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33076 CLUBHOUSE0) LSD(2q � �l L l�. b A ' i M yp�au' w3y�� aw �� H''NR°LO6+Y,1j HYTRAL-kucs.srupY -�' MADISON Cl_I.tg (CuxbkovLe) 10 -Year and 100 -Year Storm Rational Method Analysis r f for East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 I i Prepared 6e: -- - -- - - o. wConsultants, Inc. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 949.453.0111 uhder the supen/csiopt of- Jeremy Patapoff, P.E. ,Date prepared: November 29, 2007 ,9 OFrSSIp tic 434 =r m 7 ob CIVIL .PII /- , ' � - c� L � ^ ' / n� � � / � . . i ( , . CIAI ^ ' ~ � -1 � t 1 1 1 NATURAL DRAINAGE SWALE ANALYSIS TABLE OF CONTENTS PRIVATE AREA DRAIN CONNECTIONS I. INTRODUCTION ......................................................... ..............................1 H. METHODOLOGY ........................................................ ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3 IV. STORM DRAIN HYDRAULICS ........................................ ..............................3 V. BIBLIOGRAPHY i�TECHNICAL ...............................................:......... ..............................4 APPENDIX 10 -YEAR STORM ANALYSIS 100 -YEAR STORM ANALYSIS WSPG OUTPUT � -1 � t 1 1 1 NATURAL DRAINAGE SWALE ANALYSIS CATCH BASIN SIZING PRIVATE AREA DRAIN CONNECTIONS RIVERSIDE COUNTY FLOOD CONTROL PLATES HYDROLOGY MAP � -1 � t 1 1 1 1 r 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 Clubhouse development, Tentative Tract 34969. The Madison Club is located in the City of La Quinta and is bound by Madison Street, Avenue 54, Avenue 52, and Monroe Street. The proposed development will consist of approximately 470 acres divided into three (3) major project phases; Phase 1, Phase 2 and Villas. This report is specific to the proposed "Storm Drain Improvements for Madison Club Clubhouse" only and represents the report covering the handling of storm water for the Clubhouse watershed boundary. 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 within the above mentioned boundary. 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. H) 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 backbone storm drain system within the golf course. The third set of reports (Vol. IIIA & IRB) titled "Storm Drain Improvements for Madison Club Phase 1" and "Storm Drain Improvements for Madison Club Phase 2" addressed the sizing of the private residential area drain connections, sizing of the residential storm drain lines, sizing of the natural drainage channels and drainage channel catch basins throughout the two phases of the Madison Club. H. 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. I) and "Hydrology and Hydraulics Study for Madison Club Golf' (Vol. II) 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 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 It finally to their respective storage basins (lakes) via the golf course storm drain backbone system. 1 (r S v 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 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. 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. III. STORM WATER RUNOFF ANALYSIS 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 points. In 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 Q100 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 36.8cfs. 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. 0a 5 1 IV. STORM DRAIN HYDRAULICS The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe line sizes for all mainlines and laterals to convey water from each respective sub -area to the storage basins (lakes). 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 �; 3 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 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. 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. from When applying runoff to the natural drainage swale for the rational method analysis all flow 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 Q100 at that catch basin (node) is a combination of the Q100 in the swale and in the pipe. Clubhouse Area Drainage. The Clubhouse lot is a two - tiered area with buildings, hardscape and landscape. Surface area drains have been placed in the planting areas to capture run off from the roof drains, the hardscape and the planting areas themselves. The run off from the upper tier has been connected to the storm drain system # I IH. The run off to the lower tier has been connected to Lake "F" per the mass grading hydrology zone. Based on the capacity of 6" surface area drains to be 0.15 cfs, including 50% clogging, the maximum area draining to one surface area drain was approximately 1,615 s£ There were a total of 61 surface area drains used. The parking lot and tennis court area drains to one (1) curb opening catch basin which then enters storm drain system #11B. Additionally, there are two (2) curb opening catch basin in the Phase 1 Storm Drain system which captures a portion of Meriwether Way. They are CB #9 and CB# 10. - The two catch basins in Meriwether Way 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. IV. STORM DRAIN HYDRAULICS The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe line sizes for all mainlines and laterals to convey water from each respective sub -area to the storage basins (lakes). 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 �; 3 I 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 I in the Technical Appendix for reference. Note: All supporting documentation is located in the Technical Appendix of this report for reference. V. BIBLIOGRAPHY 1. Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis (March 29, 2005). 3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone) (June 22, 2005). � 1 A 1 I 'I XI QN 9ddi� -1�fO I N� -131 1 I E II li I i it i 'I it it r, 0 jl I u V i i o , LN110.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. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison Club 10 -yr clubhouse, Line 1 2/9/07 FILE NAME: LN110.DAT TIME /DATE OF STUDY: 16:37 02/09/2007 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND'HYDRAULIC MODEL INFORMATION: GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1.*Relative F1oW -Depth = 1.00 FEET as (MaximuniAllowable 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 Page 1 --------------------------------------------------------------------------- USER .SPECIFIED STORM EVENT = 10.00 .(YEAR). 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_ =() ()_= SIDE -/- SIDE / -WAY- -(FT) = _() _()_ ()_ 1 __(_)__ 30.0 20.0 0.018/0.018/0.020 0.67 2.00 6.0313.0.167 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 F1oW -Depth = 1.00 FEET as (MaximuniAllowable 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 Page 1 it F1 LN110.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 3.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >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 2.00 TO NODE 4.00 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 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) = 4.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.60 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 0.54 STREET.FLOW TRAVEL TIME(MIN.) = 2.57 TC(MIN.) = 15.32 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.231 SINGLE= FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6699 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.63. TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 7.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 16.35 FLOW VELOCITY(FEET /SEC.) = 2.88 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 790.00 FEET. Page 2 1 LN110.TXT FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 81 ------------ - ----------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< l0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.231 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6699 SOIL CLASSIFICATION IS "B" .SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 10.48 TC(MIN.) = 15.32 FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 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 = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.48 PIPE TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 15.83 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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) = 2.19 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.48 ....��•��:.- ��•��..�� . Ate. �..,. ...AxA . �..,. .,. �.a....... - FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE - 21 ---------------------------------------------------------------------------- -- » » >RATIONAL- METHOD- INITIAL- SUBAREA - ANALYSIS <<< << -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 997.10 DOWNSTREAM ELEVATION(FEET) = 992.75 ELEVATION DIFFERENCE(FEET) = 4.35 TC = 0.359[( 430.00=•3)/( 4.35)] * *.2 = 10.179 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.829 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8149 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.61 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.61 FLOW_ - - - - -- PROCESS FROM NODE 7_ - 7.00 TO NODE 8.00 IS CODE = 62 ---------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1.USED) « «<' Page 3 1 LN110.TXT li UPSTREAM ELEVATION(FEET) = 992.75 DOWNSTREAM ELEVATION(FEET) = 987.20 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to- curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.37 STREET FLOW.TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 12.48 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.514 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6882 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.36 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 9.97 END OF SUBAREA STREET FLOW HYDRAULICS:. DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.62 FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH*VELOCITY(FT*FT /SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 8.00 = 860.