 -I- 1.48 -I- 1.67 -I- .70 -I- .012 -I- .00 .00 1- PIPE 1169.426 986.006. -1- 1.538 -I- 987.544 -I- I 35.40 I 9.70 1.46 I I 989.01 .00 I 1.93 I 3.00 I 3.000 I .000 I .00 I 1 .0 .4591 .1684 I I I -I- -1- .00831 .00 -1 1.541 1.55 -1 .70 -I .012 -1 .001 .00 (PIPE 1169.886 986.083 1 -1 1.597 -I- 987.680 I 35.40 I 9.25 1.33 I I 989.01 .00 I 1..93 I 2.99 I 3.000 I .000 I .00 I 1 .0 .362 .1684 I I -I- I -I- -I- -I- 0073 -I- .00 -I- •1.60 -I- 1.44 -I- .70 -I- .012 -I- .00 '00 1- PIPE 1170.248 -I- 986.144 -I- 1.660 -I- 987.804 I 35.40 I 8.82 1.21 I I 989.01 .00 I 1.93 I 2.98 I 3.000 I .000 I .00 I 1 .0 .272 .1684 -I- -I- -I- -I- .0065 -I- .00 -I- 1.66 -I- 1.34 -I- .70 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE22A.W5W W S P G W- CIVILDESIGN version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison Club 100 -yr Phase 1, Line 22a 4/26/05 invert Depth water I Q I vel vel 1 Energy. ! Super �criticallFlow Top Height /'Base Wt! No wth Stati Station Elev (FT) Elev 1 (CFS) (FPS) Head Grd.El_I- Elev Dia. -FT or I.D_I- ZL Prs /Pip Ch Slope I SF Ave HF -I SE Dpth -Depth - Froude N -width - Norm DP "N" X -Fall ZR Type ch 1170.5201 -I- 986.1901 -I- 1.726 -I- 987.9161 35.401 8.41 1.101 989.01 i OQ i 1.93 I 2.97 3.000 I .000 ..00 I 1 .0 28.740 I .0049 I I -I- -I- -I- -I- .0065 -I- .19 -I- 1.73 -I- 1.24 -I- 1.84 -I- .012 -I- .00 .00 1- PIPE 1199.260 -I- 986.332 -I- 1.660 -I- I 987.992 I 35.40 8.82 I 1.21 I 989.20 .00, I 1.93 I 2.98 I I 3.000 I .000 .00 I 1 .0 24.596 I .0049 I I -I- -I- -I- -I- .0073 -I- .18 -I- 1.66 -I- 1.34 -I- 1.84 -I- .012 -I- .00 .00 1- PIPE 1223.856 986.454 1.598 I 988.052 I 35.40 9.25 I 1.33 I 989.38 .00 I 1.93 I 2.99 I I 3.000 I .000 .00 I 1 .0 21.903 I .0049 I I .0083 .18 1.60 1.44 1.84 .012 .00 .00 1- PIPE 1245.759 -I- 986.562 -I- 1.538 -I- I 988.100 -I- I 35.40 9.70 I 1.46 I 989.56 .00 I 1.93 I 3.00 I I 3.000 I .000 .00 I 1 .0 20.040 I .0049 I I -I- -I- -I- .0094 -I- .19 -I- 1.54 -I- 1.55 -I- 1.84 -I- .012 -I- .00 .00 1- PIPE 1265.799 -I- 986.661 -I- 1.482 -I- I 988.143 I 35.40 10.17 I 1.61 I 989.75 .00 I 1.93 I 3.00 I I 3.000 I .000 .00 I 1 .0 18.577 I .0049 I I -1- -I- -I- -I- .0107 -I- .20 -I- 1.48 -I- 1.66 -I- 1.84 -I- .012 -I- .00 .00 1- PIPE 1284.376 986.753 1.428 I 988.181. I 35.40 10.67 I 1.77 I 989.95 .00 I 1.93 I 3.00 I I 3.000 I .000 .00 I 1 .0 17.376 I .0049 I I .0122 .21 1.43 1.79 1.84 .012 .00 .00 1- PIPE 1301.752 -I- 986.839 -I- 1.376 -I- I 988.215 -I- I 35.40 11.19 I 1.94 I 990.16 I .00 1.93 I 2.99 I I 3.000 I .000 .00 I 1 .0 16.368 .0049 -I- -I- -I- .0138 -I- .23 -I- 1.38 -I- 1.92 -I- 1.84 -I- .012 -I- .00 .00 1- PIPE 1318.1201 -I- 986.9201 -I- 1.3271 -I- 988.2471 35.401 11.74 2.141 990.39 1 .00 1 1.93 1 2.98 1 3.000 1 .0001 .00 1 1 .0 4.556 I .0337 I I -I- I -I- I -I- -I- .0142 I -I- .06 I -I- 1.33 I -I- 2.06 -I- 1.06 I -I- .012 I I -I- .00 I .00 1- PIPE I Page 3 m m r m M r r M- i m i m m m m m m m Page 4 line22a.OUT 1322.677 987.073 1 -1- 1.356 988.429 35.40 11.41 2.02 990.45 .00 1.93 2.99 3.000 .000 .00 1 .0 6.379 .0337 - I - - I - - I _ - - I - ,01281 .08 -1 1.361 1.97 -1 1.06 -1 .012 -1 .001 .00 (PIPE 0 FILE: LINE22A.WSW W S P G•W - CIVILDESIGN Version 14.06 PAGE 5 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison Club -yr Phase 1, Li100 ne 22a 4/26/05 Invert ► Depth water l I Q vel l vel I Energyy I supPer CriticallFlow ToplHeight /lease Wtl INO wth Station Elev (FT) Elev I (CFS) (FPS) Head Grd.ff Elev Depth I width Dia. =FT or I.D. ZL IPrs /Pip L /Elem ECh slope l l l SF Avel HF SE Dpth Froude NJNorm Dp 1 "N" l X -Fall ZR IType Ch 1329.0561 -I- 987.288 -I- 1.4061 -I- 988.695) 35.401 10.88 1.84 990.53 .00 1 1.93 1 2.99 1 3.000 1 .000 .00 1 1 .0 5.088 .0337 I I -I- -I- -I- -I- .0113 -I- .06 -I- 1.41 -I- 1.84 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1334.144 -I- 987.460 -I- 1.459 -I- I 988.919 I 35.40 I 10.37 I 1.67 990.59 I .00 I 1.93 I 3.00 I 3.000 I .000 I .00 I 1 .0 4.055 .0337 I I -I- I -1- 71- -I- .0099 -I- .04 -I- 1.46 -I- 1.71 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1338.199 -I- 987.596 -I- 1.515 -I- 989.111 I 35.40 I 9.89 I 1.52 990.63 I .00 I 1.93 I 3.00. I 3.000 I .000 I .00. I 1 .0 3.198 .0337 I I -I- I -I- -I- -I- .0087 -I- .03 -I- 1.51 -I- 1.60 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1341.397 -I- 987.704 -I- 1.573 -I- 989.277 I I 35.40 9.43 I 1.38 990.66 I .00 I 1.93 I 3.00 I 3.000 I .000 I .00 I 1 .0 2.476 .0337 I I -I- I -I- -I- -I- .0077 -I- .02 -I- 1.57 -I- 1.48 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1343.873 -I- 987.788 -I- 1.634 -I- 989.422 I I 35.40 8.99 I 1.26 990.68 I .00 I 1.93 I 2.99 I 3.000 I .000 I .00 I 1 .0 1.849 .0337 I I I -I- -I- -I- -I- .0068 -I- .01 -I- 1.63 -I- 1.38 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1345.722 -I- 987.850 -I- 1.699 -I- 989.549 I I 35.40 8.57 I 1.14 990.69 I I .00 1.93 I 2.97 I 3.000 I .000 I .00 I 1 .0 1.292 .0337 I I -I- -I- -I- -I- .0060 -I- .01 -I- 1.70 -I- 1.28 -I- 1.06 -I- .012 -I- .00 .00 1- PIPE 1347.014 -I- 987.893 -I- I 1.767 -I- 989.660 I I 35.40 8.17 I 1.04 990.70 I I .00 1.93 I 2.95 I 3.000 I .000 I .00 I 1 .0 .786 I .0337 I I -I- -I- -I- -I- .0053 -I- .00 -I- 1.77 -I- 1.19 -I- 1.06 -I- .012 -I- .00 .00 I- PIPE 1347.800 -I- 987.920 -I- 1.839 -I- 989.759 I I 35.40 7.79 I .94 I 990.70 I .00 1.93 I 2.92 I 3.000 I .000 I .00 I 1 .0 3.481 I .0058 I I -I- -I- -I- -I- .0049 -I- .02 -I- 1.84 -I- 1.10 -I- 1.75 -I- .012 -I- .00 .00 1- PIPE 1351.281 -I- 987.940 -I- 1.855 -I- I 989.796 -I- I 35.40 7.71 I .92 990.72. I I .00 1.93 I 2.91 I 3.000 I .000 I .00 I 1 .0 5.069 .0058 -I- -I- -I- .0046 -I- .02 -I- 1.86 -I- 1.08 -I- 1.75 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE22A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2: 3:57 Madison.Club 100 -yr Phase 1, Line 22a 4/26/05 aaa,t,taa�aana�rarrea�a,tr a��n,ttr,nt e�aaaaaeaa�, t�, t��aaaan�at, aor., r, t�aa, t��a��a, t�, tenaaaa, t, t, taa��n��a, t, tr, aaa��a� +.�a,t,t,t�an�ar.aaana��,taa,t a,a,�,ta��e invert De th water Q vel vel Ener Y super Critical Flow Top Height/ Base Wt No wth station Elev (FT) Elev (CFS) (FPS) Head Grd.El.I Elev l Depth width lDia9 -FT or I.D. ZL IPrs /Pip L /Elem Ch slope sF Ave HF isE DpthFroude I NlNOrm Dp I "N" X -Fall ZR Type Ch nnna,tna,t� aancea,t,t,t ea,t�a�,tr. anaaaaaaa ar.,ta,teea� nn,ra,r�� a,t�,t,taa of trrra,t,xa,t r,aa,o-n�a aaae�aa,t atrtrtrfrtra ,r��a� ��.aa �,aa�t *a Page 4 line22a.OUT 1356.350 -I- 987.970 -1- 1.934 -1 989.904' -. 