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32453�— -9 � �o 1� i 31 �ZG IIIIIIIIIIIIIIIIIIII _ ___� Hydrology and Hydraulic Study for The Hideaway Resort : Tentative Tract No. 32453, Lot W bf Amended Tract No. 29894 -2, and a Portion of Lot K of Tract 29894 -3 The Bungalows Units in the City of La Quinta, County of Riverside Prepared for: The Hideaway Resort 81 -100 Avenue 53 La Quinta, CA 92253 March 29, 2005 0 TABLE OF CONTENTS I. .................... INTRODUCTION ............. ...... 1 II. METHODOLOGY ........ ............................... 1 III. STORM -WATER RUNOFF ANALYSIS ............1 IV. STORM -WATER STORAGE ANALYSIS ..........4 V. STORM DRAIN HYDRAULICS ..................... 4 VI. STORM DRAIN LOADING ........................... 5 TECHNICAL APPENDIX ........ ............................... 6 Hydrologic Analysis— Qjo and Qioo Catch Basin Sizing Analysis /Street Depth Analysis Storm Drain Hydraulic Analysis Catch Basin "V" Depth Calculations • Depth of Flow for Emergency Overflow Path Hydrology Map 0 1 1 I. II. III. INTRODUCTION This report presents the hydrologic and hydraulic calculations for the proposed storm drains necessary to drain The Bungalow Units including Hideaway Club Court, Via Castile and Alhambra Court and its tributary area in The Hideaway Resort, located in La Quinta, California. The scope of this report is limited to this specific drainage area only. An overall analysis of the complete project hydrology has been submitted separately and should be referenced in conjunction with this report. METHODOLOGY The storm flows from the drainage sub -areas delineated on the attached hydrology map are collected into storm drains through catch basins and discharged into nearby dry wells located within existing detention areas. These existing detention areas were designed as golf course lakes having additional storage capacity above the normal water surface levels. The peak storm flow discharge rates for the tributary drainage sub -areas were calculated with integrated rational method/unit hydrograph method hydrology software, authored by Advanced Engineering Software (AES), Version 2001, based on the Riverside County Flood Control and Water Conservation District's (RCFC &WCD) 1978 Hydrology Manual.' The software was used to estimate the peak runoffs generated by a 100 -year design storm, and storm drain facilities were then designed to accommodate these peak flow rates. Hydraulic pipe flow calculations for the storm drain facilities were performed using water surface pressure gradient (WSPG) software, establishing hydraulic grade lines for each facility. The WSPG software, authored by CIVILDESIGN Corporation, is based upon the Manning equation for conduit and channel flow, incorporating principles of continuity and conservation of energy. Street storm- water, flow capacities and catch basin sizes were calculated using the AES software, which approximated curb inlet capacities based on Bureau of Public Roads nomograph plots for flow -by basins and sump basins. STORM -WATER RUNOFF ANALYSIS A map showing the drainage sub -areas and other relevant hydrologic information has been included in the Technical Appendix for reference purposes. A summary of the results of the hydrology analysis for each storm drain, including tributary areas and the resultant peak 100 -year design flow rate, is presented in the following table: *Area drains consist of 12" yard drains and building roof drains. The area drain system is designed per the Clubhouse Precise Grading plans and the Bungalow Precise Grading Plans and is positively connected to the storm drain mainline. The Q100 represents the sum of all the area drains in the specified sub -area. * *The inflow at CB -D1 includes the overland street flow (1.62 CFS) along with underground drainage via area drains (1.55 CFS from sub area 14 -10b and 1.52 CFS from sub area 14 -20, which are both positively connected to CB -D 1). 0) Tributary Storm Tributary Surface Catch Sub -Area Intercepted Flow -By Drain Sub - Area(s) Area Basin(s) Qioo Qioo Qioo To Catch Basin(s) Line A -1 14 -1 0.3 ac - 1.0 cfs 0.0 cfs LI cfs CB -B1, B2, B3, B4, B5 Line A -] 14 -1b 0.2 ac *Area Drain 0.5 cfs 0.5 cfs - Positive Connection Line A -] 14 -2 0.6 ac CB -B4 1.9 cfs 3.8 cfs 0.3 cfs CB-13 1, B2, B3 Line A -1 14 -2b 0.3 ac *Area Drain 0.7 cfs 0.7 cfs - Positive Connection Line A -1 14 -3 0.7 ac CB -B5 2.4 cfs 2.4 cfs 0.5 cfs CB -B1, B2, B3 Line A -1 14 -4 0.6 ac CB -B2 1.8 cfs 3.4 cfs 0.7 cfs CB -B3 Line A -1 14-4b 0.3 ac *Area Drain 1.4 cfs 1.4 cfs - Positive Connection Line A -1 14 -5 0.6 ac CB -133 1.6 cfs 2.6 cfs 0.0 cfs - Line A -1 14 -5b 0.5 ac *Area Drain 1.5 cfs 1.5 cfs - Positive Connection Line A -4 14 -6 0.2 ac - 0.9 cfs 0.0 cfs 1.3 cfs CB -Al, A2 Line A -1 14 -6b 0.1 ac *Area Drain 0.3 cfs 0.3 cfs - Positive Connection Line A -4 14 -7 0.6 ac CB -Al 1.9 cfs 2.7 cfs 0.0 cfs - Line A -4 14 -8 0.1 ac CB -AI 0.3 cfs 0.3 cfs 0.0 cfs - Line A -4 14-9 0.2 ac CB -A2 0.4 cfs 0.4 cfs 0.0 cfs - Line A -4 14-10 0.6 ac CB -A2 2.6 cfs 2.6 cfs 0.0 cfs - Line A -2 14 -1Ob 0.4 ac * *Area Drain 1.6 cfs 1.6 cfs - Positive Connection Line A-3. 14-11 0.1 ac - 0.6 cfs 0.0 cfs 0.6 cfs EX. CB -C1, C2 Line A -3 14-12 0.4 ac EX. CB -C1, C2 2.3 cfs 3.2 cfs 0.0 cfs - Line A -3 14-13 0.3 ac EX. CB -C1, C2 2.4 cfs 2.1 cfs 0.0 cfs - Line A -1 14-14 0.2 ac - 0.8 cfs 0.0 cfs 0.8 cfs CB -P1 Line A -I 14-15 1.4 ac CB -P1 3.8 cfs 4.5 cfs 0.0 cfs - Line A -] 14-16. 0.4 ac CB -P1 1.2 cfs 1.2 cfs 0.0 cfs - Line A -1 14-17 0.8 ac *Area Drain 2.1 cfs 2.1 cfs - Positive Connection Line A -1 14-18 1.2 ac *Area Drain 2.6 cfs 2.6 cfs - Positive Connection Line A -2 14-19 0.3 ac * *CB -D1 1.6 cfs 1.6 cfs 0.0 cfs Positive Connection Line A -2 14-20 0.3'ac * *Area Drain 1.5 cfs 1.5 cfs 0.0 cfs - Line A -] 14-21 0.4 ac CB -B1 1.3 cfs 2.2 cfs 0.0 cfs - Line A -1 14-22 0.2 ac CB -B3 2.6 cfs 2.6 cfs 0.0 cfs - Line A -1 14-23 0.2 ac CB -B5 0.9 cfs 0.0 cfs 0.5 cfs CB -B 1, B2, B3 Line A -1 14-24 0.4 ac - 1.2 cfs 0.0 cfs 1.3 cfs CB -B1, B2, B3, B4, B5 Line A -1 14-24b '0.3 ac *Area Drain 1.2 cfs 1.2 cfs - Positive Connection Line A -1 14-25 0.8 ac - 2.4 cfs 0.0 cfs 2.4 cfs CB -B1, B2, B3 Line A -1 14 -25b 0.2 ac *Area Drain 0.7 cfs 0.7 cfs - Positive Connection 49.7 cfs 49.7 cfs *Area drains consist of 12" yard drains and building roof drains. The area drain system is designed per the Clubhouse Precise Grading plans and the Bungalow Precise Grading Plans and is positively connected to the storm drain mainline. The Q100 represents the sum of all the area drains in the specified sub -area. * *The inflow at CB -D1 includes the overland street flow (1.62 CFS) along with underground drainage via area drains (1.55 CFS from sub area 14 -10b and 1.52 CFS from sub area 14 -20, which are both positively connected to CB -D 1). 0) The catch basins were sized based upon the estimated peak 100 -year flow rates listed above, such that all street flow is contained within the right -of -way. A summary of the analysis results are presented in the following table: Inflow/ Storm Catch Interception Gutter Inlet Drain Basin(s) Type Capacity Flow Depth Length Inlet Type LAT A -8 CB -A1 Sump 3.07 0.32 ft 7 ft Curb LAT A -9 CB -A2 Sump 2.98 0.27 ft 7 ft Curb LAT A -7 CB -131 Flow -by 2.15 0.30 ft loft Curb LAT A -6 CB -132 Flow -by 3.44 0.34 ft 10 ft Curb LINE A -1 CB -133 Sump 5.20 0.41 ft 10 ft Curb LINE A -1 CB -134 Flow -by 3.76 0.33 ft loft Curb LINE A -1 CB -135 Flow -by 2.38 0.30 ft loft Curb LAT A -5 CB -P1 Sump 5.71 0.34 ft 14 ft Curb LINE A -3 Ex. CB -C1 Sump 2.09 0.30 ft 4 ft Curb LINE A -3 Ex. CB -C2 Sump 3.21 0.33 ft 7 ft Curb LINE A -2 CB -D1 Sump 1.62 0.35 ft 4 ft Curb LINE A -1 *Area Drns. Sump 0.54 n/a n/a Grate LINE A -1. *Area Drns. Sump 0.73 n/a n/a Grate LINE A -I *Area Drns. Sump 1.40 n/a n/a Grate LINE A -1 *Area Drns. Sump 1.50 n/a n/a Grate LINE A -1 *Area Drns. Sump 0.29 n/a n/a Grate LINE A -1 *Area Drns. Sump .2.06 n/a n/a Grate LINE A -1 *Area Drns. Sump 2.58 n/a n/a Grate LINE A -2 * *Area Drns. Sump 1.52 n/a n/a Grate LINE A -1 *Area Drns. Sump 1.18 n/a. n/a Grate LINE A -1 *Area Drns. Sump 0.70 n/a n/a Grate LINE A -2 * *Area Drns. Sump 1.55 n/a n/a Grate 49.7 cfs The catch basin and area drain sizing calculations are included in the Technical Appendix. *Area drains consist of 12" yard drains and building roof drains. The area drain system is designed per the Clubhouse Precise Grading plans and the Bungalow Precise Grading Plans and is positively connected to the storm drain mainline. The Qloo represents the sum of all the area drains in the specified sub -area. * *Area drains consist of 12" yard drains and building roof drains. The area drain system is designed per the Clubhouse Precise Grading plans and the Bungalow Precise Grading Plans and is positively connected to catch basin D1. The Qioo represents the sum of all the area drains in the specified sub -area. 3 IV. STORM -WATER STORAGE ANALYSIS ' The hydraulic analysis using the WSPG software established the pipe size needed for each storm drain system to drain each respective sub -area. The software also was utilized to generate a hydraulic grade line for each storm drain line, using the 100 -year water surface elevation of each respective lake where the storm drain outlets are located and accounting for the hydraulic properties of individual pipes and drainage structures. The ' hydraulic grade line for each pipe is reflected in the storm drain plans, plotted along the design profile of each storm drain. The output reports for each