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 12.48 RAINFALL INTENSITY(INCH /HR) = 2.51 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.97 �= CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.48 15.83 2.189 6.80 2 9.97 12.48 2.514 5.10 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 18.23 12.48 2.514 Page 4 LN110.TXT 2 19.16 15.83 2.189 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.16 TC(MIN.) = 15.83 TOTAL AREA(ACRES) = 11.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH==3) /(ELEVATION CHANGE)] **.2 'INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 'UPSTREAM ELEVATION(FEET) = 988.40 DOWNSTREAM ELEVATION(FEET) = 980.40 ELEVATION-DIFFERENCE(FEET) = 8.00' TC = 0.359*[( 430.00==3)/( 8.00)]==.2 = 9.012 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3:036 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8192 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.70 TOTAL. RUNOFF(CFS) = 1.74 FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE'= 81 -------------------------------- -------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.036 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8192 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) 3.30 TOTAL RUNOFF(CFS) = 8.21 TC(MIN.) = 9.01 ----------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.30 TC(MIN.) = 9.01 PEAK FLOW RATE(CFS) = 8.21 ---------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 Page 5 Ll vrxols�b3� -ooz 1 1 Ll vrxols�b3� -ooz 1 LNI.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. 7595 Irvine Center Drive, suite 130 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison Club 100 -yr ^ * Clubhouse, Line 1 * 2/9/07 FILE NAME: LNI.DAT TIME /DATE OF STUDY: 16:35 02/09/2,007 ---------------------------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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_00TONODE 2.00 IS CODE 21 = ------------- - - - -- --------- ----------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM Page 1 Ae --------------------------------------------------------------------- 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) SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 = 1.600 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) SLOPE OF INTENSITY DURATION CURVE = 0.5796 = 1.600 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING.TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW FOR DOWNSTREAM ANALYSES AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR N0= =(FT) === (FT) == SIDE - /SIDE/ -WAY- -(FT)- -(FT) -(FT)= (FT)= = =(n) == 1 30.,0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 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_00TONODE 2.00 IS CODE 21 = ------------- - - - -- --------- ----------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM Page 1 Ae t 1 LNI.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 = 12.755 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.925 SINGLE- FAMILY(1 -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 3.00 TO NODE 2.00 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 2.00 TO NODE 4.00 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 CROSSFALL(DECIMAL) 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning'S FRICTION FACTOR for Streetflow Sec.tion(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27, HALFSTREET FLOOD WIDTH(FEET) = 17.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00 PRODUCT OF 'DEPTH &VELOCITY(FT *FT /SEC.).= 0.80 .STREET FLOW TRAVEL TIME(MIN.) = 2:22 TC(MIN.) = 14.97 100 YEAR RAINFALL INTENSITY(INCH /HOUR)..= 3..577 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT.= .7369 SO IL. CLASSIFICATION IS "B".' - SUBAREA AREA(ACRES) 3.10 SUBAREA RUNOFF(CFS) = 8:17 . -TOTAL AREA(ACRES),= 4:60 PEAK FLOW RATE(CFS) 12.58 END OF SUBAREA STREET FLOW,HYDRAULICS: DEPTH(FEET) 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 3.21, DEPTH *VELOCITY(FT *.FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 790.00 FEET. Page 2. a a .1 I I r t ti t I LNI.TXT FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.577 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) = 6.80 TOTAL RUNOFF(CFS) = 18.38 TC(MIN.) = 14.97 FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 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 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.85 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.38 PIPE TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 1,5.42 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE. 8.00 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.) = 15.42 RAINFALL• INTENSITY(INCH /HR) = 3.52 TOTAL STREAM AREA(ACRES) 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 18.38 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------- ----------- 7 --- 7 ------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT .IS CONDOMINIUM TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) 430.00 UPSTREAM ELEVATION(FEET) = 997.10 DOWNSTREAM ELEVATION(FEET) _ 992.75 .ELEVATION-DIFFERENCE(FEET) 4:35 TC = 0.359 *[ -( 430:00 *3) /( 4.35).] * *.2 = 10.179 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.474 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8402 SOIL CLASSIFICATION IS." 11 SUBAREA RUNOFF(CFS) = 7.52 TOTAL AREA(ACRES). = 2.00'-, TOTAL RUNOFF(CFS) = 7.52 - -FLOW PROCESS FROM NODE 7.00 TO NODE -_ -- 8.00 IS CODE = 62 >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED)« «< Page :3 F� a 11-1 L 1 LN1..TXT. UPSTREAM ELEVATION(FEET) = 992.75 DOWNSTREAM ELEVATION(FEET) = 987.20 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 .SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL:(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW-DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.10 AVERAGE FLOW VELOCITY(FEET /SEC..) = 3.54 PRODUCT OF DEPTH &VELOCITY(FT ,*FT /SEC.) = 1.78 STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 12.20 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.027 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7514 SOIL CLASSIFICATION IS "B SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 9.38 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 16.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0'.55 HALFSTREET FLOOD WIDTH(FEET) = 21.76 FLOW VELOCITY(FEET /SEC.) = 3.82 DEPTH*VELOCITY(FT=FT /SEC.) = 2.11 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 8.00 = 860.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8:00 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.) = 12.20 RAINFALL INTENSITY(INCH /HR) = 4.03 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90 i CONFLUENCE DATA STREAM RUNOFF TC NUMBER (CFS) (MIN.) INTENSITY AREA (INCH /HOUR) (ACRE) 1 18.38 15.42 3.517 6.80 2 16.90. 12.20 4.027 5.10 ^ ^IS^ IN THIS COMPUTER PROGRAM, THE CONFLUENCE .VALUE USED BASED ON THE RCFC &WCD FORMULA OF PLATED -1 AS.DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND.TIME OF'CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE = STREAM RUNOFF . Tc INTENSITY NUMBER (CFS) (MIN.) 1 31.44 12.20 (INCH /HOUR) 4.027 Page 4 i LN1:TXT 2 33.13 15•.42 3.517 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.13 TC(MIN.) _ TOTAL AREA(ACRES) = 11.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.42 8.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21 ------------------------------------------- ------------------ --------------- » » >RATIONAL•METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS,CONDOMINIUM TC•= K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM EL.EVATION(FEET) = 988.40 DOWNSTREAM ELEVATION(FEET) = • 980.40 ELEVATION DIFFERENCE(FEET) = 8.00 TC = 0.3.59 *[( 430.00 * *3) /•( 8.00)] * *.2 = 9.012 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.801 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = .0.70 TOTAL RUNOFF(CFS) = 2.84 FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------=------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - -- --------------------------------------------------- ____________________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.801 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) _ 2.60 SUBAREA RUNOFF(CFS) = 10.53 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 13.37 TC(MIN.) = 9.01 ----------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.30 TC(MIN.)_= 9.01 PEAK FLOW RATE(CFS) = 13.37 END OF RATIONAL METHOD-ANALYSIS 0 Page 5 J 1YIdlYIO �dSM r err r� rr► r� it r r rr r r rr r �r arr r rr r �r line11bclub.OUT 0 FILE: line11Bclub.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 Madsion club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 3: 2:13 Phase 1, Line 11b 12/13/05 AAAfiAAAAfififiAAAfiAAAfifiAAAfifrAAAfiAAAAirfi AAAAfifiAAAA'.rAfr AitfiAAAAfiAAAAfrAAAAAAAAfififiAAAAAAAAAA�AAAAAfrAAAAAAfiAAAAAfiAAAAAAAAAAAAAAAAAAAA AAAfiAAAA I Invert I Depth I water I Q I Vel vel I EnergyY I SuFer ICriticallFloW ToplHeight /Base wt INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.El.l Elev I Depth Width IDia. -FT lor I.D_�- ZL IPrs /Pip -I- -I- -I- -I- -I- - - -I- -I- -�- -I- -1 L /Elem ICh Slope -1 I I I SF Ave HF ISE DpthlFroude NINorm DP I "N" I X -Fall) ZR IT a Ch AAfi AAAAirAIAAAfiAAAirAIAAAfiAAAfi IfiAAAAAfi irAlfifiAfi Afifi Afr lAfifiAAAfi1AAAfifiAA fiAAAAAAAA1AfifiAAAAIAAAAAfrfiir l'AAAfifi AAAI AfiAAAAA AAAAAAAIfiAAAA IAypAAAA 1995.3101 972.650 3.3501 976.0001 13.371 4.26 .281 976.28 1 .00 I 1.32 .00 2.000 I .