35.40' 7.35 .84' 990.74 .00 1.93 2.87 3.000 ' .000, .00 1 .0 JUNCT STR I .4080 I I -1- -1- -1- -1- .0026 -I- .01. -I- 1.93 -I- 1.00 -I- 71- .012 -1- .00 .00 1- PIPE 1358.850. -I- 988.990 -I- 1.610 -I- I 990.600 I 12.00 3.11 I .15 I 990.75 I .00 I 1.10 2.99 I I 3.000 I .000 .00 I 1 .0 12.524 I .0045 I I -I- -I- -I- -I- .0009 -I- .01 -I- 1.61 -I- .48 -I- 1.02 -I- .012 -I- .00 .00 1- PIPE 1371.374 -I- 989.047 -I- 1.550 -I- I 990.596 -I- I 12.00 3.26 I .16 I 990.76 I .00 I 1.10 3.00 I I 3.000 I .000 .00 I 1 .0 11.692 I .0045 I I -I- -I- -I- .0011 -I- .01 -I- 1.55 -I- .52 -I- 1.02 -I- .012 -I- .00 .00 1- PIPE 1383.066 -I- 989.100 -I- 1.492 -I- I 990.592 I 12.00 3.42 I .18 I 990.77 I .00 I 1.10 3.00 I I 3.000 I .000 .00 I 1 .0 10.919 I .0045 I I -I- -I- -I- -I- .0012 -I- .01 -I- 1.49 -I- .56 -I- 1.02 -I- .012 -I- .00 .00 1- PIPE 1393.985 989.149 1.438 I 990.587 I 12.00 3.58 I .20 I 990.79 I .00 I 1.10 3.00 I I 3.000 I .000 .00 I 1 .0 2.395 I .0045 I I .0013 .00 1.44 .60 1.02 .012 .00 .00 PIPE 1396.380 -I- 989.160 -I- 1.426 -I- I 990.586 I 12.00 3.62 I .20 I 990.79 I .00 I 1.10 3.00 I I 3.000 I .000 .00 I 1 .0 JUNCT STR 5000 -I- -I- -I- -I- .0008 -I- .00. -I- 1.43 -I- .61 -I- -I- .012 -I- .00 .00 I- PIPE 1396.400 -I- 989.170 -I- 1.580 -1- 990.750 4.30 1.62 .04 990.79 .00 .73 1.63 2.000 .000 .00 1 .0 6.280 I .0048 I I -I- -I- -I- -I- .0003 -I- .00 -I- 1.58 -I- .22 -I- .69 -I- .012 -I- .00 .00 1- PIPE 1402.680 -I- 989.200 -I- 1.551 -I- I 990.751 I 4.30 1.65 I .04 I 990.79 I .00 I .73 1.67 I I 2.000 I .000 .00 I 1 .0 -1.000 I .0048 I I -I- -I- -I- -I- .0024 -I- .02 -I- 1.55 -I- .23 -I- .69 -I- .012 -I- .00 .00 1- PIPE 1401.680 -I- 989.200 -I- 1.551 -I- I 990.751 -I- I 4.30 1.65 I .04 I 990.79 I .00 I .73 1.67. I I 2.000 I .000 .00 I 1' .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 5 r m = M M r M r r r M= r = M M E = == M line22b.OUT 0 FILE: LINE22B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:11:49 Madison Club 100 -yr Phase 1, Line 22b 12/12/05 Invert Depth I water Q I vel vel I EnergyY supPer Critical Flow ToplHeight /IBase wtl No wth Station -Ich Elev (FT) I Elev (CFS) (FPS) Head I Grd.El.l Elev Depth width IDia. -FT or I.D. ZL IPrs /Pip L /Elem slope p I I I SF Avel - - HF 'SE - -�- DpthIFroude -1- NlNorm Dp -I- - I "N" - - -�- X Fa11I ZR - Type Ch I 2000.410 -I- 988.7801 -I- .6861 989.4661 9.00 -I- -I- 11.42 2.031 991.49 .00 1.16 1 1.49 1 1.500 .0001 .00 1 .0 4.659 .0349 I I -I- I -I- -I- .0340 -I- .16 -I- .69 -I- 2.77 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2005.070 -I- 988.942 -I- I I .687 989.629 9.00 -I- 11.41 2.02 I I 991.65 .00 I 1.16 I 1.49 I 1.500 I I .000 .00 I 1 .0 52.581 .0349 I I -I- -I- I -I- -I- .0319 -I- 1.68 -I- .69 -I- 2.77 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2057.651 -I- 990.777 -I- I I .712 991.489 9.00 -I- 10.88 I 1.84 I 993.33 .00 I 1.16 I 1.50 I 1.500 I I .000 .00 I 1 .0 20.484 .0349 I I -I- -I- -I- -I- .0280 -I- .57 -I- .71 -I- 2.58 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2078.135 -I- 991.491 -I- I I I .739 992.231 9.00 -I- 10.37 I 1.67 I 993.90 .00 I 1.16 I 1.50 I 1.500 I I .000 .00 I 1 .0 12.135 .0349 I I -I- -I- I -I- -I- .0247. -I- .30 -I- .74 -I- 2.40 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2090.270 -I- 991.915 -I- I I .768 992.682 9.00 -I- 9.89 1.52 994.20 .00 1.16 1.50 1.500 .000 .00 1 .0 8.262 .0349 I I -I- -I- I -I- -I- .0218 -I- .18 -I- .77 -I- 2.24 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2098.532 992.203 I I .797 993.000 9.00 9.43 I 1.38 I 994.38 .00 I 1.16 I 1.50 I 1.500 I I .000 .00 I 1 .0 6.007 I .0349 I I .0192 .12 .80 2.08 .68 ..012 .00 .00 PIPE 2104.539 992.412 -I- I I .828 993.241 9.00 -I- 8.99 I 1.26 I 994.50 .00 I 1.16 I 1.49 I 1.500 I I .000 .00 1 1 .0 4.5241 I .0349 I -I- -I- I -I- ,01691 .08 -1 .831 1.93 -1 .68 -1 .012 -1- .001 .00 (PIPE 2109.063 -I- 992.570 -I- I I .861 993.432 9.00 -I- 8.57 I 1.14 I 994.57 .00 I 1.16 I 1.48 I 1.500 I I .000 .00 I 1 .0 3.471 I .0349 I -I- -I- I -I- -I- .0150 -I- .05 -I- .86 -I- 1.80 .68 -I- -I- .012 -I- .00 .00 1- PIPE 2112.534 992.691 I I .896 993.587 9.00 8.17 I 1.04 I 994.62 .00 I 1.16 I 1.47 I I 1.500 I .000 .00 I 1 .0 2.657 .0349 .0132 .04 90 1.66 .68 .012 .00 .00 1- PIPE 0 FILE: LINE2 M WSW W S P G w- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:11:49 Madison club 100 -yr Phase 1, Line 22b 4/21/05 Invert Depth Water Q ! vel vel Energy Super ToplHeight /!Base Wtl No wth station Elev (CFS) I (FPS) Head Grd.0 ICriticallFlow Elev Depth Width Did. -FTIOr I.D. ZL Prs /Plp L /Elem Ch.S10pe I -1 SF Ave HF SE DpthlFroude NlNorm Dp -I "N" I X -Fall! ZR Type Ch Page 1 Page 2 line22b.OUT 2115.191 992.7841 .9331 993.7171 9.00 7.79 .94 994.66 1 .00 1 1.16 II 1.45 1 1.500 I .0001 .00 1 .0 2.019 I .0349 I .0117 .02 .93 1.54 .68 .012 .00 .00 1- PIPE 2117.210 -I- 992.854 -I- .972 -I- I I 993.826 9.00 I 7.43 .86 I 994.68 I :00 I 1.16 I 1.43 I 1.500 I .000 I .00 I 1 .0 1.481 .0349 I I -I- -I- -I- -I- .0104 -I- .02 -I- .97 -I- 1.42 -I- .68 -I- .012 -I- .00 .00 1- PIPE 2118.691 992.906 1.013 I I 993.920 9.00 I 7.08 .78 I 994.70 I .00 I 1.16 I 1.40 I 1.500 I .000 I .00 I 1 .0 1.021 .0349 I I I .0093 .01 1.01 1.31 .68 .012 .00 .00 PIPE 2119.712 -I- 992.942 -I- 1.058 -I- I 994.000 9.00 I 6.75 .71 I 994.71 I .00 I 1.16 I 1.37 I 1.500 I .000 I .00 I 1 .0 .602 .0349 I I -I- -I- I -I- -I- .0083 -I- .00 -I- 1.06 -I- 1.21 -I- .68 -I- .012 -I- .00 .00 1- PIPE 2120.314 -I- 992.963 -I- 1.107 -I- I 994.069 9.00 I 6.44 .64 I I 994.71 .00 I 1.16 I 1.32 I 1.500 I .000 I .00 I 1 .0 .206 .0349 I I -I- -I- I -I- -I- .0074 -I- .00 -I- 1.11 -I- 1.10 -I- .68 -I- .012 -I- .00 .00 1- PIPE 2120.520 -I- 992.970 -I- 1.160 -I- I 994.130 9.00 I 6.14 .58 I I 994.71 .00 I 1.16 I 1.26 I 1.500 I .000 I .00 I 1 .0 3.627 .0051 I I -I- -I- I -I- -I- .0067 -I- .02 -I- 1.16 -I- 1.00 -I- 1.50 -I- .012 -I- .00 .00 1- PIPE 2124.147 -I- 992.988 -I- 1.219 -I- I 994.208 9.00 I 5.85 .53 I I 994.74 .00 I 1.16 