storm drain line are ' included in the Technical Appendix for reference 1 ' Estimated 100 -year storm runoff volumes were calculated for each sub -area using the ' shortcut synthetic unit - hydrograph method outlined in the current RCFC &WCD Hydrology Manual. For each storm water detention storage area, the estimated 100 -year and 2 -year storm volumes of the subject sub -areas were combined with those of their ' respective tributary sub -areas to produce conservative estimates of the total 100 -year and 2-year storm -water volumes to be stored. The 100 7year and 2 -year storms were evaluated using 3 -hour, 6 -hour, and 24 -hour storm durations, with the 100 -year 24 -hour durations used to establish the storm volumes as they produced the highest runoff volumes. The storm runoff storage basins are existing dual use facilities that are intended to store storm -water runoff and to provide permanent water features (lakes) for the golf course. The lakes were designed to store the estimated 100 -year 24 -hour storm volumes above their normal water surface elevation, each having been built with pervious area around the outer perimeter to dissipate the stored storm- water. The 100 -year water surface elevations in each storage area have been established based upon the addition of the 100 - ' year storm volumes above the normal lake surface. A summary of the storage volumes and 100 -year water surface elevations is presented in the following table, excerpted from the overall project hydrology report: ' Normal Total 100 -Yr Associated Water 100 -Yr 24 -hr 100 -Yr Water ' Drainage ' Lake Lake Surface Runoff Storage Surface Area Identifier Area Elevation, Volume Depth Elevation 14 P 2.0 ac 1005.3 5.6 ac -ft 2.8 ft 1008.1 ' The synthetic unit hydrograph analyses used to determine these storm runoff volumes are included in the Technical Appendix of the overall project hydrology report. ' V. STORM DRAIN HYDRAULICS ' The hydraulic analysis using the WSPG software established the pipe size needed for each storm drain system to drain each respective sub -area. The software also was utilized to generate a hydraulic grade line for each storm drain line, using the 100 -year water surface elevation of each respective lake where the storm drain outlets are located and accounting for the hydraulic properties of individual pipes and drainage structures. The ' hydraulic grade line for each pipe is reflected in the storm drain plans, plotted along the design profile of each storm drain. The output reports for each storm drain line are ' included in the Technical Appendix for reference 1 ' VI. STORM DRAIN LOADING ' The loading for the storm drain system was estimated from CALTRANS standard plan A621), "Excavation and Backfill for Concrete Culverts." Using the tables shown below; ' a maximum cover of 20 feet, and using method 2, it was determined that a D -load of D- 2000 with a minimum class IV is necessary. 1 MINIMUM ALLOWABLE CLASSES OF RCP FOR METHOD 2 COVER MINIMUM CLASS, D -LOAD 15.9' Class II, D -1000 16.0'- 19.9' Class III, D -1350 20.0'- 24.9' Class III, Special D -1700 25.0'- 27.9' Class IV, D -2000 .28.0' - 34.9' Class IV, Special D -2500 35.0'- 41.9' Class V, D -3000 42.0' - 50.0' Class V, Special D -3600 ' All calculations, soflware'output reports and supporting documents have been included in the ' following Technical Appendix for reference purposes. r 5 TECHNICAL APPENDIX HYDROLOGIC ANALYSIS RATIONAL METHOD Q10 AND Q100 YEARS RATIONAL METHOD -10 YEAR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 1500 ' Analysis prepared by: Tetra Tech ISG t Palm Desert Office 42 -580 Caroline Court, Suite B Palm Desert, CA 92211 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 10.00 TO NODE 11.00 IS CODE`= 21 ------------ - --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 8 -------------=-------------------------------------------------- FILE NAME BUNIOYR.DAT TIME /DATE OF STUDY: 13:25 01/20/2005 . ---------------------------------------------------------------------------- ' -- 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 = 0.85 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 IN.TENSITY(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 HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MODEL* 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 14.0 9.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2: (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER•THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW.PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE`= 21 ------------ - --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 8 1 C TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 239.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1032.09 ELEVATION DIFFERENCE(FEET) = 2.21 TC = 0.393 *[( 239.00 * *3) /( 2.21)] * *.2 = 8.956 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.047 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6832 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 74.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1032.09 DOWNSTREAM ELEVATION(FEET) = 1029.72 STREET LENGTH(FEET) = 142.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 10.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6760 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.26 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.16 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY(FT *FT /SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 74.00 = 381.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 74.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ' UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) 1023.67 STREET LENGTH(FEET) = 145.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 9 • 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 10.76 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.740 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6255 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 2.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.43 FLOW VELOCITY(FEET /SEC.) = 3.37 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 527.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 80.00 IS CODE = 12 ----------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 13.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER- SPECIFIED VALUES ARE AS FOLLOWS:" TC(MIN) = 9.95 RAIN INTENSITY(INCH /HOUR) = 2.87 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 0.31 FLOW, PROCESS FROM NODE 13.00 TO NODE 76.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>( STREET TABLE SECTION # 2 USED) «« < ------------------------- UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) = 1025.05 STREET LENGTH(FEET) = 168.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = . 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 10 ' HALFSTREET FLOOD WIDTH(FEET) = 5.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 11.16 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.682 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6226 SOIL CLASSIFICATION IS "A" ' SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 1.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.07 ' FLOW VELOCITY(FEET /SEC.) = 2.54 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 76.00 = 695.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 76.00 TO NODE 14.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ' UPSTREAM ELEVATION(FEET) = 1025.05 DOWNSTREAM ELEVATION(FEET) = 1023.67 STREET LENGTH(FEET) = 151.00 CURB HEIGHT(INCHES) _. 6.0 STREET HALFWIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.39 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 12.34 10 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 2.530 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7336 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.10. TOTAL AREA(ACRES) = 2.66 PEAK FLOW RATE(CFS) 2.74 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.38 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 846.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 81.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 ««< * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** ' * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 81.00 TO NODE 14.00 IS CODE = 7 11 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.20 RAIN INTENSITY(INCH /HOUR) = 2.55 TOTAL AREA(ACRES) = 2.66 TOTAL RUNOFF(CFS) = 0.72 . FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------- - - - - -- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7341 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 3.26 TOTAL RUNOFF(CFS) = 1.84 TC(MIN.) = 12.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 288.00 UPSTREAM ELEVATION(FEET) = 1032.09 DOWNSTREAM ELEVATION(FEET) = 1027.86 ELEVATION DIFFERENCE(FEET) = 4.23 TC = 0.393 *[( 288.00 * *3) /( 4.23)] * *.2 = 8.797 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.079 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6844 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 71.