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 31.310 .0099 I I I I .0035 .11 3.35 .00 1.11 .013 .00 .00 PIPE I I I I I I I I I 2026.620 972.960 3.149 976.109 13.37 4.26 .28 976.39 .00 1.32 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0780 .0028 01 3.15 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2031.620 973.350 2.955 976.305 10.53 3.35 .17 976.48 .00 1.16 .00 2.000 .000 .00 1 .0 12.0701 .0773 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I 1- 0022 I .03 2.96 .00 .55 .013 .00 .00 PIPE I I I I I I I I I 2043.690 974.283 2.049 976.332 10.53 3.35 .17 976.51 .00 1.16 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I 2043.690 974.283 I .616 I 974.899 10.53 12.80 2.55 I 977.44 .00 1.16 1.85 I 2.000 .000 I .00 1 .0 3.6991 .0773 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I 1- 0494 I .18 .62 3.38 .55 .013 .00 .00 PIPE I I I I I I I I I 2047.389 974.569 .627 975.196 10.53 12.51 2.43 977.63 .00 1.16 1.86 2.000 .000 .00 1 .0 6.1191 .0773 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I 1- 0448 I .27 .63 3.27 .55 .013 .00 .00 PIPE I I I I I I I I I 2053.508 975.042 .649 975.691 10.53 11.93 2.21 977.90 .00 1.16 1.87 2.000 .000 .00 1 .0 4.6741 .0773 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I I I 1- 0393 .18 I .65 3.06 .55 .013 .00 .00 PIPE I I I I I I I 2058.182 975.404 .672 976.075 10.53 11.37 2.01 978.08 .00 1.16 1.89 2.000 .000 .00 1 .0 3.6981 .0773 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I I I I 1- 0344 .13 I .67 2.86 .55 .013 .00 .00 PIPE I I I I I I I 2061.880 975.690 .695 976.385 10.53 10.84 1.83 978.21 .00 1.16 1.90 2.000 .000 .00 1 .0 2.9921 .0773 -I -1- -I- -I- -I- -1- -1- 1- 0301 .09 70 2.68 .55 .013 .00 .00 PIPE 0 FILE: line11BC1ub.Wsw W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 Madsion Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 3: 2:13 Phase 1, Line 11b 12/13/05 AAAfrAAAfi AAAAfi AAAAAAAAAitAAfrAAfrAAAAfr AAAfrfiAAAfifiAAfifi AfrAAAAAAfi AAAAAAAAAAAAAAAAAfifiAAAAfiAAirAfiAAAAfififr AAirAAAAAAfifi AfrAAAAAAAAAfiAAAAAA fiAAAAAAA I Invert I Depth water I Q I vel vel I EnergyY Super IcriticallF19W Top Height /(Base wt1 INO wth station I Elev I (FT) Elev -I- (CFS) I (FPS) Head I Grd.El.l Elev Depth Width Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem a -1 I -I- -I- -I- -I- -i- -I- - - -I- P I I SF Avel HF Ich slope ISE DpthlFroude N�Norm Dp "N" I X -Fall) ZR 'Type Ch AAfifiAAAAfi IAirAfiAAAfrAIAAAAAAirAIfrAAfififi Air AlfrfiAAfifiAfrAIAAAAirfiAlfififi AAfrAIAfifiAAAfrfiA1AAfiAAAA AAAAAfr Afi AAfiAAAAA1fifiAAAAfiIAAAAAfiAIAAAAA 1fifrAAAfiA 2064.872 975.921 .720 976.641 10.53 10.34 1.66 978.30 1 .00 1 1.16 1.92 1 2.000 .000 .00 I 1 .0 2.4581 I .0773 I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0264 .06 .72 2.50 .55 .013 .00 .00 PIPE I I I I I I I I I I 2067.330 976.111 .746 976.857 10.53 9.86 1.51 978.37 .00 1.16 1.93 2.000 .000 .00 1 .0 Page 1 rr rr rr rr rr rr� rrr, rr rr r� ar rr r � _ rr r r r �r line11bclub.OUT 2.0361 .0773 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0232 .05 .75 2.34 S5 .013 .00 .00 PIPE I I I I I I I I I I I f I 2069.366 976.269 .773 977.042 10.53 9.40 1.37 978.41 .00 1.16 1.95 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.698 .0773 .0203 .03 .77 2.18 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2071.065 976.400 .801 977.201 10.53 8.96 1.25 978.45 .00 1.16 1.96 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.415 .0773 .0178 .03 .80 2.04 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2072.480 976.510 .830 977.339 10.53 8.54 1.13 978.47 .00 1.16 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.177 .0773 .0157 .02 .83 1.90 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2073.657 976.601 .860 977.461 10.53 8.15 1.03 978.49 .00 1.16 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .974 .0773 .0138 .01 .86 1.78 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2074.630 976.676 .892 977.568 10.53 7.77 .94 978.50 .00 1.16 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .797 .0773 .0121 .01 .89 1.66 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2075.427 976.737 .925 977.663 10.53 7.41 .85 978.51 .00 1.16 1.99 2.000 .000 .00 1 .0 .6411 .0773 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0106 .01 .93 1.55 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2076.068 976.787 .960 977.747 10.53 7.06 .77 978.52 .00 1.16 2.00 2.000 .000 .00 1 .0 .5001 .0773 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0094 .00 96 1.44 .55 .013 .00 .00 PIPE 0 FILE: line11BC1ub.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1735 Madsion Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 3: 2:13 Phase 1, Line 11b 12/13/05 khki[ hkkhhhhhit' shkhhkkhkhhhirkhhh{[ ithhhhhhitkhhhhhhhhhhh{ hhh'. rhkkhhhhhkh{ rhkkkhhkh'[ hhhhhhhhhhhhh{ rhhhkhkhhhhhhh {[hhkh{<hkhhkhhhhhhkh khhhhhhh I Invert I Depth I Water I Q I vel vel I Energy I Super IcriticallFlOW TOplHeight /IBase wtl INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth II Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- hh Ich Slope I I I I SF Avel HF ISE DpthlFroude khhhhhhh -I N Norm Dp I "N" I X -Fall) ZR IType ch hhkhkhirhhlhhhkhhhirhlhhhhhhhhlhhhkhhkhhlk{ rh kirkkkhlhki:khhkl'.:h {th hhhlhhhhkhhlhhhh {rhhl hhhhhhhhlhhhhhhhfhhh hkhhlhhhhh Ihhhhhhh I I I I I I I I I I 2076.568 976.826 .997 977.822 10.53 6.73 .70 978.53 .00 1.16 2.00 2.000 .000 I .00 I 1 .0 .3731 .0773 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0082 .00 1.00 1.34 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2076.941 976.855 1.035 977.889 10.53 6.42 .64 978.53 .00 1.16 2.00 2.000 .000 .00 1 .0 .2581 .0773 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0073 .00 1.03 1.25 .55 .013 .00 .00 PIPE I I I I I I I I I I 2077.199 976.875 I 1.075 I 977.949 I 10.53 6.12 .58 978.53 .00 1.16 1.99 2.000 .000 .00 1 .0 .1511 .0773 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0064 .00 1.07 1.16 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 2077.350 976.886 1.117 978.003 10.53 5.84 .53 978.53 .00 1.16 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .050 .0773 .0057 .00 1.12 1.08 .55 .013 .00 .00 PIPE I I I I I I I I I I I I 2077.400 976.890 1.163 978.05 I Page 2 r r M M M M M r� r it M r M linellcclub.OUT 0 FILE: line11cclub.wsw W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:45: 3 Phase 1, Line 11c 12/13/05 I Invert I Depth 1 water Q I vel vel I Ener Yy Supper Icritical Flow To IHei ht/ Base wtl INO wth Station Elev (FT) I Elev ' (CFS) I (FPS) Head I Grd.El., Elev I Depth width PIDia9 -FT or I.D.1 ZL 1Prs /Pip L /Elem Ch Slo a -� -I- -I- -I- -I- -!- -(- -I- - - -I- -�- -I- P I I I SF Avel HF ISE DpthlFroude N Norm Dp 1 "N" 1 X -Fa11I ZR 'Type Ch 4ir iri iri �trtr I iri kfe it iri it it i it i fei i irA6 i iri it it ir4 ie tfr i ir4 it ie�tri �i i 4i�trir it it I k4ir ir4i it I fitri(iefidir it it i fibir irh 4ir i iif Yr ie it ili rt i 4tr4hir it it it I Ai hQi it ,} i it ie it iri hi i Qtr it Yip i rt4i '.iti it 3003.480 973.530 2.690 976.220 2.84 1.61 .04 976.26 .00 .64 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 28.987 .0418 .0007 .02 2.69 .00 .37 .013 .00 .00 PIPE I I I I I I I I I I I I I 3032.467 974.741 1.500 976.241 2.84 1.61 .04 976.28 .00 .64 .00 1.500 .000 .00 1 .0 3.2621 .0418 -I -. -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0007 .00 1.50 .00 .37 .013 .00 .00 PIPE I I I I I I I I I I I I I 3035.729 974.877 1.361 976.238 2.84 1.69 .04 976.28 .00 .64 .87 1.500 .000 .00 1 .0 .3011 .0418 -I- -I- -I- -I- -I- .00061 .00 I 1.361 .21 -1 .37 -I .013 -I .001 .00 (PIPE I I I I I I I I I I I I I 3036.030 974.890 1.348 976.238 2.84 1.70 .04 976.28 .00 .64 .91 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7UNCT STR .7485 .0004 .00 1.35 .22 .013 .00 .00 PIPE I I I I I I I I I I I I I 3036.070 974.920 1.369 976.289 1.42 .84 .01 976.30 .00 .45 .85 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.994 .0411 .0002 .00 1.37 .10 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 3038.064 975.002 1.287 976.288 1.42 .88 .01 976.30 .00 .45 1.05 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.621 .0411 .0002 .00 1.29 .13 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 3039.685 975.068 1.219 976.287 1.42 .92 .01 976.30 .00 .45 1.17 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.408 .0411 .0002 .00 1.22 .14 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 3041.093 975.126 1.160 976.286 1.42 .97 .01 976.30 .00 .45 1.26 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.261 .0411 .0002 .00 1.16 .16 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 3042.354 975.178 1.107 976.285 1.42 1.02 .02 976.30 .00 .45 1.32 1.500 .000 .00 1 .0 1.146l .oall -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0002 .00 1.11 .17 .26 .013 .00 .00 PIPE 0 FILE: line11cclub.WSw W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:45: 3 Phase 1, Line 11c 12/13/05 Ahi:4f h+Y'4if ie it it fe {„}it �r it it it it trir atf frilirili(ir it ht4 it hir it hir isY st ir:4ir:t!t it it it i`tr;e it it it it ir'�irA bir ilil iirAAfe A'ir it it i'Airh it it it irtrhAhfifiirbhilrti kir it Oirh trdAie to Yt irOOi iiirk ie irtrpi(it i i it Q ithkh Invert I Depth I Water I Q Vel vel 1 Energyy SupPer ICriticallFlow ToplHeight /lease Wtl INo wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.