I 1.17 I 1.500 I I .000 .00 I 1 .0 19.563 .0051 I I -I- -I- I -I- -I- .0061 -I- .12 -I- 1.22 -I- .90 -I- 1.50 -I- .012 -I- .00 .00 1- PIPE 2143.711 -I- 993.088 -I- 1.287 -I- I 994.375 9.00 I 5.58 I .48 I 994.86 .00 I I 1.16 1.05 I 1.500 I I .000 .00 I 1 .0 72.242 .0051 I I I -I- -I- -I- -I- .0056 -I- .41' -I- 1.29 -I- .79 -1- 1.50 -17 .012 -1- .00 .00 1- PIPE 2215.953 -I- 993.456 -I- 1.370 -I- I 994.826 9.00 I 5.32 I .44 I 995.26 .00 I I 1.16 .85 I 1.500 I I .000 .00 I 1 .0 172.956 .0051 -I- -I- -1- -I- .0056 -I- .98 -I- 1.37 -I- .66 -I- 1.50 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE22B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12- 12-2005 Time: 2:11:49 Madison Club 100 -yr Phase 1, Line 22b 4/21/05 Station. Invert I Depth I water Q vel vel Energy I supper critical FLOW TOP Height /IBase Wt INO wth Elev (FT) Elev (CFS) (FPS) Head Head Grd.ET. Elev Dia. -FTIor I . ZL /Pip L /Elem - Ch Slope + - -I- -�- - 1 -I- SF Avel HF iSE - -I Dpth -Depth - Froude N -width - Norm DP "N" N "* X-Fal l X -Fa1 -I -IPrs ZR ZR IType ype ch Ch a a the l * ** I n an as l r,a aar, r, l aaae* ne * aaa l a raa I r,naaa a l r.a r as * as l a,ra na I 2388.909 994.337 1.500 995.8371 9.00 5.09 .401 996.24 1 1.50 1.16 1 .00 1 1.500 .000 .00 1 .0 263.611 .0051 .0060 1.59 1.50 .00 1.50 .012 .00 .00 PIPE 2652.5201 -1- 995.6801 -1- 1.8321 -1- 997.5121 9.001 -1- 5.09 .401 997.91 1 .00 1 1.16 1 .00 1 1.500 1 .0001 .00 1 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 2 Page 1 line22c.OUT 0 FILE: LINE22C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:21: 9 Madison Club 100 -yr Phase 1, Line 22c 12/12/05 I Invert I Depth I water Q I Vel Vel Energyy I super ICritical Flow ToplHeight /IBase wtI INO wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head Grd.El.1 Elev I Depth Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem Ich Slope I -I- -I- -I SF HF -1 ISE DpthlFroude NlNOrm I DP -I- -I- I "N" -I- I X -Fa111 ZR - IType Ch *Ave 3006.270 988.220 2.380 990.60011 14.40 4.58 .33 990.93 .00 1.37 .00 2.000 .000 .00 1 .0 91.970 -.0050 I I i .0035 .32 .00 .00 .00 .012 .00 .00 PIPE 3098.240 -I- 987.760 -I- 3.199 -I- 990.959 I 14.40 I 4.58 ..33 I I 991.28 .00 I 1.37. I .00 I 2.000 I I .000 .00 I 1 .0 7UNCT STR .2870 I I -I- I -I- -I- -I- .0018 -I- .01 -I- .00 -I- .00 -I- -I- .012 -I- .00 .00 I- PIPE 3103.570 -I- 989.290 -I- 1.997 -I- 991.287 I 2.30 I 1.30 .03 I I 991.31 .00 I .57 I .00 I 1.500 I I .000 .00 I 1 .0 15.154 .0333 I I -I- I -I- -I- -I- .0004 -I- .01 -I- .00 -I- .00 .34 -I- -I- .012 -I- .00 .00 1- PIPE 3118.724 -I- 989.794 -I- 1.500 -I- 991.294 -I- I 2.30 I 1.30 .03 I I 991.32 1.50 I .57 I .00 I 1.500 I I .000 .00 I 1 .0 4.119 .0333 I I I -I- -I- -I- .0004 -I- .00 -I- 1.50 -I- .00 .34 -I- -I- .012 -I- .00 .00 1- PIPE 3122.844 989.931 -1 1.361. -I- 991.292 I 2.30 I 1.37 .03 I I 991.32 .00 I .57 I .87 I 1.500 I I .000 .00 I 1 .0 2.3691 I .0333 I -I- I -I- -I- -I- 0004 -I- .00 -I- 1.36 -I- .17 .34 -I- -I- .012 -I- .00 .00 1- PIPE 3125.212 -I- 990.010 -I- 1.280 -I- 991.290 I 2.30 I 1.43 .03 I I 991.32 .00 I .57 I 1.06 I 1.500 I I .000 .00 I 1 .0 1.930 I .0333 I -I- I -I- -I- -I- .0004 -I- .00 -I- 1.28 -I- .21 .34 -I- -I- .012 -I- .00 .00 1- PIPE 3127.142 990.074 -I- 1.214 -I- I 991.288 -I- 2.30 I 1.50 .04 I I 991.32 .00 I .57 I 1.18 I I 1.500 I .000 .00 I 1 .0 1.6701 I .0333 I I -I- -I- -I- 0004 -I- .00 -I- 1.21 -I- .23 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3128.812 -I- 990.130 -I- 1.155 -I- I 991.285 -I- 2.30 I I 1.57 .04 I 991.32 .00 I I .57 1.26 I I 1.500 I .000 .00 I 1 .0 1.484 I .0333 I I -I- -I- -I- .0005 -I- .00 -I- 1.16 -I- .26 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3130.296 990.179 -I- 1.103 -I- I 991.282 2.30 I I 1.65 .04 I 991.32 I .00 I .57 1.32 I I 1.500 I .000 .00 I 1 .0 1.3411 .0333 -I- -I- -I- .00051 .00 -1 1.101 .28 -1 .34 -1 .012 -1 .001 .00 (PIPE 0 FILE: LINE22C.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:21: 9 Madison Club 100 -yr • Phase 1, Line 22c 8/18/05 I Invert Depth I water Q I vel Vel Ener Y SupPer 1critical FLOW To p�Dia9 IHei ht /IBase wt1 No Wth Station -!Ch Elev - - (FT) - + III - Elev I (CFS) Head- Grd.ET. Elev -FT or I.D: ZL Prs /Pip L Elem / slope P -I- I - -(FPS) -I SF Ave - - -I HF ISE DpthlFroude -Depth - N -width Norm Dp "N" - X -Fall - ZR Type Ch *� 3131.637 -I- 990.224 -I- 1.055 -I- 991.278 -I- 2.30 -I- 1.73 .05 -I- -I- 991.32 i -I- .00 1 -I- .57 -I- 1'.37 -1- i 1.500 -I- .000 -I- .00 1 .0 I- Page 1 �r r rr r� r rr rr rr r r r r r r r r r ■r it Page 2 line22c.OUT 1.220 .0333 I .0006 .00 1.06 .31 .34 .012 .00 .00 PIPE 3132.857 990.264 I 1.010 I 991.274 I 2.30 I 1.82 I .05 991.33 I I .00 .57 I 1.41 I 1.500 I .000 I .00 I 1 .0 1.114 .0333 I .0007 .00 1.01 .34 .34 .012 .00 .00 PIPE 3133.971 -I- 990.301 -I- I .969 I 991.270 I 2.30 I 1.91 I .06 991.33 I I .00 .57 I 1.43 I 1.500 I I .000 .00 I 1 .0 1.024 .0333 I -I- I -I- -I- -I- -I- .0008 -I- .00 -I- .97 -i- .37 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3134.994 -I 990.335 - -I- .930 I 991.265 I 2.30 I 2.00 I .06 991.33 I I .00 .57 =1- I 1.46 I 1.500 I I .000 .00 I 1 .0 .365 .0333 I -1- I 71- -1- -1- -1- .0009 -I- .00 -1- .93 .40 -I- .34 -I- .012 -1- .00 .00 1- PIPE 3135.360 990.347 .893 I 991.241 I 2.30 I 2.10 I .07 991.31 I I .00 .57 I 1.47 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 3135.360 -I- I 990.347 -I- I .337 I 990.685 I 2.30 I 7.74 I .93 991.61 I I .01 .57 I 1.25 I 1.500 I I .000 .00 I 1 .0 36.243 .0333 I -I- I -I- -I- -I- -I- .0333 -I- 1.21 -I- .35 -I- 2.80 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3171.603 -I- .991.553 -I- I .337 991.890 I 2.30 I 7.74 I .93 992.82 I I .01 .57 I 1.25 I 1.500 I I .000 .00 I 1 .0 34.757 .0333 I I -I- -I- -I- -I- -1- .0324 -I- 1.13 -I- .35 -I- 2.80 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3206.359 -I- 992.709 -I- I .342 -I- 993.051 I I 2.30 7.59 I .89 993.94 I I .01 .57 I 1.26 I 1.500 I I .000 .00 I . 