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.079 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6412 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) _ 1.40 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 1.91 TC(MIN.) = 8.80 FLOW PROCESS FROM NODE 71.00 TO NODE 83.00 IS CODE = 12 - ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 71.00 IS CODE = 7 --------------------------------------------------------------- 7 ------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< 12 • USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.05 RAIN INTENSITY(INCH /HOUR) = 3.24 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 0.90 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 ` ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ------------------------- UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) = 1023.67 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 10.50 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.778 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6728 SOIL CLASSIFICATION IS "A" ' SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 1.63 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.50 FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH *VELOCITY(FT *FT /SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 72.00 = 608.00 FEET. FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 62 ---------------------------------------------------------------------------- ' >>>>>COMPUTE STREET TRAVEL TIME » »>( STREET TABLE SECTION # 2 USED) ««< )<<<<< SUBAREA«« <-------------- =- -FLOW - - - - - - UPSTREAM ELEVATION(FEET) = 1023.67 DOWNSTREAM ELEVATION(FEET) = 1022.16 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 13 ' STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.69 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.,96 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.57 ' STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 12.03 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7347 ' SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.04 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 73.00 = 788.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA,FLOW- LENGTH(FEET) = 215.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1031.93 ELEVATION DIFFERENCE(FEET) = 2.37 TC = 0.393 *[( 215.00 * *3) /( 2.37)] * *.2 = 8.288 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.187 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6882 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.50 ' TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 62 1 ---------------------------------------------------------------------- « « >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< >> >>>( STREET TABLE SECTION # 2 USED)<<<<< -------- - - - - -- UPSTREAM ELEVATION(FEET) = 1031.93 DOWNSTREAM ELEVATION(FEET) = 1026.26 ' STREET LENGTH(FEET) = 297.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.04 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.47 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 10.29 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6289 ' 14 ' SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 1.58 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.72 FLOW VELOCITY(FEET /SEC.) = 2.64 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66 ' LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 512.50 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 81 ' ---------------------------------------------------------------------------- >>>>> ADDITION_ OF SUBAREA MAINLINE PEAK «<----------------------- -TO- -FLOW<< - - - - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6741 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.94' TOTAL RUNOFF(CFS) = 1.77 TC(MIN.) = 10.29 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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) = 268.00 UPSTREAM ELEVATION(FEET) = 1033.70 DOWNSTREAM ELEVATION(FEET) = 1028.43 ELEVATION DIFFERENCE(FEET) = 5.27 TC = 0.359 *(( 268.00 * *3) /( 5.27)] * *.2 = 7.377 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.411 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7571 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.26 ' TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 62 -------------------------------------------------------------------- »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< , >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ' UPSTREAM ELEVATION(FEET) = 1028.43 DOWNSTREAM ELEVATION(FEET) 1026.26 STREET.LENGTH(FEET) = 125.47 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 ' HALFSTREET FLOOD WIDTH(FEET) = 5.39 15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 8.27 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.192 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7519 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 1.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.36 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 26.00 = 393.47 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 1026.89 DOWNSTREAM ELEVATION(FEET) = 1026.06 ELEVATION DIFFERENCE(FEET) = 0.83 TC = 0.303 *[( 96.00 * *3) /( 0.83)] * *.2 = 4.866 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.274 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8641 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>( STREET TABLE SECTION # 2 USED) ««< --------------- - - -- UPSTREAM ELEVATION(FEET) = 1026.06 DOWNSTREAM ELEVATION(FEET) = 1023.91 STREET LENGTH(FEET)•= 220.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 ' HALFSTREET FLOOD WIDTH(FEET) = 3.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.32 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 7.16 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.469 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8595 SOIL CLASSIFICATION IS "A" 16 tSUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.45 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.18 FLOW VELOCITY(FEET /SEC.) = 1.75 DEPTH *VELOCITY(FT *FT /SEC.) = 0.38 LONGEST'FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 316.50 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.469 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8595 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS)'= 0.86 ' TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 2.31 TC(MIN.) = 7.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 1033.10 DOWNSTREAM ELEVATION(FEET) = 1030.50 ELEVATION DIFFERENCE(FEET) _. 2.60 TC = 0.422 *[( 255.00 * *3) /( 2.60)] * *.2 = 9.690 ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.911 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6336 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.44 ' TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 61 ------------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) « «< ------------------------------- UPSTREAM ELEVATION(FEET) = 1030.50 DOWNSTREAM ELEVATION(FEET) = 1026.75 ' STREET LENGTH(FEET) = 415.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 22.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.033 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.033 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.033 ' 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) = 1.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 5.98 ' AVERAGE FLOW VELOCITY(FEET /SEC.)'= 2.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 12.88 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.467 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6114 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.11 TOTAL AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 7.57 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY(FT *FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 670.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.467 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7316 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 3.26 TC(MIN.) = 12.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------- -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1034.30 - DOWNSTREAM ELEVATION(FEET) = 1034.00 ELEVATION DIFFERENCE(FEET) = 0.30 TC = 0.393 *[( 270.00 * *3) /( 0.30)] * *.2 = 14.366 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.316 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6524 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ----------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.316 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5038 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.61 TC(MIN.) = 14.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 18 ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 234.00 UPSTREAM ELEVATION(FEET) = 1030.30 DOWNSTREAM ELEVATION(FEET) = 1016.50 ' ELEVATION DIFFERENCE(FEET) = 13.80 TC = 0.359 *[( 234.00 * *3) /( 13.80)] * *.2 = 5.609 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.999 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ' .7694 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS ---------------------------------------------------------------------------- CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.999 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7694 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 1.91 TC(MIN.) = 5.61 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 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) = 160.00 UPSTREAM ELEVATION(FEET) = 1030.00 DOWNSTREAM ELEVATION(FEET) = 1019.00 ELEVATION DIFFERENCE(FEET) = 11.00 TC = 0.359 *[( 160.00 * *3) /( 11.00)] * *.2 = 4.672 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.274 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7744 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.64 ' TOTAL AREA(ACRES) 1.10 TOTAL RUNOFF(CFS) = 3.64 ' " ,FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< CODE = 21 ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 1031.00 DOWNSTREAM ELEVATION(FEET) = 1012.00 ' ELEVATION DIFFERENCE(FEET) = 19.00` TC = 0.359 *[( 325.00 * *3) /( 19.00)] * *.2 = 6.408 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.701 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7634 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = 1.91 TOTAL RUNOFF(CFS) = 5.40 19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 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) = 187.50 UPSTREAM ELEVATION(FEET) = 1033:90 DOWNSTREAM ELEVATION(FEET) = 1033.13 ELEVATION DIFFERENCE(FEET) = 0.77 TC = 0.359 *[( 187.50 * *3) /( 0.77)] * *.2 = 8.747 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.089 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7493 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM c ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS ---------------------------------------------------------------------------- CODE = 21 - ->>>>> RATIONAL - METHOD- INITIAL - SUBAREA - ANALYSIS ««<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) 1(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 1029.00 DOWNSTREAM ELEVATION(FEET) = 1013.