+ Elev I Depth I width Dia. -FTIor I.D.1 ZL Prs /Pip L/Elem ICh Slope ,t SE DpthlFroude NINorm DP "N" X -Fa I I I SF Avel HF � , ,nll ZR ,a -!Type Ch *aan,r� �' ea�� i I I I I I I I I I I I 3043.500 975.225 1.059 976.284 1.42 1.07 .02 976.30 .00 .45 1.37 1.500 .000 .00 1 .0 1.0551 .0411 -I -I- -I- -I- -I .00031 .00 -I 1.061 .19 -I .26 -I .013 -1 .001 .00 (PIPE I I I I I I I I I I I I I 3044.555 975.269 1.014 976.282 1.42 1.12 .02 976.30 .00 .45 1.40 1.500 .000 .00 1 .0 Page 1 Page 2 1 _ -1 -I- line11cclub.OUT .975 .0411 I I -I- -I- I I -I- -I- 0003 -I- .00 -I- 1.01 .21 -I- .26 -I- .013 -I- -I- .00 .00 1- PIPE 3045.530 975.309 -1 .972 -I- I 976.281 1.42 -I- 1.17 .02 I I 976.30 .00 I .45 I 1.43 I 1.500 I .000 I .00 I 1 .0 .9071 .0411 I I -I- I I -I- -I- .0003 -I- .00 -I- .97 -I- .22 .26 -I- .013 -I- -I- .00 .00 1- PIPE 3046.438 -I- 975.346 -I- .933 -I- I 976.279 1.42 -I- -I- 1.23 .02 I I 976.30 .00 I .45 I 1.45 I 1.500 I .000 I .00 I 1 .0 844 .0411 I I I I I -I- -I- .0004 -I- .00 -I- .93 -I- .24 .26 -I- .013 -I- -I- .00 .00 1- PIPE 3047.282 975.381 -1 .896 -I- 976.277 1.42 -I- -I- 1.29 .03 I I 976.30 I .00 .45 I 1.47 I 1.500 I .000 I .00 I 1 .0 .7901 .0411 I I I I -I- -I- 0004 -I- .00 -I- .90 -I- .26 .26 -I- -I- .013 -I- .00 .00 1- PIPE 3048.072 975.413 -1 .862 -I- I 976.275 1.42 -I- 1.35 .03 I I 976.30 I .00 .45 I 1.48 I 1.500 I .000 I .00 I 1 .0 .7411 .0411 I I -I- I I -I- -I- 0005 -I- .00 -I- .86 -I- .28 .26 -I- -I- .013 -I- .00 .00 1- PIPE 3048.813 975.443 -1 .829 -I- I 976.272 1.42 -I- -I- 1.42 I .03 I 976.30 I .00 .45 I 1.49 I 1.500 I .000 I .00 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-I- 1.94 .26 -I- -I- .013 -I- 1- PIPE 0 FILE: line11cclub.wsw W S P G W- CIVILDESIGN Version 14.06 .00 .00 PAGE 4 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4 :45: 3 Madison Club 100 -yr Phase 1, Line 11c 12/13/05 i is it il'.r is it it it it it it f: i'i fiir i< it it it ie':�ir iir'.rtr�'.: it it t4 ie{:A•fr it i:iri:iei.•+,ili:t:'wR'.ir 6'wi:i;i:i:t:fi is it is it i:A•i: it it it i:'.r it it ir+4 ff sYkh6'.: is irfri il•ki•it at is itk 4fe is is it it it ft •k4k it it �i iri i, if: iir i'il it it is it it it iii: iiri tc I Invert I Depth I water I Q I Vel Vel I Ener YY I super IcriticallFlow ToplHeight /IBase wtI INO wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth Width IIDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X- Fall ZR IType ch 3068.5751 976.2551 .3291 976.5841 1.421 4.96 .381 976.97 I .00 1 .45 1 1.24 1 1.500 .000 .00 1 .0 .9171 I .0411 I I -I- 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1.31 I 1.500 I I .000 .00 I 1 .0 .2451 I .0411 I I I -I- -I- -I- -I- 0079 .00 -I- .39 -I- 1.31 -I- .26 -I- .013 -I- .00 .00 1- PIPE 3071.806 976.388 -1 .402 976.790 -I- -I- i 1.42 3.72 I I .22 977.01 I .00 I .45 1.33 I I 1.500 I .000 .00 I 1 .0 .1661 I .0411 I I I -I- -I- -I- -I- 0069 .00 -I- .40 -I- 1.23 -I- .26 -I- .013 -I- .00 .00 1- PIPE 3071.973 976.395 -1 .416 976.811 -I- -I- I 1.42 3.55 I I .20 977.01 I .00 I .45 1.34 I I 1.500 I .000 .00 I 1 .0 .0941 I .0411 I I I -I- -I- -I- -I- 0061 .00 -I- .42 -I- 1.15 -I- .26 -I- .013 -I- .00 .00 1- PIPE 3072.067 976.399 .431 976.829 I 1.42 3.39 I I .18 977.01 I .00 I .45 1.36 I I 1.500 I .000 .00 I 1 .0 .0331 0 FILE: linellcclub.wSw .0411 W S P 0053 .00 G W- CIVILDESIGN Version 43 14.06 1.07 .26 .013 -I- .00 1- .00 PIPE Program Package serial Number: 1735 PAGE 5 Madison club 100' -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:45: 3 Phase 1, Line 11c 12/13/05 Page 3 linellcclub.OUT AAAirAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAirAAAAAAAAAAAAitAAAAAAAAAA�AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA�AAAAAAAAAAAAAAAAAAAAAA AAAAAAAA Invert Depth water I Q + vel vel I Energy 1 Super critical Flow ToplHeight /1Base wtl No wthp Station I Elev -�- I (CFS) (FPS) Head- - Grd.El_I- E eV -1 -Depth width Dia. -FTlor I.D_ - ZL - Pry /Pi L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNOrm Dp I "N" -I X -Fall ZR Type Ch AAAAirAAA AIAA *AAAAAAIAAAAAAAAIAAAAAAAAA IAAAAAAAAAIAAAAAAAIAAAAAA- IA AAAAAAA- IAAA AAAAI AAAAAAA AIAAAAAAAA AAAAAAAIAX- FallIAAAAA IAAAAAAA 3072.100 976.400 .447 976.847 1.42 3.22 .16 977.01 .00 .45 1.37 1 1.500 .0001 .00 I 1 .0 a —I— —I— —I— —I— —I— —I— —I— —I— —I— —I— —I— —I— —I— I— Page 4 linelldclub.OUT 0 FILE: linelldclub.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:48:41 Phase 1, Line lld 12/13/05 kh:e Nkfritkkkkkkfrfrirkkbbfrbirkkkkkkkkkkkkkkkkkkkkkfrkfrfrirkkkkkkk'. rfrkkkkkfrkkkkkkkkkkkkkkkkkkisfr kkkkkkkkkkkkkkkkkkkkkkkkkkkkkfrkkkkkkkfr kkkkkkkk Invert I Depth I water I Q I Vel vel I Energy I Supper IcriticallFlow ToplHeight /IBase wt INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- . -I h L /Elem ICh Slope ISE DpthlFroude kkkkkk NlNorm kkkkkk Dp kk I kkk"N" kkkk I X -Fallkkkkkkk ) kkkkk ZR IType Ch kkkfrkkkfrklkkkkk 'rkkklkkkfrkkkklfrkkkkkkkk�frfrkkir irkkkikfrkkkkklki FtkAk� lkkkk kd kkklkkkkkkklkkll Ikkkkkkk I I I I I I I I I I I 4001.060 974.890 1.370 976.260 •1.42 .84 .01 976.27 .00 .45 .84 1.500 .000 I .00 I 1 .0 1.9551 .0420 'I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0002 .00 1.37 .10 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 4003.015 974.972 1.287 976.259 1.42 .88 .01 976.27 .00 .45 1.05 1.500 .000 .00 1 .0 1.5921 .0420 -1 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0002 .00 1.29 .12 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 4004.606 975.039 1.220 976.258 1.42 .92 .01 976.27 .00 .45 1.17 1.500 .000 .00 1 .0 1.3811 .0420'1 I 1- 0002 .00 1.22 .14 .26 .013 .00 .00 PIPE I I I I I I I I I I I I 4005.988 975.097 1.161 976.257 1.42 .97 .01 976.27 .00 .45 1.26 1.500 .000 .00 1 .0 1.2351 .0420 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I 1- 0002 .00 1.16 .16 .26 .013 .00 00 PIPE I I I I I I I I I I I 4007.222 975.149 1.108 976.256 1.42 1.02 .02 976.27 .00 .45 1.32 1.500 .000 .00 1 .0 1.1221 .0420 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0002 .00 1.11 .17 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 4008.344 975.196 1.059 976.255 1.42 1.06 .02 976.27 .00 .45 1.37 1.500 .000 .00 1 .0 1.0321 .0420 -I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I I 1- 0003 .00 1.06 .19 .26 .013 .00 .00 PIPE I I I I I I I I I I I 4009.377 975.239 1.014 976.253 1.42 1.12 .02 976.27 .00 .45 1.40 1.500 .000 .00 1 .0 .9551 .0420'1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0003 .00 1.01 .21 .26 .013 .00 .00 PIPE I I I I I I I I I I I I I 4010.331 975.279 .973 976.252 1.42 1.17 .02 976.27 .00 .45 1.43 1.500 .000 .00 1 .0 .8881 .0420'1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I 1- 0003 .00 .97 .22 .26 .013 .00 .00 PIPE I I I I I I I I I I I I 4011.220 975.316 .934 976.250 1.42 1.23 .02 976.27 .00 .45 1.45 1.500 .000 .00 1 .0 .8291 .0420 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .0004 .00 .93 .24 .26 .013 .00 .00 PIPE 0 FILE: linelldclub.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1735 Madison Club 100 -yr WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:48:41 Phase 1, Line lld 12/13/05 kfrfrkkfrkkkir irkkkkfrfrkkkkkfrkkkkkkkkkkkkkkkkkfrkirkfr frkfrkkkkkkkkkkkkkkkfrkkkkkirkkfrkkkkfrkkkkkkkfrkkkkkkk *kiak kirkkkkkkkkkkkkkkkkkkkkkkk kkkkkkkk Invert I Depth I water I Q I vel vel I Energy I Super IcriticallFlow Top Height /IBase WtI INo wth Station Elev (FT) I Elev (CFS) I (FPS) Head Grd.E1.1 Elev I Depth I Width Dia. -FTIor I.D. ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall ZR IType Ch kkfrfrkkkkfr kkfrkkkkkklkkkkkkfrklkkkkfrkkkklkkfrfrfrkkkklkkkkkkklkkfr kfrfrklkkfrkkkkkklkkfrfrk kklkkkkkkkklkirkkkkkklkkkkk *klkkkkkkklkkkkk Ikkkkkkk 4012.049 975.3511 .8971 976.2481 1.421 1.29 .03 976.27 1 .00 1 .45 1 1.47 1.500 1 .000 .00 1 1 .0 .7741 .0420 -1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 0004 .00 .90 .26 .26 .013 .00 .00 PIPE 4012.8221 975.3841 .8621 976.2461 1.421 1.35 .031 976.27 1 .00 1 .45 1 1.48 1 1.500 1 .0001 .00 1 1 .0 Page 1 r r r r r� r r r�■ r r i r r r� r r• r r -1 linelldclub.OUT .7251 .0420 I I -I- -I- I -I- -I- -I- 0005 -I- .00 -I- .86 -I- .28 .26 -I- -I- .013 -I- .00 .00 1- PIPE 4013.547 -I- 975.414 -I- .829 -1- 976.243 -1- I I 1.42 1.42 .03 I I 976.27 .00 I .45 I 1.49 I 1.500 I .000 I .00 I 1 .0 .678 .0420 I I . I -1- I -1- -1- .0006 -1- .00 -1- .83 -1- .30 .26 -1- -1- .013 -1- .00 .00 1- PIPE 4014.226 -I- 975.442 -I- .798 -I- 976.240 -I- I 1.42 1.49 .03 I I 976.27 .00 I .45 I 1.50 I 1.500 I .000 I .00 I 1 .0 .636 .0420 I I I -I- -I- -I- .0006 -I- .00 -I- .80 -I- .33 .26 -I- -I- .013 -I- .00 .00 1- PIPE 4014.862 -I- 975.469 -I- .768 -I- 976.237 -I- I I 1.42 1.56 .04 I I 976.28 .00 I .45 I 1.50 I 1.500 I .000 I .00 I 1 .0 .592 .0420 I I I -I- -I- -I- .0007 -I- .00 -I- .77 -I- .35 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4015.454 975.494 .740 976.234 I I 1.42 1.63 .04 I I 976.28 .00 I .45 I 1.50 I 1.500 I .000 I .00 I 1 .0 .555 I .0420 I I I .0008 .00 .74 .38 .26 .013 .00 .00 PIPE 4016.009 -I- 975.517 -I- .713 -I- 976.230 -I- I 1.42 1.71 I .05 I 976.28 .00 I .45 I 1.50 I 1.500 I .000 I .00 I 1 .0 .378 I .0420 I I -I- -I- -I- .0009 -I- .00 -I- .71 -I- .41 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4016.388 975.533 .687 976.220 I I 1.42 1.80 I .05 I 976.27 .00 I .45 I 1.49 I 1.500 I .000 I .00 I 1 .0 HYDRAULIC JUMP I 4016.388 -I- I 975.533 -I- I .269 -I- I 975.802 -I- I 1.42 6.60 I .68 I 976.48 .00 I AS I 1.15 I 1.500 I I .000 .00 I 1 .0 6.064 .0420 -I- -I- -I- .0348 -I- .21 -I- 27 -I- 2.69 -I- .26 -I- .013 -I- .00 1- PIPE 0 FILE: linelldclub.wsw W S P G W- CIVILDESIGN version 14.06 .00 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:48:41 Madison Club 100 -yr Phase 1, Line lld 12/13/05 hhhthhhhhhhhhhhhhirhhhhhhiehhthhhhitththhhh '.rhhirhhhh hirhhhhhhhhhhhthhhthhhhh�hhhhhhthhh '.r ichthhhhthhhhhhhhhhhhh hithhhhhhh tithhhhhhh thhhhhhh I Invert i epth � water I Q I vel vel I Energyy 1 SupPer CriticallFlOw TOPIHeight /lBase wt1 INO wth Station I -I- Elev -I- I (CFS) 1 (FPS) Head I Grd.E1.1 Elev Depth I width IDia. -FT or I.D.1 ZL IPrs /Pip L /Elem 1Ch Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE - DpthlFroude - -I- NINorm -I- Dp -I- I "N" I -I- X -Fa11I ZR (Type Ch hhhhhhhhhlhhhhhhhhhlhhthhhhhlthhhhhhhhlhi: hhhhhhhlhhhhhhhlhhhhhhhlhthhhhirhtlhhhhhthlhhhhhhtt hhhhhhthlhhhhhhhlhthhhhhlhhhhh I Ihhhhhhh I 4022.451 l I 975.788 -I- I .278 -I- I 976.066 -I- I 1.42 6.29 I .61 I 976.68 I .00 .45 1.17 I I 1.500 .000 I .00 I 1 .0 4.010 I .oazo I I I -I- -I- -I- 0304 -I- .12 -I- .28 -I- 2.52 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4026.461 1 975.956 .288 976.243 I 1.42 6.00 I .56 I 976.80 I .00 I .45 1.18 I I 1.500 I .000 .00 I 1 .0 2.664 I .0420 I I I 0265 .07 .29 2.36 .26 .013 .00 .00 1- PIPE 4029.125 976.068 -I- .297 -I- 976.365 -I- I 1.42 5.72 I .51 I 976.87 I .00 I .45 1.20 I I 1.500 I .000 .00 I 1 .0 1.9211 I .0420 I I I -I- -I- -I- 0232 -I- .04 -I- .30 -I- 2.21 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4031.046 976.148 -I .307 -I- 976.456 -I- I 1.42 5.45 I .46 I 976.92 I .00 I .45 1.21 I I 1.500 I .000 .00 I 1 .0 1.4551 I .oazo I I I -I- -I- -I- 0203 -I- .03 -I- .31 -I- 2.07 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4032.501 -I- 976.209 -I- .318 -I- 976.527 I 1.42 5.20 I .42 I 976.95 I .00 I .45 1.23 I I 1.500 I .000 .00 I 1 .0 1.128 I .0420 I I -I- -I- -I- -I- .0177 -I- .02 -I- .32 -I- 1.94 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4033.629 -I- 976.257 -I- .329 -I- I 976.585 I 1.42 4.96 I .38 I 976.97 I .00 I .45 1.24 I I 1.500 I .000 .00 I 1 .0 .887 .0420 -I- -I- -I- -I- .0155 -I- .01 -I- .33 -I- 1.82 -I- .26 -I- .013 -I- .00 .00 1- PIPE Page 2 Page 3 I linelldclub.OUT 4034.516 -I- I 976.294 -I- .340 -I- I 976.634 I 1.42 I 4.73 .35 I 976.98 I .00 I .45 I 1.26 I 1.500 I .000 I .00 I 1 .0 .701 .0420 I I -I- I -I- -I- -I- .0135 -I- .01 -I- .34 -f- 1.70 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4035.218 -I- 976.323 -I- .3S1 -1- 976.675 -I- I 1.42 I 4.51 .32 I 976.99 I .00 I .45 I 1.27 I 1.500 I .000 I .00 I 1 .0 .553 .0420 I I I -I- -I- -I- .0118 -I- .01 -I- .35 -I- 1.59 -I- .26 -I- .013 -I- .00 .00. 1- PIPE 4035.771 -I- 976.346 -I- .363 -I- 976.710 I 1.42 I 4.30 I .29 977.00 I .00 I .45 I 1.29 I 1.500 I .000 I .00 I 1 .0 .429 .0420 -I- -I- -I- -I- .0103 -I- .00 -I- 36 -I- 1.49 -I- .26 -I- .013 -I- .00 .00 1- PIPE 0 FILE: linelldclub.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 3- 5 -2007 Time: 4:48:41 Madison Club 100 -yr Phase 1, Line lld 12/13/05 kkkkirkkkkkkkkkkkkirkkkkkkkkkkkkkkkkkkkk�kk k'. rkkkirkkkkkkkkkirkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk�kkkkkk #kkkkkkkkkkkkkkkkkkkkkkk kkk`kkkk I Invert I Depth 1 water I Q 1 vel Vel I Ener Y super fcriticallFlOW To plDiag Hei ht /IBase Wt1 INO wth Station Elev I (FT) I Elev I (CFS) l (FPS) Head I Grd.El.' Elev I Depth I width -FT or I.D.I ZL IPrs /Pip L /Elem Ch Slope I I lkkkk f SF Avel HF IS E Dpth ' Froude NINOrm Dp I "N" I X -Falll ZR 1T Type Ch kkkkir it irkklirkkkkkkitk lkkkkkkkklkkkkkkkitk kkkklkk{; kkkklkkkkkkklkkkkkkkkklitkkkkkk kirkkkkkklkkkkkkkklkkkkkkklkkkkkk klkkkkk IType kk 4036.200 -I- 976.364 -I- .376 I -I- 976.740 I 1.42 4.10 .26 977.00 .00 .45 1.30 1.500 .000 I .00 I 1 .0 .325 I .0420 I I -I- -I- -I- -I- .0090 -I- .00 -I- .38 -I- 1.40 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4036.525 -I- 976.378 -I- .389 -I- I 976.767 1.42 I 3.91 I .24 977.00 I .00 I .45 I 1.31 I 1.500 I I .000 .00 I 1 .0 .239 I .0420 I I -I- -I- -I- -I- .0079 -I- .00 -I- .39 -I- 1.31 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4036.764 -I- 976.388 -I- .402 -I- I 976.790 1.42 I 3.72 I .22 977.01 I .00 I I .45 1.33 I 1.500 I I .000 .00 I 1 .0 .162 I .0420 I I -I- -I- -I- -I- 0069 -I- .00 -I- .40 -I- 1.23 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4036.926 -I- 976.395 -I- .416 -I- I 976.811 I 1.42 3.55 I .20 977.01 I I .00 I .45 1.34 I I 1.500 I .000 .00 I 1 .0 .092 I .0420 I I -I- I -I- -I- -I- .0061 -I- .00 -I- .42 -I- 1.15 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4037.018 -I- 976.399 -I- .431 -I- 976.829 -I- I 1.42 3.39 I .18 I 977.01 I .00 I .45 1.36 I I 1.500 I .000 .00 I 1 .0 .032 I .0420 I I -I- -I- -I- .0053 -I- .00 -I- .43 -I- 1.07 -I- .26 -I- .013 -I- .00 .00 1- PIPE 4037.050 -I- 976.400 -I- .447 -I- I 976.847 -I- I 1.42 -I- 3.22 I .16 I 977.01 I .00 I .45 I 1.37 I 1.500 I .000 .00 I 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- I- Page 3 MMIMMIMMIMMIMIM line11hclub.OUT 0 FILE: LINEIIHCLUB.WSW W S P'G W - CIVILDESIGN version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 4- 9 -2007 Time: 3:20:21 Madison Club 100 -yr Phase 1, Liine 11h 12/13/05 frfrfrhhfrhfrhfrhfrhfrfrhfrhfrfrfrhfrfrfrfrhfrfrfrafr, t, tfraafraafrfrfrfrananafrfrfrfrfrfrafrfrafreafr*, rfrfrafraaaafrfr, n, nfrafrfrfra, tfrfrfrfrafrfrnaar .afrafrfrafrfrafrfrafrfrfrfrfrnfra,rfrfrfraaa frceaaafrfr Invert I Depth I water I Q I vel vel Ener YY Supper ICriticallFlOW To Hei ht/ Base Wt No wth Station -I- Elev l (FT) -l- Elev I (CFS) -I -(FPS) Head I Grd.El_I- Elev -� -Depth -I -width plDia9 -FTl0r I.D_ - ZL -IPrs /Pip -I- -I- -I- -I- ` f L /Elem ICh Slope I I I SF Avel HF ISE Dpth Fronde N1Norm DP I eN.. I X -Fall ZR `Type Ch ithfr hhiefr hhlhfrfr itfr hhhhlfrfrfrfrfrfrhfr frfrhfrhfrhhie hfrhfrfrhhhfr lhhhfrfrfrfrlhhfrfrhfrfr lhfrfrhhfrfrfrfr frhfrfrhhie frfrfr hfr hiefr lhfrfrfrfrhfrh frfrfr frfrfrfrlfrfrfrhfrfrfrlfrhfrhh frfrfrhfrfrfr 8000.7701 980.0701 4.8301 984.9001 16.901 5.38 .451 985.35 I .00 1.48 1 .00 1 2.000 1 .0001 .00 1 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 246.740 .0100 .0048 1.17 .00 .00 1.22 .012 .00 .00 PIPE I I I I I I I I I I I I I 8247.510 982.540 3.570 986.110 16.90 5.38 .45 986.56 .00 1.48 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ]UNCT STR .0094 .0028 .02 .00 .00 .012 .00 .00 PIPE I I I I I I I I I I I I I 8252.840 982.590 4.256 986.846 7.52 2.39 .09 986.94 .00 .97 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 176.780 .0100 .0009 .17 .00 .00 .76 .012 .00 .00 PIPE I I I I I I I I I I I I I 8429.620 984.360 2.663 987.023 7.52 2.39 .09 987.11 .00 .97 .00 2.000 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 of 0 �NI2'IS N IS'�fda- I�l�'� MH #64- CBSIZE.tXt it it it it t t. is is it ie ie ir'.r •k i; i<ir it 3 it is it s4 •k it it � i• 3 it is it it � � :Y'.r � it it ir'.r'..• it i:'.r � � is '.: it � it it � # it it it ir'.: '.r i; is �• is '< � is � :t � ir'.r's'.r »»SUMP TYPE BASIN INPUT INFORMATION «« ---------------------------------------------------------------------------- curb Inlet capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.50 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.67 -_ - - »» CALCULATED_ ESTIMATED - SUMP _ BASIN - WIDTH (FEET)- =------- 6- 20------ -_ - - -- Gin a h�CIC.�W41 6p iH Ala> L4 on �- = io 23 oFfrN M IN&, 7b Ac.C.pT t+ -7- Ib e 15 c 1 .. Page 1 0 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 to estimating the .capacity of inlets in sump locations. 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 y 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. " T The c capacity of grate inlets operating as weirs is: ' Q Qi C CwPdl.5 ( (17) .where: P P = perimeter of the grate ih ft (m) disregarding b bars and the side against the curb Cw = 3.0 (1.66 for SI) ' Q The c capacity of a grate inlet operating as an orifice i is: Qi ._. C CaA(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/s 2) I. 69 r i( . 4T .14 AY- t� z 11-; 6waL e OF I. b"7 /ka-1A A� of Z � 0 10 a 6 S 4 3 2 1.67 t it O.E = OA 0.! 0.4 0.' 0.2 s M -M GRATE OPENING R&IIS, Reticuline 0.8 Curved vone 0.35 300 tilt-bar .0.34 - Tested WAJ s MAP t CURB 'PAP MM a 3 4 S 6 a 10 OOSCBAAGE Q (Fr 3/3) 20 30_ 40 50 60 a0 100 CHART 11. Grate inlet capacity in sump conditions. = D.67x3.E (ZY- 37, 16 6? = Z.t,5�- s 71 �. c--,tti SMALL 7r N L. C-T S CZFtc, Q Vk -Tt d to d � E A(T, o S c ��. �e C-0 DIT, F►c eF" tt -kr C 1..EA \� d�tPltll� Air-EF4 C �,i c, ►Z- - � . 3 � , � t r-1, rr �0 U CA t) T-AA t,\ � sd YG FT _ 0.5 Q Aat4C C- r _ s V)2jy os 1 -0 bQ)o -b s�Z) 1hQ, _ �� :1 Q is )L*2Z ) ZJ �,-Lj 1-, ► .)� Ll = Q So SNOLL09NN0j 31i>n2td Madison club Residential Area D.rain connection 10" HDPE 6/6/05' Manning Pipe calculator � A i I � I Given Input Data: shape ....................... Circular solving Flowrate Diameter 0.8330 ft .for ...................... Depth 0.8000 ft slope ... 0.0100 ft /ft Manning 's n ..................... computed Results: 0.0120 Flowrate .. 2.5399 cfs Area ........................ 0.5450 ft2 wetted Area .................. wetted Perimeter 0.5378 2.2831 ft2 ft Perimeter ::::::.......... 2.6169 ft velocity 4.7230 fps Hydraulic Radius ................ 0.2355 ft Percent Full .................... Full flow Flowrate .............. 96.0384 % 2.3711 cfs Full flow velocity 4.3507 fps � A i I � I 1� 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 * Typical Residential Runoff 6/6/05 _ FILE NAME: RES- 10.DAT TIME /DATE OF STUDY: 15':01 06/06/2005. 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 INT.ENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY (INCH/HOUR). = 4.520 100 -YEAR STORM 607MINUTE'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 iWIDTH CROS•SFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO_ =(FT) _ (FT)_= SIDE -/- SIDE / -WAY- =(FT)= =CFT) -(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. (D.epth)* (Velocity) Constraint = 6.0 (FT *FT /S) =SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ^OR^ EQUAL ^TO_ THE ^UPSTREAM ^TRIBUTARY ^PIPE.- y FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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) = 250..00 ' UPSTREAM ELEVATION(FEET).= 100.00 DOWNSTREAM ELEVATION(FEET) = 98.75 ELEVATION DIFFERENCE.