1 .0 18.506 .0333 I I -I- -I- -I- -I- .0295 -I- .55 -I- .36 -I- 2.73 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3224.865 -I- 993.324 -I- .354 -I- 678 993.'678 I I 2.30 7.24 I .81 I 994.49 I .01 .57 I 1.27 I 1.500 I I .000 .00 I 1 .0 8.277 .0333 -I- -I- -I- -I- .0258 -I- .21 -I- 37 -I- 2.55 -I- .34 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE22C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:21: 9 Madison Club 100 - y r Phase 1, Line 22c 8/18/05 ��a�, tai, taa�, t, t�f, t, atrtrtra�, tae��ae��* tra��aa��at, aa�n, t��, t� ,t�aa��,ta,t,t��a��,o-tr�a,te, tar., t�ne��t, t, o-��, t, tnn��neaaaara�� ,t,t,t�,tna,rnat�� a��a��aa Invert Depth Water I Q Vel vel Ener Y ! Super ICriticallFloW Top Height/ Base Wtl INO Wth station I Elev (FT) Elev (CFS) Head I Grd.El_I- Nev IDia9 -FT or I.D. ZL /Pip L /Elem ICh - Slope - - - -I- -I I -(FPS) -I SF Avel HF ISE laaaa -I -Depth - DpthlFroude N -width - Norm Dp "N" X -Fall 1-* ZR -IPrs Type Ch aaaaaaa 3233.142 -I- 993.6001 -I- .366 -I- 993.9651 2.301 6.90 .74 994.70 I .01 I .57 1.29 1.500 .0001 .00 1 .0 5.099 I .0333 I I -I- -I- -I- -I- .0226 -I- .12 -I- .38 -I- 2.39 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3238.241 993.769 .378 I 994.148 I 2.30 6.58 I .67 I 994.82 I .01 .57 I 1.30 I 1 1.500 I .000 .00 I 1 .0 3.553 I .0333 I I .0197 .07 .39 2.24 .34 .012 .00 .00 PIPE 3241.794 -I- 993.888 -I- .391 -I- I 994.279 I 2.30 6.27 I .61 I 994.89 I .01 I .57 1.32 I I 1.500 I .000 .00 I 1 .0 2.626 I .0333 I -I- -I- -I- -I- .0173 -I- 05 -I- .40 -I- 2.09' -I- .34 -I- .012 -I- .00 .00 1- PIPE 3244.420 -I- 993.975 -I- I .405 -I- I 994.380 I 2.30 5.98 I .56 I 994.93 I .01 I .57 1.33 I I 1.500 I .000 .00 I 1 .0 2.009 I .0333 I -I- -I- -I- -I- .0151 -I- .03 -I- .41 -I- 1.96 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3246.429 994.042 I .419 I 994.460 I 2.30 5.70 I .50 I 994.97 I .01 I .57 1.35 I I 1.500 I .000 .00 I 1 .0 Page 2 Page 3 line22c.OUT 1.561 .0333 I I I .0132 .02 .43 1.84 .34 .012 .00 .00 PIPE 3247.990 -I- 994.094 -I- .433 -I- 994.527 I i 2.30 5.44 .46 I 994.99 I .01 I .57 I 1.36 I 1.500 I .000 I .00 I 1 .0 1.227 I .0333 I -I- -I- -I- -I- .0116 -I- .01 -I- .44 -I- 1.72 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3249.217 -I- 994.134 -I- .448 -I- I 994.583 I I 2.30 5.18 ..42 I 995.00 I .01 I .57 I 1.37 I 1.500 I .000 I .00 I 1 .0 .961 .0333 I I -I- -I- -I- -I- .0101 -I- .01 -I- .46 -I- 1.61 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3250.177 -I- 994.166 -I- .464 -I- i 994.631 I I 2.30 4.94 .38 I 995.01 I .01 I .57 I 1.39 I 1.500 I .000 I .00 I 1 .0 .745 .0333 I I -I- -I- -I- -I- .0089 -I- .01 -I- .47 -I- 1.50 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3250.922 -I- 994.191 -I- .480 -I- I I 994.672 I 2.30 4.71 I .34 995.02 I .01 I .57 I 1.40 I 1.500 I .000 I .00 I 1 .0 .566 .0333 -I- -I- -I- -I- .0078 -I- .00 -I- 49 -I- 1.41 -I- .34 -I- .012 -I- .00 .00 1- PIPE 0 FILE: LINE22C.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:21: 9 Madison Club 100 -yr Phase 1, Line 22c 8/18/05 Station Invert i epjh ' Q ! vel vel Energy super (Critical Flow ToplHeight/ Base wt INO wth Elev - - _�- Elevr (C FS) I (FPS) Head- Grd.ET. Elev I Depth IDia. -FT or I.D_ ZL IPrs /Pip L /Elem Ch Slope I -I- -I- -I SF Ave - HF - SE D thlFroude P -I N -width Norm D -1 P I "N" I X -Fall - Z R -1 (Type Ch 3251.489 -I- 994.210 -I- .497 -I- 994.707 -I- 2.30 4.49 .31� 995.02 1 .01 1 .57 1.41 1.500 1 .000 .00 1 .0 .412 I .0333 I I -I- -I- -I- .0068 -I- .00 -I- .50 -I- 1.32 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3251.901 994.224 -1 .515 -I- I 994.739 I 2.30 4.28 I .28 I 995.02 I .00 I .57 1.42 I 1.500 I I .000 .00 I 1 .0 .2751 I .0333 I I -I- -I- -I- -I- 0060 -I- .00 -I- .52 -I- 1.23 -I- .34 -I- .012 -I- .00 .00 1- PIPE 3252.176 -I- 994.233 -I- .533 -I- I 994.766 -I- I 2.30 4.08 I .26 I 995.03 I .00 I .57 1.44 I 1.500 I I .000 .00 I 1 .0 .162 I .0333 I I -I- -I- -I- .0052 -I- .00 -I- .54 -I- 1.15 -I- .34 -I- .012 -I- .00 .00 I- PIPE 3252.338 994.238 -I- .552 -I- I 994.791 I 2.30 3.89 f .24 I 995.03 I .00 I .57 1.45 I 1.500 I I .000 .00 I 1 .0 .0521 I .0333 I I -I- -I- -I- .00461 .00 -1 .561 1.07 -I .34 -1 .012 -1 .001 .00 (PIPE 3252.390 -I- 994.240 -I- .573 -I- I 994.813 -I- I 2.30 3.70 I .21 I 995.03 I .00 I .57 1.46 I I 1.500 I .000 .00 I 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 r = = = = = = = M = M M = = = = = = M line22d.OUT 0 FILE: LINE22D.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:16:10 Madison Club 100 -yr Phase 1, Line 22d 12/12/05 I Invert I Depth I water I Q I Vel vel I Energyy 1 Su IcriticallFlOw ToplHeight/ Base Wtl No wth Station I Elev -1- I (FT) Elev I (CFS) I (FPS) Head I Grd.E1.I Ter Elev I Depth I Width IDia. -FT,or I.D.1 ZL Prs /Pip L /Elem 1Ch slope I SF Avel HF SE DpthlFroude. Froude N NINOrm Nor Dp I "N" X -Fall ZR ZR Type Ch Type ch aae aaaan I a t ye a apt a a,+ a,t r ,t i irAtrai trfrir +ra an a aaa,ta a it a o-a t ttra r,tt, I 1 aa1 I I 3998.1401 -I- 990.4201 -I- .7781 991.198 -I- 7.701 8.321 1.071 992.27 .01 1 1.08 I 1.50 1.500 I .0001 .00 1 1 .0 25.128 .0190 I I -I- I -I- -I- -I- .0190 -I- .48 -I- .79 -I- 1.87 .78 -I- -I- .013 -I- .00 .00 1- PIPE 4023.269 -I- 990.897 -I- .778 991.675 -I- I 7.70 I 8.32 I 1.07 I 992.75 .01 I 1.08 I 1.50 I I 1.500 I .000 .00 I 1 .0 60.157 .0190 I I -I- I -I- -I- -I- .0179 -I- 1.08 -I- -.79 -I- 1.87 .78 -I- -I- .013 -I- .00 .00 1- PIPE 4083.426 -I- 992.040 -I- .808 992.848 -I- -I- I 7.70 I 7.94 I .98 I 993.83 .01 I 1.08 I 1.50 I I 1.500 I .000 .00 I 1 .0 17.923 .0190 -I- -I- -I- .0158 -I- .28 -I- .82 -I- 1.74 .78 -I- -I- .013 -I- .00 .00 1- PIPE 4101.349 992.380 -I .839 993.220 -I- -I- 7.70 7.57 .89 994.11 .01 1.08 1.49 1.500 .000 .00 1 .0 9.4141 .0190 I I I -I- I -I- -I- 0140 -I- .13 -I- .85 -I- 1.61 .78 -I- -I- .013 -I- .00 .00 1- PIPE 4110.763 992.559 -I- .873 993.432 -I- 7.70 I 7.22 I .81 I 994.24 .01 I 1.08 I 1.48• I I 1.500 I .000 .00 I 1 .0 5.7241 .0190 I I -I- I -I- -I- -I- 0123 -I- .07 -I- .88 -I- 1.50 -I- .78 -I- .013 -I- .00 .00 1- PIPE 4116.487 -I- 992.668 -I- I .908 993.576 -I- 7.70 I 6.88 I .74 I 994.31 .01 I I 1.08 1.47 I I 1.500 I .000 .00 I 1 .0 3.634 .0190 I I -I- I -I- -I- -I- .0109 -I- .04 -I- .92 -I- 1.39 -I- .78 -I- .013 -I- .00 .00 1- PIPE 4120.121 992.737 -1 I .946 993.683 -I- -I- 7.70 I 6.56 I .67 I 994.35 .01 I I 1.08 1.45 I I 1.500 I .000 .00 I 1 .0 2.2511 .0190 I I I -I- -I- -I- 0097 -I .02 -. -I- 95 -I- 1.28 -I- .78 -I- .013 -I- .00 .00 1- PIPE 4122.372 992.780 -I I .985 993.765 -I- -I- 7.70 I 6.26 I .61 I 994.37 I .O1 I 1.08 1.42 I I 1.500 I .000 .00 I 1 .0 1.zo-I 1.207 I 0190 I I -I- -I- -I- -I- .01 -I- .99 -I- 1.19 -I- .78 -I- .013 -I- .00 .00 I- PIPE 4123.579 992.803 -1 I 1.028 993.831 -I- I 7.70 5.96 I .55 I 994.38 I .01 I 1.08 1.39 I I 1.500 I .000 .00 I 1 .0 38-I .381 0190 -I- -I- -I- -I- -I- .00 -I- 1.03 -I- 1.09 -I- .78 -I- .013 -I- .00 I- PIPE 0 FILE: LINE22D.WSW W S P G W- CIVILDESIGN version 14.06 .00 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:16:10 Madison Club 100 - y r Phase 1, Line 22d 4/21/05 �, t�a��a ,ta�ea�aa,rr.