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC = 0.359 *[( 220.00 * *3) /( 16.00)] * *.2 = 5.248 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.156 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7723 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.88 ' TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 3.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 62.00 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) _ . 150.00 UPSTREAM ELEVATION(FEET) = 1030.30 ' DOWNSTREAM ELEVATION(FEET) = 1029.30 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.359 *[( 150.00 * *3) /( 1.00)] * *.2 = 7.261 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.442 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7578 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 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) = 187.50 UPSTREAM ELEVATION(FEET) = 1033:90 DOWNSTREAM ELEVATION(FEET) = 1033.13 ELEVATION DIFFERENCE(FEET) = 0.77 TC = 0.359 *[( 187.50 * *3) /( 0.77)] * *.2 = 8.747 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.089 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7493 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM c DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 1029.90 DOWNSTREAM ELEVATION(FEET) = 1029.12 ELEVATION DIFFERENCE(FEET) = 0.78 TC = 0.422 *[( 355.00 * *3) /( 0.78)] * *.2 =- 15.036 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.256 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5993 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 -TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM 'DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 1027.90 DOWNSTREAM ELEVATION(FEET) = 1027.06 ELEVATION DIFFERENCE(FEET) = 0.84 TC = 0.422 *[.( 380.00 * *3) /( 0.84)) * *.2 = 15.432 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.222 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .5973 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 0.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 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) = 425.00 UPSTREAM ELEVATION(FEET) = 1027.90 - DOWNSTREAM ELEVATION(FEET) = 1027.09 ELEVATION DIFFERENCE(FEET) = 0.81 TC = 0.359 *[( 425.00 * *3) /( 0.81)] * *.2 = 14.147 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.337 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7274 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.44 - TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 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) = 362.50 UPSTREAM ELEVATION(FEET) = 1025.90 DOWNSTREAM ELEVATION(FEET) = 1025.00 ELEVATION DIFFERENCE(FEET) = 0.90 21 TC = 0.359 *(( 362.50 * *3) /( 0.90)) * *.2 = 12.591 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.500 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7327 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 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) = 182.50 UPSTREAM ELEVATION(FEET) = 1024.60 DOWNSTREAM ELEVATION(FEET) = 1023.00 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.359 *[( 182.50 * *3) /( 1.60)] * *.2 = 7.435 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.395 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7567 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 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) = 567.50 UPSTREAM ELEVATION(FEET) = 1025.00 DOWNSTREAM ELEVATION(FEET) = 1023.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 567.50 * *3) /( 2.00)] * *.2 = 14.045 10 YEAR RAINFALL INTENSITY'(INCH /HOUR) = 2.347 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7277 SOIL CLASSIFICATION IS "A "' SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 0.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.54 TC(MIN.) = 14.04 PEAK FLOW RATE(CFS) = 0.92 END OF RATIONAL METHOD ANALYSIS 22 RATIONAL METHOD -100 YEAR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 1500 ' Analysis prepared by: Tetra Tech ISG ' Palm Desert Office 42 -580 Caroline Court, Suite B Palm Desert, CA 92211 ---------------------------------------------------------------------------- FILE NAME: BUN100YR.DAT TIME /DATE OF STUDY: 12:06 01/20/2005 ---------------------------------------------------------I------------------ 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 = 0.85 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0•.0313 0.167 0.0150 2 14.0 9.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------- - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 23 TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 239.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1032.09 ELEVATION DIFFERENCE(FEET) = 2.21 TC = 0.393 *(( 239.00 * *3) /( 2.21)] * *.2 = 8.956 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.818 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7334 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.95 FLOW PROCESS FROM NODE 11.00 TO NODE 74.00 IS CODE = 62 ------------------------------------- =-------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ' » >( STREET TABLE SECTION # USED) « «<-------------------------------- - -» - - - - -2- UPSTREAM ELEVATION(FEET) = 1032.09 DOWNSTREAM ELEVATION(FEET) = 1029.72 STREET LENGTH(FEET) = 142.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 ' HALFSTREET FLOOD WIDTH(FEET) = 6.86 AVERAGE FLOW VELOCITY(FEET /SEC'.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.90 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.545 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7272 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.19 t TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.13 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 74.00 = 381.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 74.00 TO NODE 13.00 IS CODE = 62 ------------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) = 1023.67 STREET LENGTH(FEET) = 145.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 24 ' -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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 10.58 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.375 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6877 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.61 ' FLOW VELOCITY(FEET /SEC.) = 3.80 DEPTH *VELOCITY(FT *FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 527.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 13.00 TO NODE 80.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 ««< * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 13.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< --------------- - - - - -- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.95 RAIN INTENSITY(INCH /HOUR) = 4.53 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 0.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 76.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ---------------------------- UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) = 1025.05 STREET LENGTH(FEET) = 168.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 25 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 12.13 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.041 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7702 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 2.66 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.84 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 846.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 81.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< * * * * * * * * * * * * * * * * * * ** * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. * *' * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 81.00 TO NODE 14.00 IS CODE = 7 26 HALFSTREET FLOOD WIDTH(FEET) = 6.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 11.07 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.262 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6844 SOIL CLASSIFICATION IS "A" ' SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 2.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 76.00 = 695.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 14.00 IS CODE = 62 ------------ ------- ----- ------- ----- ----- ------------- -------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< ' UPSTREAM ELEVATION(FEET) = 1025.05 DOWNSTREAM ELEVATION(FEET) 1023.67 STREET LENGTH(FEET) = 151.