(FEET) = 1:25 TC = 0.4.69 *[( 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 n 1 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 J enner Street, suite 200 Irvine, CA 92618 (949) 453 -0111 DESCRIPTION OF STUDY Madison club 100 -yr Typical Residential Runoff 6/6/05 FILE NAME: RES- 100.DAT TIME /DATE OF STUDY: 14:59 06/06/2005 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 &!NCD 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 n t ZI S31lfld"IOZLLNO'J aom�). �NVio� �a1 sx�n2t s HYDROLOGIC SOILS CROUP MAP FOR CATHEDRAL CITY 0 FEET 5000 PLATE C -1.36 LEGEND SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION RCRCaWCD � HYDRCL OGY 1 \ /]� \NUAL HYDROLOGIC SOILS CROUP MAP FOR CATHEDRAL CITY 0 FEET 5000 PLATE C -1.36 i]•s 2'1o' (THOUSAND PALMS -H.E:} B B n y. D - ~�L} �f L iY� B''� 3 � .36 � 31`��` \``. 32 nB Dr- A �r'': .ir: .4' • Jl - ''o:� `'� i..: 'i ` `1- _. A �!a - }� / \ - C e°uNOAar I •• ��, " _ - ..�• �' {}'t•�1:4.;~ ' :;I•,';-': -' =tom ";: t:- _''�I; ? }.e,>.�''.�t� j •O. Jr ! /.? r ' �t� v .�•.��:-�1y {..:. ct i", ri, �;,,:'_ � :�': ✓' " „'ti::.r,5- 'd.;�'.:J -1'', `)l_�1_'� ..�i%Z]'` /) - G •:ti•. ./_,: `i_ _ir. ,' tit} rr•- � - '''.i',•�' ”. \�.:j ;' % _ ..�. I, _ � __ l.,j:.)} �, � fa'•.'I(9: -i:: )jai- a_''y'S1.:. �.l�I`.._::'n %`:' I�,c.. y� � '� • r =,';t � •1� L'?s:;'`a `,�'i'''ti `:, ;, .a! . ':;;��;•;,1v ( },�1.,;, „" :i., 1 � n r !• Qt.. �'' r• r 1 e: <-• ' r..'}�•I �; S7L v�. �U" tiv _ `- 1= �.�V''�11 V L-, �•.,v i 12,: \ �• 7(/ $'•~ :: i --i11 1"i4 i .:.,r 1 a 3 ^r- .r:-�} : -�_� Boa. 'Ci t�'I ,• p, . t -_:: L• "L�F+`J�t'!L4 j v� '�;' I i '".`i / � ��y�^ �'JCr'i0 r -- �'I!a._.L -- ¢— ._— — i�N•+ -7�• T•`- r--- •(rte}; , .. ' .: _/. n.��•.1,. •i--�' . L , IG alt -'�.r �� —. Z2 23 20 --..: e : C` O- A _C H E L 2B: 30 ! ...._.....\'3 35 P 36 ' •f. 31 1 :�.:.i. 31.i N 1�':•y3_`` : A L L LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION FOR RCFCa -WCD MYOMA �. HYD, -?DL C)IY 1\ /jANIJAL 0 FEET 5000 PLATE C -1 A7 I LEGEND HYDROLOGIC SOILS GROUP 14AP SOILS GROUP EVJ- -^,WRy A SOILS GROUP DESwnATfON FOR R c F C a W C D RANCHO MIRAGE I-I ROL OGY 1MLANUAL 0 FEET 5 PLATE C -1.4R I I RUNOFF INDEX NUMBERS'OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC IZ Cover Type (3) Quality of Soil Group Cover (2) A B C D NATURAL COVERS - Barren (Rockland, eroded and . graded land) 78 86 91 93 Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Door 53 70 80 85 Fair 40 63 75 81 Good 31 57 71 78 .Chaparrel, Narrowleaf (Chemise and redshank) Poor 71 82 88 91 Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair. 50 69 -79 84 Good 38 61 74 80 Meadows or Cienegas (Areas with seasonally, high water table Poor 63 77 85 88 Principal vegetation is sod forming � g grassy Fair 51 70 80 84 Good 30 58 72 78 Open Brush (Soft wood shrubs e buckwheat, sager etc,) Poar r 62 76 84 88 air 46 56 77 83 I Good 3 175 181 Woodland �45 �77 (Coniferous or broadleaf trees _ Poor 66 83 Canopy density is at least 50 percenatee Fair 35 60 73 79 Good 28.55 70 77 Woodland, Grass (Coniferous or broadleaf trees with Poor 57 73 82 86 canopy density from 20 to 50 percent) air 44 65 77 82 Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc,) Good 32 56 69 75' Turf (Irrigated and mowed grass) Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow (Land= plowed but not tilled or seeded ) 76 85 90 92 R F C e C •RUNOFF IN'DEX NUMBERS MYDRLJGY 1 \ /JANUAL FOR PERVIOUS AREAS FBI ATP 97-a t r _c ni 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. CU RUNOFF INDEX. NUMBERS HYDROLOGY MANUAL FOR - PERVIOUS AREAS PLATE . E -6.1 (2of 2 ) rnERS 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.) Poor Good 66 77 85 89 58 72 81 85 Orchards,.Deciduous ' apricots, (Apples, P , pears, walnuts, etc.) See Note 4 Orchards; Evergreen (Citrus, avocados, etc.) Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland (Annual Poor 67.78 86 89 grasses) Fair 50 69 79" 84 Good 38 61 74 80 Pasture, Irrigated (Legumes and perennial grass) Poor -Fair 58 74 83 87 44 65 77 82 Good 33. 58 72 79 Row Crops Poor (Field crops - tomatoes, sugar beets, etc. ) Good 72 . 67 85 7 78 8 5 89 9 Small Grain (wheat, oats, barley, y Poor 165 76 184 188 � Good �63 � 75 � 83 � 87 Vineyard � � 1 � See Dote 4 Notes: I. P_11 runoff index (RI) numbers are for (AMC) II. Antecedent Moisture Condition 2. Quality of cover definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 cent of the ground surface is protected by and tree per- plant cover or brush canopy. Fair- Moderate cover with 50 percent to 75 percent of the face ground sur- protected. Good -Heavy or dense cover with more than 75 percent of surface the ground 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. CU RUNOFF INDEX. NUMBERS HYDROLOGY MANUAL FOR - PERVIOUS AREAS PLATE . E -6.1 (2of 2 ) I ACTUAL .IMPERVIOUS. COVER Land Use (1) Natural or Agriculture Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 20,000 S. F. (11i 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 4S -55 45 - 70 65 -90 60 - 85 Recommended Value For Average Conditions -Percent (2 0 20 40 50 65 80 75 Co:TT @rclai, Downt&,gn ' 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 ever on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical. horse ranch Subdivisions increase impervious area 5 perm cent over the values recommended i,-1 the table above. R WC rJYOROL OrY MANUAL IMPERVIOUS FO R DEVELOPED COVER. AREAS P1 ATP c -a z- N. dew J.�mo�aJ,+� X/IrIN11TV KAAP REVISIONS I ... ., \ i ,\ , , ,� � V11 I : " - I , � , I , ,X_111\_' I \ 1�1 \ , \ \ I . ' , \ _1 . 1111111" - HIM FItATIONAL METHOD, C=0.8402 = I I I SYNTHETICiuNIT HYDROGRAPH (VALVES BASED ON RIVERSIDE) I COUNTY FLOOD CONTROL "HYDROLOGY MANUAL' SOIL TYPE I- I I I PAGE C-2 SOIL COVER TYPE GOOD PAGE C-3 ANTECEDENT MOISTURE CONDITIONS AMC 11 PAGE C-4 RI= RUNOFF INDEX 69 PLATE E-6.1 FP= LOSS RATE FOR PERVIOUS AREA (INCHES/HOUR) 0.38 PLATE E-6.2 A1=IMPER',110dSE AREA (ACTUAL—DECIMAL PERCENT) — WEIGHTED AVERAGE I 0.23 PLATE E-6.3 (PER AREAS BELOW) DEVELOPED AREA (AC)= 39.9 Ai= 40 LANDSCAPED AREA (AC)= 72.3 Ai= 10 WATER FEATURE AREA (AC)= 3.1 Ai= 100 NORMAL WSE (WATER SURFACE ELEVATION)= 957 • 7�� _.�!�_,��:k___ �� -: i I I _ , .� I . — / " 's ! . -_�I�::_, ----- _ -- 1, i ��, ! I— . I ; ,., ... f 1. ! , I I I ! 11 �� 11 I , i . .1 I I � , , — '/ -,- I __, ., " / — _ _._Z__ — — , i / � / I 1. /P "'l / j / I/ 338 " , , I . f , // PAD=995,0 / I " ,/,I ? T I I "Iv " , ' I . . �j , / I .. I I I i ! ... , J I i .� ; �, I I ! I " . I . <"/ .�, / t� "'. I . 1; .. � - . I I . 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Aw I'll �� 11 I "I'll 9 PROJECT No. 0001 MDC SHEET 1 ®F 1 I` 0 I-- IN � CID 0 E W H 0 _j 0- w F_ < 17 0 ± 0 1 U U) I 0 >_ am I 0 C2I 1-1 >1 a, C, 0 I_ -0 �>, = I—, Q) V) D 0 _r_ .0 :3 � 0 1-1 C� .E a 0 0 I_ 0 .�) U 0 V> (_ 0 Q> E > 0 0- E Q V) r- 0 00 0 1-1 0 C) :2 3 0 i (Ij 0 1.1) — 0 1-1 fi, 11 f- < a_ 10 -Year, 20 -Year, and 100 -Year Storm Rational Method Analysis f for East of Madison, LLC 80 -955 Avenue 52 La Quinta, CA 92253 Prepared he _ • ®e�® S I WConsultants, Inc.. 7595 Irvine Center Drive, Suite 130 C Irvine, CA 92618 949.453.0111 uH.der the supervision of- Jeremy W. Patapoff, P.E. Date prepared: April 18, 2006 . REFER t 9 x f - E TABLE OF CONTENTS I. INTRODUCTION ......................................................... ..............................1 H. METHODOLOGY ........................................................ ............................1 -2 III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3 IV. STORM DRAIN HYDRAULICS ....................................... ..............................3 V. BIBLIOGRAPHY ......................................................... ..............................3 TECHNICAL APPENDIX 10 -YEAR STORM ANALYSIS 20 -YEAR STORM ANALYSIS 100 -YEAR STORM ANALYSIS WSPG OUTPUT (PER MADISON CLUB PHASE 2 - VOLUME MD) CATCH BASIN SIZING STREET CROSS - SECTION CAPACITY RIVERSIDE COUNTY FLOOD CONTROL PLATES HYDROLOGY MAP r I. INTRODUCTION The purpose of this report is to present the hydrology and hydraulic analysis for the 10 -year, 20- year and 100 -year storm water discharge for proposed Avenue 53 and Madison Club (Tract 33076 -1 and -2) tributary areas. The project area is proposed Avenue 53 located in the City of La Quinta, California and is bounded by Madison Club Perimeter Wall (west) and runs approximately 1,300 feet east along Avenue 53 to Monroe Street. The proposed street and adjacent landscape will consist of approximately 2.9 acres. This report is specific to proposed i Avenue 53 only, for additional references for the complete system analysis, reference "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" (Volume I), "Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)" (Volume II) submitted separately. This report is intended to accompany the "Off -Site Street Improvement Plans for Avenue 53" �j plans as Volume IIIG. The reference report "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" (Volume I) was submitted with the "Mass Grading and Perimeter Wall Plans" and addressed the necessary storage volume to retain all off -site and on -site runoff generated by the largest 100 -year 24 -hour event based on the Synthetic Unit Hydrograph method for Madison Club. This report will cover catch basin sizing and street capacity only. Pipe sizing and catch basin construction are per the Madison Club Phase 2 Storm Drain Plans. This report is intended to provide a comprehensive analysis of Avenue 53 peak storm runoff volumes and how they are conveyed to retention areas (lakes) within Madison Club. Specifically, this report will substantiate the "Off -Site Street Improvement Plans for Avenue 53" design plans, which will show the local depression only. H. METHODOLOGY �\ Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff within the project and a portion of the