�a�,re,ta,tr.t aaaaaa�, aa�a, tt, naa�� ,taaa�aa,taa�n,ta�c�a�aa��nt �aaaaaa��, t�anan��a, o-�, aaaaa, rr., t,t,ta,a,t,raa,r�,aaeea,renaaa� an�n�aa,o- I Invert Depth 1 water Q Vel vel I Ener Y Su er lcriticallFlow To p Hei ht /IBase wt No Wth station I El el -�- (FT) Elev (CFS) Head Grd.ff I Epev Depth Dia9 -FTIor I.D. ZL Prs /Pip L /Elem ICh S10pe I -I- - I - - -(FPS) -I -I- SF Avel I HF -15E D th�FrOUde I p l -I i NIN -width rm o Dp -I- N I - -�- X Fall] - ZR Type ch Page 1 Page 2 line22d.0UT 4123.960 -I- 992.810 -I- 1.075 993.885 -I- 7.70 5.68 .50 994.39 .00 1.08 1.35, 1.500 .000 .00 1 .0 7.061 .0061 I I -I- -I- -I- -I- .0061 -I- .04 -I- 1.08 -I- 1.00 -I- 1.08 -I- .012 -I- .00 .00 1- PIPE 4131.021 -I- 992.853 -I- I 1.080 993.933 I 7.70 I 5.65 .50 I 994.43 I I .00 1.08 I 1.35 I I 1.500 I .000 .00 I 1 .0 531.189 I .0061 I -I- -I- -I- -I- -I- .0060 -I- 3.20 -I- 1.08 -I- .99 -I- 1.08 -I- .012 -I- .00 .00 1- PIPE 4662.210 -I- 996.080 -I- I 1.080 997.160 -I- I I 7.70 5.65 .50 I 997.66 I I .00 1.08 I 1.35 I I 1.500 I .000 .00 I 1 .0 a -I- - -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 = = = = = M line22e.OUT 0 FILE: LINE22E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:26:22 Madison Club 100 -yr Phase 1, Line 22e 12/12/05 �+.a�,+,+aa�aea,r�aaa�,taa�a�r *, t, taaeaa�, t, t��tr��nn�e�a�a�a� ,rar.��,��,ta,ta tn��a�e�a��na��an�aa�na��aa�aan��a��e ,r,rn��n�ftneaa�aannn,rna a�,a�aa�a Invert Depth water I Q I Vel vel I Energy I super CriticallFlow Top Height/ Base Wtl INO wth Station I Elev (FT) Elev I (CFS) (FPS) Head I Grd.El Eyev I Depth I width ,Dia. -FTIor I.D. ZL IPrs /Pip L /Elem ICh slope I I I SF Ave l HF ISE DpthlFroude NiNorm Dp I "N" I X -Falli ZR Type Ch aa��,aa,t�,t n+rt.,r,ta��,t �,t,t,aaran,t amt �r.a�atr �a�,tea�aa �aa,r�� ar,ta,ta�a I eaaan��t ,r e��a�,t� �,r,raa�� e,tt �e�aa ta��,t,ttr (��a�,ttr� ��aaa aaa��aa 5002.4101 989.0301 2.1201 991.1501 7.901 4.47 .311 991.46 1 .00 I 1.09 1 .00 1 1.500 1 .0001 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 37.229 .0231 .0057 .21 .00 .00 .75 .013 .00 .00 PIPE I I I I I I I I I 5039.640 989.890 1.500 991.390 7.90 4.47 .31 I 991.70 1.50 1.09 I .00 I 1.500 .000 I .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I 5039.640 989.890 .746 990.636 I 7.90 9.00 1.26 I 991.89 .08 1.09 I 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 21.200 .0231 .0224 .48 .83 2.07 .75 .013 .00 .00 PIPE I I I 1 I I I I I I I I I 5060.840 990.380 .758 991.138 7.90 8.82 1.21 992.35 .01 1.09 1.50 1.500 .000 .00 1 .0 85.835 I .0186 .0186. 1.59 .77 2.01 .76 .012 .00 .00 PIPE 1 I I I I I I I I I I I 5146.675 991.974 .758 992.732 7.90 8.82 1.21 993.94 .01 1.09 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 73.404 .0186 .0181 1.33 .77 2.01 .76 .012 .00 .00 PIPE I I I I I I I i I I I I I 5220.079 993.337 .770 994.107 7.90 8.64 1.16 995.27 .01 1.09 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 37.841 .0186 .0166 .63 .78 1.95 .76 .012 .00 .00 PIPE I I I I I I I I I I I I I 5257.920 994.040 .800 994.840 7.90 8.24 1.05 995.89 .00 1.09 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 10.649 .0185 .0150 .16 .80 1.81 .76 .012 .00 .00 PIPE I I I I I I I I I I I I I 5268.570 994.236 .817 995.053 7.90 8.03 1.00 996.06 .00 1.09 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.337 .0185 .0137 .17 .82 1.75 .76 .012 .00 .00 PIPE I I I I I I I I I I I I I 5280.907 994.464 .849 995.313 7.90 7.66 .91 996.22 .00 1.09 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 7.666 .0185 .0121 .09 .85 1.62 .76 .012 .00 .00 PIPE 0 FILE: LINE22E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date:12 -12 -2005 Time: 2:26:22 Madison Club 100 -yr Phase 1, Line 22e 9/15/05 I Invert Depth water I Q Vel Vel I Ener y I Super ICriticallFl0W To Hei ht /lBase wtl INO wth Station Elev (FT) I Elev (CFS) (FPS) Head I Grd.Ey_I- Epev -I -Depth -I - Width pIDia9 -FTIOr I.D_ - ZL -IPrS /Pip - - - - - - -I- -I- L/Elem Ch slope SF Avel HF SE DpthlFroude N Norm Dp "N" X -Fall ZR IType Ch t.��aaaa,t I �.�aa�t:a � aaa� ,t� I ��a��aa aaa�n 5288.573 994.605 .883 995.488 7.90 7.30 .83. 996.32 f .00 1.09 1.48 1.500 i .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 Page 2 line22e.OUT 5.074 .0185 I I .0107 .05 .88 1.50 .76 .012 .00 .00 PIPE 5293.646 -I- 994.699 -I- I .919 I 995.618 I 7.90 6.96 I .75 I 996.37 I .00 I 1.09 1.46 I I 1.500 I .000 I .00 1 .0 3.378 .0185 I -I- -I- -I- -I- -I- .0095 -I- .03 -I- .92 -I- 1.39 -I- .76 -I- .012 -I- .00 1- .00 PIPE 5297.024 I 994.761 I .957 I 995.718 I 7.90 6.64 I .68 I 996.40 I .00 I 1.09 1.44 I I 1.500 I .000 I .00 1 .0 2.142 .0185 .0084 .02 .96 1.29 .76 .012 .00 .00 PIPE 5299.167 -I- 994.801 -I- .997 -I- 995.798 7.90 6.33 .62 996.42 .00 1.09 1.42 1.500 .000 .00 1 .0 1.191 .0185 I I I -I- -I- -I- -I- .0075 -I- .01 -I- 1.00 -I- 1.19 -I- .76 -I- .012 -I- .00 1- .00 PIPE 5300.357 -I- 994.823 -I- 1.041 I 995.864 I 7.90 6.04 I .57 I 996.43 I .00 I 1.09 1.38 I I 1.500 I .000 I .00 1 .0 .383 .0185 I I -I- -I- -I- -I- -I- .0067 -I- .00 -I- 1.04 -I- 1.09 -I- .76 -I- .012 -I- .00 1- .00 PIPE 5300.740 -I- 994.830 -I- I 1.089 -I- I 995.919 I 7.90 5.75 I .51 I 996.43 I .00 I 1.09 1.34 I I 1.500 I .000 I .00 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 2 v , 0 � I A . swale capacity analysis.txt Madison Club -.12' Drainage Swale Analysis at Low Points Maximum slope = 3:1 on 5' side and 4:1 on 7' side All flow is contained within the swale »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------- -------------- -- NORMAL DEPTH(FEET) = •1.67 CHANNEL .Z1(HORIZONTAL /VERTICAL) = 4.20 Z2(HORIZONTAL /VERTICAL) = .3.