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 12.13 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.041 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7702 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 2.66 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.84 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 846.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 81.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< * * * * * * * * * * * * * * * * * * ** * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. * *' * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 81.00 TO NODE 14.00 IS CODE = 7 26 27 --------- ---------- ------------ ---- --------- -----------------=-- >>>>>USER.SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- USER - SPECIFIED VALUES ARE AS,FOLLOWS: ' TC(MIN) = 12.20 RAIN INTENSITY(INCH /HOUR) = 4.03 TOTAL AREA(ACRES) = 2.66 TOTAL RUNOFF(CFS) = 0.72 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------- >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.028 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7699 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 3.26 TOTAL RUNOFF(CFS) = 2.58 ' TC(MIN.) = 12.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 288.00 UPSTREAM ELEVATION(FEET) = 1032.09 ' DOWNSTREAM ELEVATION(FEET) = 1027.86 ELEVATION DIFFERENCE(FEET) = 4.23 TC = 0.393 *[( 288.00 * *3) /( 4.23)l * *.2 = 8.797 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.869 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7345 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.86 FLOW PROCESS FROM NODE 12.00 TO NODE 71.00 IS CODE = 81 ----------------------------7----------------------------------------------- ' -- » -> ADDITION SUBAREA MAINLINE PEAK FLOW« « <----------------------- -OF- -TO- - - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.869 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7014 ' SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 3.28 TC(MIN.) = 8.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 83.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<. * *ALL MEMORY BANKS ARE EMPTY - PROCESS IGNORED. ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 71.00 IS CODE = 7 ---------------------------------------------------------------------------- ' >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 27 � I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.05 RAIN INTENSITY(INCH /HOUR) = 5.13 ' TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 0.90 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 ------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1027.86 DOWNSTREAM ELEVATION(FEET) = 1023.67 SOIL CLASSIFICATION IS "A" STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 10.40 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.419 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7242 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 2.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.55 FLOW VELOCITY(FEET /SEC.) = 2.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 72.00 = 608.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 62 ' ' >>>>>COMPUTE STREET SFLOW O TRAVEL TIME » » >( STREET TABLE SECTION # 2 USED) <<<<< «< )<<<<< SUBAREA«« <-------------------- - UPSTREAM ELEVATION(FEET) = 1023.67 DOWNSTREAM ELEVATION(FEET) = 1022.16 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.39 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 215.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1031.93 ELEVATION DIFFERENCE(FEET)'= 2.37 TC = 0.393 *[( 215.00 * *3) /( 2.37)] * *.2 = 8.288 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.040 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7381 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1031.93 DOWNSTREAM ELEVATION(FEET) = 1026.26 STREET LENGTH(FEET) = 297.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 . HALFSTREET FLOOD WIDTH(FEET) = 7.21 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 10.12 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.488 ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6910 29 ' STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.66 ' STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 11.83 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.100 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7713 ' SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 2.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.38 ' FLOW VELOCITY(FEET /SEC.) = 2.14 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 73.00 = 788.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 215.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1031.93 ELEVATION DIFFERENCE(FEET)'= 2.37 TC = 0.393 *[( 215.00 * *3) /( 2.37)] * *.2 = 8.288 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.040 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7381 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1031.93 DOWNSTREAM ELEVATION(FEET) = 1026.26 STREET LENGTH(FEET) = 297.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 . HALFSTREET FLOOD WIDTH(FEET) = 7.21 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 10.12 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.488 ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6910 29 ' SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 2.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.83 FLOW VELOCITY(FEET /SEC.) = 2.96 DEPTH *VELOCITY(FT *FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 512.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>> ADDITION SUBAREA MAINLINE- PEAK_FLOW<< «<----------------------- -OF- -TO- - - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.488 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7258 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 3.07 TC(MIN.) = 10:12 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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) = 268.00. UPSTREAM ELEVATION(FEET) = 1033.70 DOWNSTREAM ELEVATION(FEET) = 1028.43 ELEVATION DIFFERENCE(FEET) = 5.27 TC = 0.359 *[( 268.00 * *3) /( 5.27)] * *.2 = 7.377 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.392 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7915 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.43 ' TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 62 -------------------------------------------------------------=------- » »- COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>- -(STREET TABLE SECTION # 2 USED) <<<<< ' UPSTREAM ELEVATION(FEET) = 1028 43 DOWNSTREAM ELEVATION(FEET) = 1026.26 STREET LENGTH(FEET) = 125.47 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0197 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 ' HALFSTREET FLOOD WIDTH(FEET) = 7.14 30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 8.18 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.077 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7872 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 2.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.39 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 26.00 = 393.47 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 1026.89 DOWNSTREAM ELEVATION(FEET) = 1026.06 ELEVATION DIFFERENCE(FEET) = 0.83 TC = 0.303 *[( 96.00 * *3) /( 0.83j1* *.2 = 4.866 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8734 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 62 -- ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>( STREET TABLE SECTION # 2 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1026.06 DOWNSTREAM ELEVATION(FEET) = 1023.91 STREET LENGTH(FEET) = 220.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.49 ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.39 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 7.08 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.520 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8695 ' SOIL CLASSIFICATION IS "A" 31 1 ' SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.68 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.79 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 316.50 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.520 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8695 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.39 t TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 3.72 TC(MIN.) = 7.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *,[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 1033.10 DOWNSTREAM ELEVATION(FEET) = 1030.50 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.422 *[( 255.00 * *3) /( 2.60)] * *.2 = 9.690 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.603 ' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6943 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.77 ' TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.77• ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 61 ----------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< , >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1030.50 DOWNSTREAM ELEVATION(FEET) = 1026.75 ' STREET LENGTH(FEET) = 415.50 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.033 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.033 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ' STREET PARKWAY CROSSFALL(DECIMAL) = 0.033 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ' * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 7.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45 32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 12.52 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.968 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6750 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) = 4.