perimeter streets will be stored on -site. Within the site there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low point within the golf course, only four (4) of the seven (7) lake features serves as the project's ultimate storage devices. Each watershed area drains by way of storm drains through the golf course to these four (4) lakes. From these four (4) lakes the water is discharged to on -site dry wells. These dry wells are intended to remove water from the site over time and are not considered part of the routing analysis. The hydrology map in the Technical Appendix shows the delivery system in each watershed area to the adjacent lake for storage. The reports titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" and "Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)" r provide the analysis for the storage and routing mentioned. In this report, watershed areas were modeled according to the Riverside County Flood Control and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to represent catch basin collection areas within each watershed. A storm drain line was sized and will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin (lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm drain pipelines to be conveyed to the respective storage basin (lake). r I The peak storm flow discharge rates from the sub -areas were calculated with integrated rational method/unit hydrograph method hydrology software available from Advanced Engineering Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software was used to analyze the peak discharges generated by a 10 -year, 20 -year and a 100 -year frequency storm. During analysis, conservative C- values were used (Approximately 0.83 -0.84) for the rational method analysis of the landscaped and street areas. Street flow time was included, and the times of concentration and peak runoffs in this report are conservative based on the assumed C- values. The soil group classified for the project area is type `B" soil. Rainfall intensity values were developed from the slope of the intensity duration curves RCFC &WCD 1 Hydrology Manual figure D -4.6. Pipe hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG) software. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the Manning equation for conduit and channel flow, incorporating principles of continuity and conservation of energy. Street capacities and catch basin sizing were calculated using AES software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for 1 flow -by and sump basins. i M. STORM WATER RUNOFF ANALYSIS i i r t Reference the Hydrology Map in the Technical Appendix for relevant analysis information for sub - areas, catch basins and other hydrologic information for the storm water runoff analysis. Proposed Avenue 53 has a responsibility to convey the storm water runoff between the perimeter wall west of Ave 53 and Monroe Street on Avenue 53 into the Madison Club to a retention basin, Lake G, within Madison Club. To analyze the proposed Avenue 53, it was divided into two (2) main storm drain discharge systems. 6C -1, and 6C -2 (Line 13C). The catch basin within 6C -2 received a sub -area to analyze its respective flow. All storm drain pipe line sizing was estimated from AES and then confirmed with the HGL data from WSPG (Reference Madison Club Phase 2 Volume IIID). The following table is a summary of the results of the hydrology analysis for each storm drain line including: node number, catch basin number, tributary sub -area, tributary surface area, and sub -area 100 -year flow (Qloo)• Table 1: 100 -Year Distribution of Flow Catch Basin # (Node #) Storm Drain Line Tributary Sub -Area Tributary Surface Area Sub -Area Q100 1 (3) Line 13C 6C -1, 6C -2 2.9 Acres 3.1 CFS TOTAL 3.1 CFS 2 The following table is a summary of the catch basin sizes that were determined from the 100 -year storm water runoff estimate. Part of the criteria of the catch basin sizing was the following: flow could not exceed right of way, must maintain one (1) operating lane of traffic in each direction, and a flow -by catch basin would accept approximately 75% of the flow. Table 2: Catch Basin Summary Catch Basin # ode # Type Sub -Area Qioo Inflow By -pass Gutter Flow Depth Inlet Length 1 3 Sump 3.1 CFS 3.1 CFS 0.0 CFS 0.40 FT 4.0 FT TOTAL 3.1 CFS 3.1 CFS IV. STORM DRAIN HYDRAULICS The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe line sizes for all mainlines and laterals to convey water from each respective sub -area to the storage basins (lakes). The WSPG software created an HGL that was capable of being placed in the profile section of the design plans utilizing the 100 -year water surface of the storage basins (lakes). Line 13C is part of the Madison Club Phase 2 Storm Drain System. The 100 -year HGL was obtained from the design plans of the Madison Club Phase 2 Storm Drain, and represents the 100 -year water surface elevation for analysis. The software incorporated all manholes, junctions, horizontal curves and vertical bends in the analysis. The output reports can be found in the Technical Appendix for reference. Note: All supporting documentation is located in the Technical Appendix of this report for reference. V. BIBLIOGRAPHY 1. ` Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis (March 29, 2005). 3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone) Volume II (July 27, 2005). 4. Hydrology and Hydraulics Study for Madison Club Phase 1; Volume IIIA (July 12, 2005). 3 I XIQN3dd�"IHJI Na -1031 1 Sl s),-IyN)v W2i01S2Rf3% -OT � 1 I AVE5310.TxT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineerin Software (aes) (Rational Tabling version 6.OD3 Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. One ]enner Street, Suite 200 Irvine, CA 92618 (949) 453 -0111 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 10 -yr * Ave 53, Area 6C * 3/7/06 FILE NAME: AVE531O.DAT TIME /DATE OF - - STUDY: 03/07/2006 -- - ---------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD.HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEF.LOW 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 -34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 �1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) '*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -- FLOW - PROCESS -FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 -------------------------------------------------------------------- »>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)3 * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 496.00 UPSTREAM ELEVATION(FEET) = 982.10 DOWNSTREAM ELEVATION(FEET) = 981.94' ELEVATION DIFFERENCE (FEET) = 0.16 TC = 0.937 *[( 496.00 * *3) /( 0.16)3 * *.2 = 56.028 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.051 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4507 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 0.52 __FLOW - PROCESS - FROM - NODE - - - - -- 2_00 -TO- NODE - - - - -- 3_00 -IS- CODE- =-- 62---- - - - - -- '»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>>>( STREET TABLE SECTION # 3 USED)« «< UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36 :STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 23.00 Page 1 t AVE5310.TXT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk FLOW section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 6.53 TC(MIN.) = 62.55 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 0.986 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6682 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 1.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET /SEC.) = 1.82 DEPTH *VELOCITY(FT *FT /SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 62.55 PEAK FLOW RATE(CFS) = 1.71 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1. 1 11 A I SISi.�Ii�N�f W21015'2li��i.-O� ri i I 1 1 I I I � I � 1 1 AVE5320.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 20 -yr * Ave 53, Area 6c * 3/7/06 ******************************************* * * * * * * * ** * * * * * * * * * * * * ** * ** * * * ** FILE NAME: AVE5320.DAT TIME/ DATE OF- STUDY_ - 14_06- 03/07/2006 - ---------- - - - - -- ---------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 20.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10-YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 =YEAR INTENSITY- DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 20.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.169 SLOPE OF INTENSITY DURATION CURVE = 0.5805 RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES . *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: '1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /5) *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: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 496.00 UPSTREAM ELEVATION(FEET) = 982.10 DOWNSTREAM ELEVATION(FEET) = 981.94 ELEVATION DIFFERENCE(FEET) = 0.16 TC = 0.937 *[( 496.00 * *3) /( 0.16)] * *.2 = 56.028 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.217 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4836 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 0.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 3 USED) « «< UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36 STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 23.00 Page 1 r AVE5320.TxT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -walk FLOW Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.47 STREET FLOW TRAVEL TIME(MIN.) = 6.32 TC(MIN.) = 62.35 20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.143 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6848 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.68 FLOW VELOCITY(FEET /SEC.) = 1.90 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET. — =END OF STUDY SUMMARY:=°___________ _________________________ _ _ _ _ _f TOTAL AREA(ACRES) 2.90 TC(MIN.) = 62.35 PEAK FLOW RATE(CFS) 2.06 r END OF RATIONAL METHOD ANALYSIS A n � I �1 Page 2 1 L 1 1 SIS%�1�N�1 W2J01S21�3� -OQG � 1 1 1 AVE53.