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.010000 MANNINGS.FRICTION FACTOR ='0.0350 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- »»> NORMAL DEPTH FLOW(CFS) = 36.85 FLOW TOP- WIDTH(FEET) = 12.02 FLOW AREA(SQUARE FEET) = 10.04 HYDRAULIC DEPTH(FEET)'= 0.83 FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.67 UNIFORM FROUDE NUMBER = 0.708. PRESSURE + MOMENTUM(POUNDS) 610.86 AVERAGED VELOCITY-HEAD(FEET) = 0.209 SPECIFIC-ENERGY(FEET) = 1.879 CRITICAL -DEPTH FLOW INFORMATION: --------------------------------------------------------------- CRITICAL FLOW TOP- WIDTH(FEET) = 10.48 CRITICAL FLOW AREA(SQUARE FEET) = 7.63 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.73 'CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 4.83 CRITICAL DEPTH(FEET) = 1.46 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 575.94 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.362 'CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.818 This is the maximum flow at a swale low point before the street is innundated. Based on catch basin placement, capacity and hydrologic boundaries this maximum flow in the swale will never be reached.. Therefore the catch basin capacity, not the swale, is the limiting factor in storm water conveyence.. c7 r` (Z I i Page 1 E �R?IV/TiC I J Li e n r ME s om- •00, mw swam ma jm. m �} w J Q U) w 0 w w J 0 a a w cf) 10% MAX. 2.4'x1.5' J CULVERT 20' STREET SECTION' 12' DRAINAGE SWALE SECTION B -B TYP. DRIVEWAY THROUGH SWALE OPTION B 1 =5 PER PRECISE GRADING PLANS PAD. PER ROUGH GRADING PLANS 18' l 1 t 1 culvert typ.txt section B -B Culvert Calculation All calculator output should be verified prior to design use Entered Data: shape . Number of Barrels solving for ..... chart Number .... scale Number . Chart Description scale Deccription Overtopping ..... Flowrate ........ Manning's n . Roadway Elevation Inlet Elevation . outlet Elevation Diameter ......... Length .......... Entrance Loss ... Tailwater ....... Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL off 5.8000 cfs 0.0130 995.2500 ft 992.7500 ft 992.6300 ft 1.5000 ft 12.0000 ft 0.0000 0.9000 ft Computed Results: Headwater ....................... 994.1727 ft Inlet Control slope ........................... 0.0100 ft /ft velocity ........................ 6.0944 fps Messages: Inlet head > outlet head. Computing Inlet Control headwater. Solving inlet Equation 26. Solving Inlet Equation 28. Headwater: 994.1727 ft Performance table - for single barrel only: DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH cfs ft ft ft ft ft 1.16 993.30 0.54 0.55 NA 0.34 0.93 2.32 993.55 0.80 0.70 NA 0.48 0.58 3.48 993.77 1.02 0.87 NA 0.59 0.71 4.64 993.97 1.22 1.07 NA 0.70 0.83 5.80 994.17 1.42 1.28 NA 0.80 0.93 6.96 994.37 1.62 1.44 NA 0.89 1.02 8.12 994.63 1.88 1.60 NA 0.99 1.10 9.28 994.85 2.10 1.76 NA 1.09 1.18 10.44 995.14 2.39 1.93 NA 1.22 1.24 11.60 995.06 0.00 2.31 M2 1.50 1.24 *12.76 995.19 0.00 2.44 M2 1.50 1.24 *CULVERT WILL PASS UP TO 12.76 CFS. Page 1 OUTLET VEL. DEPTH fps ft 1.05 0.34 4.78 0.48 5.34 0.59 5.76 0.70 6..09 0.80 6.36 0.89 6.57 0.99 6.71 1.09 6.78 1.22 6.S6 1.50 7.22 1.50 TAILWATER VEL. DEPTH fps ft 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 0.00 0.90 w W -i uj 0 z < 6" PCC PER PRECISE N o N GRADING PLANS o > o PAD MAX 10% MAX. / \ 77 ' 2.00% 10% T. •1 PER ROUGH' GRADING PLANS . 3.5'x1.25' CONC. CULVERT 20' STREET SECTION. 12' DRAINAGE. SWALE 18' 1 i I Page 1 1 Culver section c -C culvert calculation max.txt All calculator output should be verified prior to design use Entered Data: shape .. ...... ................. Rectangular Number of Barrels ............... 1 Solving for ..................... Headwater Chart Number ..................... 1 scale Number .................... Chart Description ............... Scale Decsription Overtopping .............. Flowrate ........................ 1 CONCRETE PIPE CULVERT; NO BEVELED RING SQUARE EDGE ENTRANCE WITH HEADWALL Off 14.4000 cfs ENTRANCE manning's n ..................... Roadway Elevation ............... 0.0130 995.2500 ft Inlet Elevation ................. 992.7500 ft outlet Elevation .............. ... 992.6300 ft Height ........................ ... width ........................... Length ........................... 15.0000 in 42.0000 in 12.0000 ft Entrance Loss ................... 0.0000 Tailwater ....................... 1.2500 ft Computed Results: Headwater ................... Slope ........................... 994.0762 ft outlet 0.0100 ft /ft control velocity ........................ 3.2914 fps Messages: outlet head > Inlet head. Computing outlet Control headwater. outlet submerged. Full flow. Headwater depth computed using FHWA Headwater: 994.0762 ft equation. Performance table - for single barrel only: DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW Flow ELEV. DEPTH DEPTH TYPE cfs ft ft ft NORMAL CRITICAL DEPTH DEPTH in in OUTLET VEL. DEPTH fps ft TAILWATER VEL. DEPTH fps ft 2.88 993.28 0.41 0.53 NA 5.76 993.42 0.67 0.65 NA 8.64 993.64 0.89 0.77 NA 11.52 993.86 1.11 0.91 NA 14.40 994.06 1.31 1.07 NA 17.28 994.27 1.52 1.26 NA 20.16 994.43 1.68 1.45 NA 23.04 994.69 1.94 1.59 NA 25.92 994.98 2.23 1.73 NA 28.80 994.69 0.00 1.94 NA 31.68 994.86 0.00 2.11 NA 34.56 995.04 0.00 2.29 NA 37.44 995.24 0.00 2.49 NA 2.59 9.69 4.02 5.26 5.23 6.89 6.31 8.35 7.32 9.69 8.28 10.94 9.19 12.12 10.08 13.25 10.93 14.33 11.77 14.33 15.00 14.33 15.00 14.33 15.00 14.33 0.66 4.91 5.67 6.26 6.74 7.16 7.52 7.84 8.13 6.58 7.24 7.90 8.56 0.61 0.34 0.44 0.53 0.61 0.69 0.77 0.84 0.91 0.91 0.91 0.91 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 i I Page 1 1 1 to The efficiency of inlets in passing debris is critical in sag locations because all runoff which enters the sag, must be passed through the inlet. Total or partial clogging of inlets in these locations can result in hazardous ponded conditions. Grate inlets alone are not recommended for use in sag locations because of the tendencies of grates to become clogged. Combination inlets or curb — opening inlets are•recommended for use in these locations. 