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 9.60 FLOW VELOCITY(FEET /SEC.) = 2.78 DEPTH *VELOCITY(FT *FT /SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 670.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 81 --------------------------------------- =------------- ----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ----------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.968 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7688 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.1.9 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 5.71 TC(MIN.) = 12.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 270.00 UPSTREAM ELEVATION(FEET) = 1034.30 DOWNSTREAM ELEVATION(FEET) = 1034.00 ELEVATION DIFFERENCE(FEET) = 0.30 TC = 0.393 *[( 270.00 * *3) /( 0.30)] * *.2. = 14.366 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.664 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7038 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----7-------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.664 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5860 SOIL CLASSIFICATION IS "A'.' SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.64 TC( MIN. ) = 14.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« <' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 33 TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 234.00 UPSTREAM ELEVATION(FEET) = 1030.30 DOWNSTREAM ELEVATION(FEET) = 1016.50 ELEVATION DIFFERENCE(FEET) = 13.80 TC = 0.359 *[( 234.00 * *3) /( 13.80)] * *.2 = 5.609 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.319 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8025 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS ---------------------------------------------------------------------------- CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.319 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8025 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.52 ' TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 3.14 TC(MIN.) = 5.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS' FROM NODE 70.00 TO NODE 71.00 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) = 160.00 UPSTREAM ELEVATION(FEET) = 1030.00 DOWNSTREAM ELEVATION(FEET) = 1019.00 ELEVATION DIFFERENCE(FEET) = 11.00 TC = 0.359 *(( 160.00 * *3) /( 11.00)] * *.2 = 4.672 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8069 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.00 ' TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 6.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW ,PROCESS FROM NODE 90.00 TO NODE 91.00 IS ------------- ------- -------- -------- -------------- ------------------------ >>>>>RATIONAL_METHOD INITIAL CODE = 21 SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 1031.00 DOWNSTREAM ELEVATION(FEET) = 1012.00 ' ELEVATION DIFFERENCE(FEET) = 19.00 TC = 0.359 *[( 325.00 * *3) /( 19.00)] * *.2 = 6.408 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.850 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7972 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 8.91 TOTAL AREA(ACRES) = 1.91 TOTAL RUNOFF(CFS) = 8.91 1 34 � I . .............. �r ...... 11 .............. . FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 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) = 220.00 UPSTREAM ELEVATION(FEET) = 1029.00 DOWNSTREAM ELEVATION(FEET) = 1013.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC = 0.359 *[( - 220.00 * *3) /( 16.00)] * *.2 = 5.248 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.568 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8051 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.40 ' TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 6.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 62.00 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) = 150.00 UPSTREAM ELEVATION(FEET) = 1030.30 ' DOWNSTREAM ELEVATION(FEET) = 1029.30 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.359 *[( 150.00 * *3) /( 1.00)] * *.2 = 7.261 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.441 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7921 ' SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.55 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS ---------------------------------------------------------------------------- CODE = 21 ' - - -- --> RATIONAL - METHOD - INITIAL - SUBAREA ANALYSIS «« <---------- - ASSUMED INITIAL SUBAREA UNIFORM - - - - -- - - - - - -- DEVELOPMENT IS CONDOMINIUM 1 TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 187.50 UPSTREAM ELEVATION(FEET) = 1033.90 DOWNSTREAM.ELEVATION(FEET) = 1033.13 ELEVATION DIFFERENCE(FEET) = 0.77 ' TC = 0.359 *[( 187.50 * *3) /( 0.77)] * *.2 = 8.747 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.885 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7844 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.27 ' TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOWfPROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ' ASSUMED INITIAL SUBAREA UNIFORM 35 1 DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]--.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 1029.90 DOWNSTREAM ELEVATION(FEET) = 1029.12 ELEVATION DIFFERENCE(FEET) = 0.78 TC = 0.422 *[( 355.00 * *3) /( 0.78)] * *.2 = 15.036 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.568 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6610 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 /2 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 1027.90 DOWNSTREAM ELEVATION(FEET) _ '1027.06 ELEVATION DIFFERENCE(FEET) = 0.84 TC = 0.422 *[( 380.00 * *3) /( 0.84)] * *.2 = 15.432 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.515 SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .6590 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 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) = 425.00 UPSTREAM ELEVATION(FEET) = 1027.90 DOWNSTREAM ELEVATION(FEET) = 1027.09 ELEVATION DIFFERENCE(FEET) _ 0.81 TC = 0.359 *[( 425.00 * *3) /( 0.81)] * *.2 = 14.147 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.697 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7633 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFSj = 0.73 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 --------------------------------------7------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL,SUBAREA FLOW- LENGTH(FEET) = 362.50 UPSTREAM ELEVATION(FEET) = 1025.90 DOWNSTREAM ELEVATION(FEET) = 1025.00 ELEVATION DIFFERENCE(FEET) = 0.90 36 1 TC = 0.359 *[( 362.50 * *3) /( 0.90)] * *.2 = 12.591 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.955 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7685 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 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) = 182.50 UPSTREAM ELEVATION(FEET) = 1024.60 DOWNSTREAM ELEVATION(FEET) = 1023.00 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.359 *[( 182.50 * *3) /( 1.60)] * *.2 = 7.435 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.367 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7912 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 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) = 567.50 UPSTREAM ELEVATION(FEET) = 1025.00 DOWNSTREAM ELEVATION(FEET) = 1023.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 567.50 * *3) /( 2.00)]* *.2 = 14.045 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7636 SOIL CLASSIFICATION.IS "A" SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 1.53 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.54 TC(MIN.) = 14.04 PEAK FLOW RATE(CFS) = 1.53 END OF RATIONAL METHOD ANALYSIS 37 CATCH,DASIN SIZING ANALYSIS STREET DEPTH ANALYSIS 38 �1 . 39 CB Al -1Q YEAR CATCH BASIN SIZING - l OYR ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 - -- -- -- TIME/DATE OF STUDY: 18:06 11/01/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR HIDEAWAY CLUB COURT » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 1.77 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.022500 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022500 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS i STREET FLOW MODEL RESULTS: -------------------------------------- 77 ------------------------------------- STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.88 ` AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY = 0.70 . 39 Problem Descriptions: CATCH BASIN SIZING - l OYR ' HIDEAWAY CLUB COURT CATCH BASIN #A1 » »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) = 1.77 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.27 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.09 . 