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 * Ave 53, Area 6C * 3/7/06 ******************************************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** FILE NAME: AVE53.DAT TIME /DATE OF STUDY: 13:47 03/07/2006 - -------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative 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 - -- 1_00 -TO- NODE - - - - -- 2_00 -IS CODE = 21 ---- - - - - -- ---------------------- »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 496.00 UPSTREAM ELEVATION(FEET) = 982.10 DOWNSTREAM ELEVATION(FEET) = 981.94 ELEVATION DIFFERENCE(FEET) = 0.16 TC = 0.937 *[( 496.00 * *3) /( 0.16)] * *.2 = 56.028 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.665 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5524 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.01 FLOW PROCESS FROM.NODE 2.00 TO NODE 3.00 IS CODE = 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 3 USED) « «< UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36 STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 23.00 Page 1 AVE53.TXT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk F1Ow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 5.80 TC(MIN.) = 61.83 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.572 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7201 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.04 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 3.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.50 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET. --------------------------------------- ------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 61.83 PEAK FLOW RATE(CFS) = 3.05 END OF RATIONAL METHOD ANALYSIS 0 Page 2 1 v 11 1Yid1Yl0 �aSM � r +r rr t�■i �r ar rr r ■r �r a� irr �r r r rr rr war rr s Page 1 linel3c.OUT 0 FILE: linel3c.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1735 WATER SURFACE PROFILE LISTING Date: 1 -13 -2006 Time: 3:28:13 Madison club 100 -yr Phase 2, Line 13c I invert I Depth water I I' Q I Vel vel I Energy I supper criticallFlow ToplHeight , /IBase wt1 INO wth Station I Elev 1 (FT) Elev I (CFS) I (FPS) Head I Grd.Ey.1 EIeV Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem -I- -I- Ich Slope -I- I -I- I -I- I -I I -_ -I- SF AVel -I.- HF -I- ISE DpthlFroude -I- NINorm Dp -I- I "N" -I- 1 X -Fa111 ZR -I IType Ch 3002.500 972.240 2.960 975.200 9.20 2.93 .13 975.33 .00 1.08 .00 2.000 .000 .00 1 .0 156.870 .0025 .0014 .22 2.96 .00 1.30 .012 .00 .00 1- PIPE 3159.370 I 972.630 I 2.791 I 975.421 I 9.20 I 2.93 I .13 975.55 I .00 I 1.08 I .00 I 2.000 I I .000 .00 I 1 .0 ]UNCT STR 0019 .0012 .01 2.79 .00 .013 .00 .00 I- PIPE 3164.700 I 972.640 I i 2.948 975.588 I 5.80 I 1.85 I .05 975.64 I .00 I I .85 .00 I 2.000 I I .000 .00 I 1 .0 -I- 142.890 -I- .0025 -I- -I- -I- -I- -I- .0006 -I- .08 -I- 2.95 -I- .00 -I- .97 -I- .012 -I- .00 .00 1- PIPE 3307.590 I I 973.000 I 2.668 975.668 I 5.80 I 1.85 I .05 975.72 I .00 I I .85 .00 I 2.000 I I .000 .00 I 1 .0 -I- 7UNCT STR -I- 0957 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 2.67 -I- .00 -I- -I- .013 -I- ..00 .00 I- PIPE 3312.920 I I 973.510 I 2.228 975.738 I 3.10 I 1.75 I .05 975.79 I .00 I I .67 .00 I 1.500 I I .000 .00 I 1 .0 261.350 .0025 .0009 .23 2.23 .00 .83 .013 .00 .00 PIPE 3574.270 -I- I I 974.170 I 1.796 975.966 I 3.10 I 1.75 I .05 976.01 I I .00 I .67 .00 I 1.500 I I .000 .00 I 1 .0 I- 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- Page 1 J t 1 �N1r 'Z' 1}f0 � 1 11 CB #1- SIZE100.txt »»SUMP TYPE BASIN INPUT INFORMATION «« --------------------------------------------------------=------------------- Curb inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. ' BASIN INFLOW(CFS) = 3.10 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.40 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.97 Cl � 1, � I � I � I � I � I � I l I � I � I � I I Page 1 1 Ll 1 I� 1 CB #1- DEPTH100.txt » »STREETFLOW MODEL INPUT INFORMATION «« ------------------------ CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 3.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) _ 23.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW _ ASSUMED -TO- FILL _ STREET _ON - ONE _ SIDE, - AND - THEN - SPLITS __ -- - - -_ -- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.86 --- _PRODUCT _OF- DEPTH& VELOCITY_=_--- 0_ 75------ ------------------------- -- - - -- Page 1 ' CB #1- SIZElO.txt ' »» SUMP TYPE BASIN INPUT INFORMATION «« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.80 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.35 »» CALCULATED - ESTIMATED - SUMP - BASIN - WIDTH (FEET)- =- - - - - -- 282- __--- - - - - -- � I IF � I � I � I � I IU � I � I � I � I � I ' Page 1 �Ji i 1 1 I CB #1- DEPTH10.txt »» STREETFLOW MODEL INPUT INFORMATION«« - -- - - -- -------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 1.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 FLOW _ ASSUMED_TO - FILL _ STREET _ ON - ONE _ SIDE, _ AND THEN_ SPLITS_________ ___ _ _ __ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63 PRODUCT OF DEPTH &VELOCITY = 0.57 I Page 1 1 n C� J t L � 1 ST CAP.txt » »STREETFLOW MODEL INPUT INFORMATION «« -------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW DEPTH(FEET) = 0.45 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0-.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700 ---- FLOW _ASSUMED -TO FILL STREET ON ONE SIDE. ---------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ' STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.59 HALFSTREET FLOW(CFS) = 4.61 ' ---- AVERAGE - FLOW - VELOCITY( FEET / SEC- ) -= - - -- 199------------------------ - - - - -- PRODUCT.OF DEPTH &VELOCITY = 0.89 1 r�l 1 1 Page 1 l0?J1NOO QOO-l� i.J_NYIO� 3QI5213/�I21 921-3 —3 31VId 0005 1334 0 I'dnwvf /\f Jk701O&GA[ -f A110 IV803HM 0 0 M S 0 d 08 803 NOIIVNJIS3O dnoue S110S V JIMVONnOG dnous S"iIOS ddW dwiD s-llos 0190-10WIAH ON3931 r 1 i i ITM OVS wNO PA URS -N.E.t • 1 cam_ \ I � /,._ -� _ _.` A p �\ 22- A D lXSTAJ 'S�•,Sio-t `7, et . '_' sIY,. . `;; mil',^^- .a �:, + l oft ?�.,• i • =' �yl r � ,,• L � F,� ;i ` `7d••;'. • i L l � � �.- t t y'�, t.y , . ;�' f •- Lilt' %.a , rT;�� S..i '_� }�` v � ,,) ` L •� �,r 9 3 -x'91 `7�ro.J� � �'�:r_f :. 5�_ � : ;,".t =c•'f it n 12;•, Is 0 '1 A I ` A ``� -:�',. � 111 r...... r.,. •w` \ ty; ' r I • : � ! t t 1 i s•.. C. �y� .�. - S � r- �� t: ..yam,• ,• ; � . +' ' n � J' ��•-Y: ..l _ •` ,. .2 D 21y 221 23 ..0 H L L A Q ,'.++ew.. {.! ` \��•�•,�. - d. _.i +. ,'• �'.ir. Y 29 Ylit; 271. -n. 25 j, ..26 ,' + 79 ,' i `:.:a,.,... _.silk' .'.r; C,:,¢g :•,,:<Z \�! t 4-.i• 22 113 '' ....T i3a ty _ '2fi 1' r 21 tA,%�'�t M�• �. 8 1 �. , 2 •.�� -..� 2• } n I_, �1 i a O � D • I.j ,t 9 • r .._.. _ _ LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION FOR R C F C a W C D MYOMA HYDfROL OGBY MANUAL 0 FEET 5000 PLATE C -1.37 1 1 1 '1 If 1 1 91 1 j 1 1 LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BORY A SOILS GROUP DESHMTION FOR R C F C Ek W C D RANCHO MIRAGE HYDROLOGY NIANUAL 0 FEET 5000 PLATE C -1.48 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group Cover (2) 1 .A I B F c—F n NATURAL COVERS - Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel, Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Meadows or Cienegas (Areas with seasonally high water table, Principal vegetation is sod forming grass) Open Brush .(Soft wood shrubs - buckwheat, sage, etc.) Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 50 percent) Woodland, Grass (coniferous or broadleaf trees with canopy density from 20 to 50 percent) URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS Fallow (Land-plowed but not tilled or seeded) RCFC & WCD 1'JYOROLOGY &JANUAL a 78 186 191 193 Poor 153 70 80 85 Fair 40 63 75 81 Good 31 57 172 71 188 78 191 Poor 171 82 Fair 55 81 86 Poor 67 78 86 89 Fair. 50 69 179 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70- 80 84 Good 30 58 72 78 Poor 62 76 84 88 Fair 46 66 77 83 Good 41 63 75 81 Poor 45 66 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 132 156 169 175 ' Poor Fair Good RUNOFF INDEX . FOR PERVIOUS 58 174 183 187 44 65 177 182 33 58 72 79 76 185 190,192 NUMBERS AREAS PLATE E -6.I (I of 2) Imo' L_ J u [I RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group Cover (2 ) A B C D AGRICULTURAL COVERS ('cont.) - Legumes, Close Seeded Poor 66. 17 85 89 (Alfalfa, sweetclover, timothy; etc.) Good 58 72 81 85 Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) See Note 4 Orchards, Evergreen Poor 57 73 82 86 158 172 179 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops, (Field crops - tomatoes, sugar beets, etc.) Poor Good 72 81 88 91 67 78 85 89 Small Grain- (Wheat, . oats, barley, etc.) Poor 65 76 84 88 Good 63 75 83 87 Vineyard See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair- Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description'of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. S. Reference Bibliography item 17. R C F C &-VVVVCD RUNOFF INDEX NUMBERS J--JYOROLOGY &JANUAL FOR PERVIOUS 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. R. (�i 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 6 5' 80 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- .ing the percentage of impervious cover in developed areas. 3. For typical.horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F C C® HYDROLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E-6.3 a�w .l�o�o�aJ,+