8.1 Grate Inlets A grate inlet in a sag location operates as a weir to depths dependent on the bar configuration and size of the grate and as an orifice at greater depths.' Grates of larger dimension and grates with more open area, i.e., with less space occupied by lateral and longitudinal bars, will operate as weirs to greater depths than smaller grates or grates.with less open area. The capacity of grate inlets operating as weirs is: ' Qi Cwpd1.5 (17) where: P = perimeter of the grate in ft (m) disregarding bars and the side against the curb Cw = 3.0 (1.66 for SI) F 1-1 The capacity of a grate inlet operating as an orifice is: Qi CoA(2gd)0.5 (18) where: Co = orifice coefficient = 0.67 A = clear opening area of the grate, ft2 (m2) g = 32.16 ft /s2. (9.80 m /s2) 69 8.0 INTERCEPTION CAPACITY OF INLETS IN SAG LOCATIONS Inlets in sag locations operate as weirs under low head conditions and as orifices at greater depths. Orifice flow begins at depths dependent on the grate size,.the curb opening height, or the slot width of the inlet, as the case may be. At depths .between those at which weir flow definitely prevails and those at which orifice flow prevails, flow is in a transition stage. At these depths, control is ill— defined and flow may fluctuate between weir and orifice control. Design procedures adopted for this Circular are based on a conservative approach estimating the capacity of inlets.in sump locations. to The efficiency of inlets in passing debris is critical in sag locations because all runoff which enters the sag, must be passed through the inlet. Total or partial clogging of inlets in these locations can result in hazardous ponded conditions. Grate inlets alone are not recommended for use in sag locations because of the tendencies of grates to become clogged. Combination inlets or curb — opening inlets are•recommended for use in these locations. 8.1 Grate Inlets A grate inlet in a sag location operates as a weir to depths dependent on the bar configuration and size of the grate and as an orifice at greater depths.' Grates of larger dimension and grates with more open area, i.e., with less space occupied by lateral and longitudinal bars, will operate as weirs to greater depths than smaller grates or grates.with less open area. The capacity of grate inlets operating as weirs is: ' Qi Cwpd1.5 (17) where: P = perimeter of the grate in ft (m) disregarding bars and the side against the curb Cw = 3.0 (1.66 for SI) F 1-1 The capacity of a grate inlet operating as an orifice is: Qi CoA(2gd)0.5 (18) where: Co = orifice coefficient = 0.67 A = clear opening area of the grate, ft2 (m2) g = 32.16 ft /s2. (9.80 m /s2) 69 8 6 s 4 2 /.47 7 t It 0.1 = o.f . 0.: 0.4 a 0.2 t4T M A�L fit' f ►►�► SwAz. OF 1 o b ?. .P 4 D r c o 4 3 6. a 10 OtsCllMai Q (FT 3 /3) 20 30 40 50 60 a0 100 CHART 11. Grate inlet capacity in sump conditions. `'C ► = Co,A CZg�� o. s � ��R 1 a ow �vr�s po,gL 0.5 1.67 - Z,,S��S 71. ME FA GRATE OPENING RATIO P-1-7/8-4 WA Raticuline 0.8 Curved van* 0.35 - Tested WAA HIM CURB PwPA PAP OWN PAr c o 4 3 6. a 10 OtsCllMai Q (FT 3 /3) 20 30 40 50 60 a0 100 CHART 11. Grate inlet capacity in sump conditions. `'C ► = Co,A CZg�� o. s � ��R 1 a ow �vr�s po,gL 0.5 1.67 - Z,,S��S 71. H, Madison club Residential Area Drain connection 10" HDPE 6/6/05 Manning Pipe calculator Given.Input Data: shape ........................... circular solving for Flowrate Diameter 0.8330 ft Depth ................... 0.8000 ft slope 0.0100 ft /ft ,Manning 's n ..:....... 0.0120 computed Results: Flowrate 2.5399 cfs Area 0.5450 ft2 wetted area .............. 0.5378 ft2 Wetted Perimeter ........ 2.2831 ft Perimeter ....... 2.6169 ft velocity .... 4.7230 f Hydraulic .. Radius ................. s P 0.2355 ft Percent Full ... ........ 96.0384 % Full flow Flowrate 2.3711 cfs Full flow velocity 4.3507 fps RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ONyA RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT. (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright. 1982 -2004 Advanced' Engineering Software (aes) (Rational.Tabling.version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared.by: RCE consultants, Inc. one 7enner Street, suite 200 Irvine, CA 92618 --- ^--- __ - - -- Ay (949) 453 -0111, -^- AAyy DESCRIPTION OF STUDY'= * *= * * * = *= * * = * = * *= • Madison club 10 -yr • * 6 6/051 Residential Runoff FILE NAME: RES- 10.DAT TIME /DATE OF STUDY: 15:01 06/06/2005. -_- - - - -------------------------- USER SPECIFIED HYDROLOGYAND 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 INT.ENSITY(INCH /HOUR).= 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR).= 4.520 100 -YEAR STORM 60- MINUTE INTEN51TY(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 1 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FDR 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 19.0 14.0 0.020/0.100/0..050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6' * 0 (FT *FT /s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN *OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 - --------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 100.00 DOWNSTREAM ELEVATION(FEET) = 98.75 ELEVATION DIFFERENCE(FEET) = 1.25 TC = 0.469 *[( 250.00 * *.3) /( 1.25)] * *.2 = 12.326 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.531 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6893 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 1.74 END OF STUDY SUMMARY:=°_____________________ __________________ ____________ TOTAL AREA(ACRES) 1.00 TC(MIN.) = 12.33 PEAK FLOW RATE(CFS) 1.74 END OF RATIONAL METHOD ANALYSIS 0 1 1 1 1 1 i I RATIONAL METHOD HYDROLOGY COMPUTER'PROGRAM ^BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software'(aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis. prepared by: RCE consultants, Inc. One 7enner Street,.5uite 200 Irvine, CA 92618 (949) 453 -0111 ** * * * * * * * * * * * * * * * *== * * * *=* DESCRIPTION OF STUDY * * * * * * * * *= * * * * * * * * =* * Madison club 100 -yr - * Typical Residential Runoff _ * 6/6/05 FILENAME: RES- 100.DAT 'TIME /DATE OF- STUDY: 14:59 06/06/2005 --------7------------------------------------------------------------------- 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 