39 1 CB Al -1.00 YEAR * t** s* s***** t* t*+*+ s** s* tt**+* s*** sts*** t** s+ *s + + + * * * * *t *tts * + + + * * * *t *tss + ++ ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis prepared by: Tetra Tech ISG 17770 Cartwright Road Suite 500 Irvine, CA 92614 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:54 08/03/2004 ' Problem Descriptions: STREET FLOW ANALYSIS - 100YR HIDEAWAY CLUB COURT » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014000 ' CONSTANT STREET FLOW(CFS) = 3.07 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00, DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.022500 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022500 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) = 0.12500 ' FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ' STREET FLOW DEPTH(FEET) — 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.84 ' PRODUCT OF DEPTH &VELOCITY = 0.90 Problem Descriptions: CATCH BASIN SIZING - 100YR ' HIDEAWAY CLUB COURT CATCH BASIN #A 1 ** t**** t** tt++** t*** t+***** t*++*** t*** t* t*+** *t *tt + + *t * *t *t + + + + *t *tt * + + +t * ** » »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) = 3.07 BASIN OPENING(FEET) = 0.83 ' DEPTH OF WATER(FEET) = 0.32 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.49 40 1 CB A2 --10 YEAR ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis prepared by: Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 ' ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:12 11/01/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR HIDEAWAY CLUB COURT ttk### kt# t# t# t# t######## tkkkkk# k########## tt# kk # # # # # # # # # # #kktkk # # # # # # ##kkkk# » »STREETFLOW MODEL INPUT INFORMATION «« ' ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 1.79 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ' INTERIOR STREET CROSSFALL(DECIMAL) = 0.022500 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022500 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) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: - - -- ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34 ' PRODUCT OF DEPTH &VELOCITY = 0.50 Problem Descriptions: CATCH BASIN SIZING - I OYR ' HIDEAWAY CLUB COURT CATCH BASIN #A2 » »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) = 1.79 BASIN OPENING(FEET) = 0.83 ' DEPTH OF WATER(FEET) = 0.22 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.62 ' 41 1 CB A2 -100 YEAR, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis by: prepared Tetra Tech ISG 17770 Cartwright Road ' Suite 500 Irvine, CA 92614 TIME/DATE OF STUDY: 16:0108/03/2004 Problem Descriptions: STREET FLOW ANALYSIS - 100YR HIDEAWAY CLUB COURT t* t****** t# tts****** tt* ts****# tt* ttssss** t*** *tsss *s * * * * # * *ss *s * * * * *tts *s * *t » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 2.98 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.022500 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022500 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) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.21 PRODUCT OF DEPTH &VELOCITY = 0.59 Problem Descriptions: CATCH BASIN SIZING - 100YR HIDEAWAY CLUB COURT CATCH BASIN #A2 » »SUMP TYPE BASIN INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.98 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.27 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.88 42 CB B1 -1.0 YEAR s *ssss.ss *..ss ::ssss...:.::: *s *:::.:.sssssss. ssss. *sss sssssss. *.. *s *.ss.sss HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis by: prepared Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 -------------------------------------------------=-------------------------- TIME/DATE OF STUDY: 18:17 11/01/2004 ' Problem Descriptions: STREET FLOW ANALYSIS - IOYR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION «« - -------------------------------------------------------- -------------- - - - - -- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 1.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ' STREET FLOW MODEL RESULTS: - -- STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.13. AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 ' PRODUCT OF DEPTH &VELOCITY = 0.46 Problem Descriptions: CATCH BASIN SIZING - IOYR ' VIA CASTILE CATCH BASIN #B1 ' » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION— ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. ' STREETFLOW(CFS) = 1.63 GUTTER FLOWDEPTH(FEET) = 0.28 BASIN LOCAL DEPRESSION(FEET) = 0.33 ' » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.20 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 1.63 43 C.B B1. -100 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis by: prepared Tetra Tech ISG 811 Palm Street San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:32 11/01/2004 ' ######## tt# t######## tt t##########*########### ##t# ## # ## # ##tt # # * ## # # ##t # # * # # ## » »STREETFLOW MODEL INPUT INFORMATION «« ' ------------------------------------------------------- --------------- - - - - -- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 2.15 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: - ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.19 PRODUCT OF DEPTH &VELOCITY = 0.66 ' Problem Descriptions: CATCH BASIN SIZING - 100YR VIA CASTILE CATCH BASIN #B 1 ' » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.15 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.61 » »CALCULATED BASIN INTERCEPTION (CFS) = 2.15 1 44 CB B2 -- 1.0 YEAR ###### R############## RRR# R## 4##### R# R4R###### # # # # # # # # # # # # #R #R # # # # # # # #R #RR # ## HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG 811 Palm Street San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:21 11/01/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR VIA CASTILE ## R# R######## R# R############ RR###### RR# R# R### # # # # # # # # #R #RR # # # # # # #tRR # # # #R # ## >— STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 2.74 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = ,0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FELL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ----------------------------------------7----------------------------------- STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.44 PRODUCT OF DEPTH &VELOCITY =' 0.77 Problem Descriptions: CATCH BASIN SIZING - l OYR VIA CASTILE CATCH BASIN #132 » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.74 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.36 —> CALCULATED ESTIMATED INTERCEPTION(CFS)= 2.74 45 0 ' Analysis prepared by: Tetra Tech ISG 811 Palm Street , ' San Luis Obispo, CA 93401 -- TIME/DATE OF STUDY: 17:43 11/01/2004 Problem Descriptions: ' STREET FLOW ANALYSIS - 100YR ' CB B2 -100 YEAR » »STREETFLOW MODEL INPUT INFORMATION— f########*#*****###### f### f*#****#*#*#### f## f # # * * # * * # # * * # * # # # # # # # # # # * # # # # # ## ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 ' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982 -2003 Advanced Engineering Software (aes) ` DISTANCE FROM CROWN T0. CROSSFALL GRADEBREAK(FEET) = 12.00 Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis prepared by: Tetra Tech ISG 811 Palm Street , ' San Luis Obispo, CA 93401 -- TIME/DATE OF STUDY: 17:43 11/01/2004 Problem Descriptions: ' STREET FLOW ANALYSIS - 100YR ' VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION— ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 ' CONSTANT STREET FLOW(CFS) = 3.44 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 ` DISTANCE FROM CROWN T0. CROSSFALL GRADEBREAK(FEET) = 12.00 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- RIKE(FEET) = 0.12500 ' FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ------ - - - - -- --------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 ' PRODUCT OF DEPTH &VELOCITY = 0.82 Problem Descriptions. CATCH BASIN SIZING - 100YR ' VIA CASTILE CATCH BASIN #132 » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« - - - - - - ----------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.44 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 ' —> CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.67. » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.30 (0.14 cfs to CB #B3) . 46 _ Y• ' 47 CB B3 - 1.0 YEAR #+++#++#++++++++++++#+++++++#+##+############ # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #+ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis by: prepared Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 --------------------------------------------7------------------------------- TIME/DATE OF STUDY: 18:26 11/01/2004 ' Problem Descriptions: STREET FLOW ANALYSIS - IOYR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.006400 ' CONSTANT STREET FLOW(CFS) = 1.36 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ----------------------------- ------------------------------------------ STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 PRODUCT OF DEPTH &VELOCITY = 0.48 Problem Descriptions: CATCH BASIN SIZING - l OYR ' VIA CASTILE CATCH BASIN #133 ' »»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) = 1.36 ' BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.27 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.14 ' 47 1 CB B3 - 100 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis by: prepared Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:48 11/01/2004 Problem Descriptions: .' STREET FLOW ANALYSIS - I00YR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION «« , ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.006400 ' CONSTANT STREET FLOW(CFS) = 5.