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0..0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY.PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ------------------------------------------------ - --------------------------- » »> RATIONAL METHOD - INITIAL SUBAREA ANALYSIS« <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 100.00 DOWNSTREAM ELEVATION(FEET) = 98.75 ELEVATION DIFFERENCE(FEET) = 1.25 TC = 0.469 *[( 250.00= *3) /( 1.25)] * *.2 = 12.326 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.004 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7507 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS),= 3.01 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 3.01 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.00 TC(MIN.) 12.33 PEAK FLOW RATE(CFS) = 3.01 ------------------------------------------ _______________________________ END OF RATIONAL. METHOD ANALYSIS . i I I11 1' Fl 1 r �J Ll ,7� 1 r LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY FOR SOILS GROUP DESIGNATION R C F C W C D CATHEDRAL CITY HYDROLOGY NJANIJAL 0 FEET 5000 PLATE C -1,36 33•sx'3o• {THOUSAND PALXS -N.E.1 B B' ` 1 c� . ! - mot( --'" •,(• t -.t D D ' f A �' �\ \A:w ,.� t r'':••(.:. l f -..:- t, t '�';': ' -. . r I •K p I D . S eouNOAa7 � t v ..... �' ;..s:'I- 'fr4ta�...`:'!•; :rr:•i(,Z `l f e. \6, ; •_..._. ;;.y5� „L1?i:. s ... ,I .r �`. ••:.5f- t, `` }� 1•.- .• mot. i /!, ' �` � •` '�v" -: 1r..y(' L..i •'.�p •y. } ;5{'y��?�.,}l:C.:� ,'I,'' ',: -'•�t� . ^. _'`'tCfl',`{e•ff;.'`�`` ° l •b` /�� ( �.' '`, l•S:`c�� 'l �. ., v; yJ"� i1)• : : ": .'. :.fi JI. .i`'lt ( �li Vl(��F 'N: , � ( � .0 � l•• _ ' 'Ei1'ri'•I' �q C{h1 u •If.i: {�� p i-: 5;1,�� L �. /11 o' -t- IO 1 _ ,-�J� _ i 'i a � .1' l•1 ui �� '',J �.tl�`: ?.J •.y} ,) �`' �� {•�... .. f�.n.: 7'� S • • y � ;;.,t't_; c? - `I -, .N . l.7.:r,. 7T: i :. ..l ,4,•. �., , ,./ �5 � � t,• ;. Ot � .,,` Ivt V (/ • • i . 1, ' �� i 'r �"�. �i'.S' I .L °- ,•_.sl,.:y,�S��!{/>` � y'. 4,"`.,•1�• »+..i• f M� ,� r j 4•' ^L.�}%ya'I.sfb�'nVll�•' �`�� '�.� a rt•ni!'J:a.✓ f � 1 ! �� < Yy '�,•.. • ,(JJJ/y •n:..v. 'v-"' 1 -2 17: I6 1 `�'y;'i' i, 5! i 1 ` �.!' c...�1�.. ... � � .. 'l. 1•, \: '. , �.J ,:.. •t I., ��V�. t• /�•l 'SS��, .� \ /lllen 1[.... ff /. •�+'� 'br^ o y �`.. . iE w Ali 24 ` ~`1 19 . �s I• y � ! , rr. l S ........... `tea . tlti. �p .F; : tTj C -.•' '., C O A C• H E L L A ._p +a \4 .y;•`• -. ,`.~- +;Yux1 -.� i.t ...:, i 27 26 31) �\ -..its .:� �� •�: `;•+yam. =y. IT_.1. _�_. •. ! .. - `—__ -__ .1 .. _ ..._ � .•sue. � , t A I L L ' E V 11 5 j i (l / - I L'4 ':: .. I :, u — •. �....._ __ : O ; `L a _r -w 10 � \ 11 I 'IZ` 7 D t .7!\~ - P' •t :9 33•,3' LEGEND HYDROLOGIC SOILS GROUP MAP '4 SOILS GROUP BOUNDARY ® A SOILS GROUP DESIGNATION FOR RCFCaWCO MYOMA HYDROLOGY JMANLIAL o FEET 5000 PLATE C -1.37 i [I � I 1 � I � I � I � I 1 f] LEGEND HYDROLOGIC SOILS CROUP MAP SOILS. GROUP BOIJWM;Y B A SOILS GROUP DESt Tton FOR ' R C F C& W C D RANCHO MIRAGE I ),-30L OGY 1� /JAt�'UAL 0 tLtl 5000 PLATE C -1.48 0 r' RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES: FOR PERVIOUS AREAS -AMC II Cover Type (3) FQ al ity of il'Group ver (2} D NATURAL COVERS ; Barren (Rockland, eroded and graded land). Chaparrel, Broadleaf (Manzonita, ceano thus 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) RCFC C0 HYDROLOGY 1\/)ANUAL 78 186 191 193 Poor 53 70. 80 85 Fair 40 63 75 81 Good 31 57 71. 78 Poor 71 82 Be 91 Fair 55 72 81. 86 Poor 67 78 86 89 Fair. 50 69 79 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70 80 84 Good 30 58 72 78 Poor 62 76 84 88 Fair 46 66 77 83 Good I41 63 75 81 Poor AS 66 77. 83 Fair. 36 60 73 79 Good 28 55 70 77 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Good 132 156 169. 1 75 Poor Fair Good RUNOFF ANDEX FOR PERVIOUS 58 1 74 1113 1117 44 65 77 82 33 58 72 79 76 185 190 192 NWBERS AREAS PLATE E-6.1 (I of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS =AMC II Cover. Type .(3) Quality of Soil Group Cover (2 ) A B' C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy; etc.) Orchards, Deciduous (Apples; apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc..) Small Grain (Wheat, oats,.barley, etc.) Vineyard Poor' 66 77 85 1,19 Good. .58 72 1. 81 85 See Note 4 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 '72 79 Poor 67. 78 86 89 Fair 50 69 79 84 Good 38 61 74 8o Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 Poor 72 81 88 91 Good 67 78 85 89 Poor 65, 76 84 88 Good 63 175 183 87 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 of canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. 'See Plate C -2 for a detailed description *of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. RUNOFF INDEX. NUMBERS HYDROLOGY &JANUAL FOR PERU@ ®US. AREAS PLATE E- 6.1(2of 2 ) ACTUAL.IMPERVIOUS COVER Land Use (1) Natural or Agriculture.. Single Family Residential: (3). 40,000 S. F: (1 Acre) Lots 20,000 S. F. ('-, Acre) Lots 7,200 - 10,,000 S. F. Lots Multiple Family Residential: Condominiums Apartments Mobile Home Park Range- Percent 0 ° 10 10 - 25 30 45 45 - 55 45-- 70 65 -90 60 - 85 Recommended Value For Average Conditions- Percent (2 0 20 40 50 65 80 75 Commercial, ti?OiYiltoNTI1 80-100 Business or Industrial 90 Notes: 1. Land use should be based on. ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements; etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation. of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of'' mpervious cover in developed areas. 3. 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I I __w � __ SIGNATURE P. E. m EXP. — mConsuitants,, Inc. DESIGNED BY: PA CHECKED BY:JWP SCALE: REVISIONS DATE NO-DRAWN BY: PA DATE: 1 11 = 15011 1 1 ONE Jenner Street Suite 200 Irvine, Ca. 92618 Phone: 949,453.0111 Fax: 949.453.0411 FILE No. 0502 — � I i I . I I I a II I . i I I i I I ! � I STAMP I BASIS OF BEARINGS . _______________ - BENCH MARK 1 tq . E-4 �14 Cj. ��, GRAPHIC SCALE 50 0 75 150 3w 6( 6m m m m mi0iiiiiiiiiiiiii i . ____ __ I CITY OF LA QUINTA ( IN FEET ) 1 inch = 150 ft. DRAWING NAME: D A MDC-HYD-SD-PH1-01 HYDROLOGY MAP - STORM D1 Xr_%IN I IMPROVEMENT PLANS FOR PH TRACT 33076-1 MADISON CLUB I A C q) E a) > p a E Q) �