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY = 0.93 Problem Descriptions: CATCH BASIN SIZING - 100YR ' VIA CASTILE CATCH BASIN #B3 # t####### t# tt## t*##### t# t## tttt##*####### ttt# # # # * # # *tt # # #t # #t # # * # # # * # # #t #ttt » »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) = 5.20 ' BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.41 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.42 48 Problem Descriptions: CATCH BASIN SIZING - l OYR VIA CASTILE CATCH BASIN #B4 — >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.03 GUTTER FLOWDEPTH(FEET) = 0.28 BASIN LOCAL DEPRESSION(FEET) = 0.33 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.72 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 2.03 ' 49 i CB B4 -1.0 YEAR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis by: prepared Tetra Tech ISG 811 Pahn Street ' San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:30 11/01/2004 ' Problem Descriptions: STREET FLOW ANALYSIS - IOYR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014000 ' CONSTANT STREET FLOW(CFS) = 2.03 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: - -- - -- ------------------------ STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 PRODUCT OF DEPTH &VELOCITY = 0.68 Problem Descriptions: CATCH BASIN SIZING - l OYR VIA CASTILE CATCH BASIN #B4 — >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.03 GUTTER FLOWDEPTH(FEET) = 0.28 BASIN LOCAL DEPRESSION(FEET) = 0.33 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.72 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 2.03 ' 49 » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 3.76 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 0.97 Problem Descriptions: CATCH BASIN SIZING - 160YR VIA CASTILE CATCH BASIN #134 » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.76 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.03 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 3.76 50 a CB B4 -x.00 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis by: prepared Tetra Tech ISG 811 Palm Street San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:54 11/01/2004 ' Problem Descriptions: STREET FLOW ANALYSIS - 100YR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 3.76 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY = 0.97 Problem Descriptions: CATCH BASIN SIZING - 160YR VIA CASTILE CATCH BASIN #134 » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.76 GUTTER FLOWDEPTH(FEET) = 0.33 BASIN LOCAL DEPRESSION(FEET) = 0.33 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.03 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 3.76 50 a 1 1 CB B5 - 1.0 YEAR *s *ss *tt* tots* sss** ss##### tt#** tt* tt* t# t** t* k *ts *sss * # # * * #k # # *t * * * * *tk *t *t* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) s Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG 811 Palm Street San Luis Obispo, CA 93401 TIME/DATE OF STUDY: 18:32 11/01/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 1.01 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500• FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY = 0.52 Problem Descriptions: CATCH BASIN SIZING - 1'OYR VIA CASTILE CATCH BASIN #B5 — >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of - Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.01 GUTTER FLOWDEPTH(FEET) = 0.22 BASIN LOCAL DEPRESSION(FEET) = 0.33 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 4.95 » »CALCULATED ESTIMATED INTERCEPTION(CFS)= 1.01 51 CB B5 - 100 YE" HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis by: prepared Tetra Tech ISG 811 Palm Street ' San Luis Obispo, CA 93401 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:00 11/01/2004 Problem Descriptions: STREET FLOW ANALYSIS - 100YR VIA CASTILE » »STREETFLOW MODEL INPUT INFORMATION —< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 2.38 ' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ' 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. 12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: - - - -- --- ---- - - - - -- -----------=---------------------------------------- STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.43 ' PRODUCT OF DEPTH &VELOCITY = 0.73 Problem Descriptions: CATCH BASIN SIZING - 100YR VIA CASTILE CATCH BASIN #B5 r« rs* ttt** tsrss t* tt* t* rtr**s t** ttrttt* rs*s t** *tt *rt «st *tt *t *tr *s * « * * * *t *t *s* ' » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« --------------- -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. ' STREETFLOW(CFS) = 2.38 , GUTTER FLOWDEPTH(FEET) = 0.30 f I BASIN LOCAL DEPRESSION(FEET) = 0.33 ' » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 8.42 »CALCULATED ESTIMATED INTERCEPTION(CFS)= 2.11 . (0.27 cfs to CB #B1) 52 t GB C1 -10 YEAR < HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 1 Analysis by: prepared Tetra Tech ISG 17770 Cartwright Road ' Suite 500 Irvine, CA 92614 _ ' ---=-----------------------------------7----------------------------------- TIME/DATE OF STUDY: 10:45 08/07/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR HIDEAWAY CLUB DRIVE ' » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.011300 CONSTANT STREET FLOW(CFS) = 0.96 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ' INTERIOR STREET CROSSFALL(DECI IAL) = 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) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ' e STREET FLOW MODEL RESULTS:' -- STREET FLOW DEPTH(FEET) _. 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.13 ` AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.84 PRODUCT OF DEPTH &VELOCITY = 0.44 Problem Descriptions: ' CATCH BASIN SIZING - l OYR HIDEAWAY CLUB DRIVE EXISTING CATCH BASIN #C1 (W=4') » »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) = 0.96 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.24 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.64 53 t ' 54 CB C1 -1.04 YEAR, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 ' Analysis by: prepared Tetra Tech ISG 17770 Cartwright Road ' Suite 500 Irvine, CA 92614 TIME/DATE OF STUDY: 09:53 08/07/2004 Problem Descriptions: STREET FLOW ANALYSIS - 100YR ' HIDEAWAY CLUB DRIVE ' » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0. 01 13 00 CONSTANT STREET FLOW(CFS) = 2.09 ' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 ' FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ------------ --------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH &VELOCITY = 0.64 Problem Descriptions: CATCH BASIN SIZING - 100YR HIDEAWAY CLUB DRIVE EXISTING CATCH BASIN #C1 (W=4') ' » »SUMP TYPE BASIN INPUT INFORMATION «« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.09 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.30 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.12 ' 54 a i CS C2 -10 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG 17770 Cartwright Road Suite 500 Irvine, CA 92614 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:06 08/05/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR HIDEAWAY CLUB DRIVE » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET/FEET) = 0.011300 CONSTANT STREET FLOW(CFS) = 1.19 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 0.12500 - FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.92 PRODUCT OF DEPTH &VELOCITY = 0.49 Problem Descriptions: CATCH BASIN SIZING - 1 OYR HIDEAWAY CLUB DRIVE EXISTING CATCH BASIN #C2 (W =7') # t***** R* R# t#**#### R# t#***##### t# t*### t**** t* st * # * * * * * * # # * # # #rst * * * * * * * * #ts# » »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) = 1.19 BASIN. OPENING(FEET)= 0.83 ' DEPTH OF WATER(FEET) = 0.25 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.08 55 1 CB C2 - 1.00 YEAR. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: , Tetra Tech ISG t 17770 Cartwright Road Suite 500 Irvine, CA 92614 ---------------------------------------------------------------------------- ' TIME/DATE OF STUDY: 15:58 08/03/2004 Problem Descriptions: STREET FLOW ANALYSIS - 100YR ' HIDEAWAY CLUB DRIVE . » »STREETFLOW MODEL INPUT INFORMATION «« 1 ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.011300 CONSTANT STREET FLOW(CFS) = 3.21 - AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) =- 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ' STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.63 ' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51 PRODUCT OF DEPTH &VELOCITY = 0.83 Problem Descriptions: CATCH BASIN SIZING - 100YR HIDEAWAY CLUB DRIVE EXISTING CATCH BASIN #C2 (W =7') » »SUMP TYPE BASIN INPUT INFORMATION— Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.71 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.33 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.63 56 CRDI- 10YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG , 17770 Cartwright Road Suite 500 Irvine, CA 92614 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:25 08/07/2004 Problem Descriptions: STREET FLOW ANALYSIS - IOYR ALHAMBRA COURT » »STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 0.98 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.010000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.010000 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) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: i ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 6.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.32 PRODUCT OF DEPTH &VELOCITY = 0.26 Problem Descriptions: CATCH BASIN SIZING - I OYR ALHAMBRA COURT CATCH BASIN #DI +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ » »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) = 0.98 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.26 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.39 57 n 1 CB D1 -1.00 YEAR. 1 f f # # # * # *r # # # # # # # # # * * # # # * # ## HYDRAULIC ELEMENTS - I PROGRAM PACKAGE # (C) Copyright 1982 -2003 Advanced Engineering Software (aes) 1 V Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis p prepared b Tetra Tech ISG 1 1 17770 Cartwright Road Suite 500 Irvine, CA 92614 1 T - --------7---------------------==------------------------------------------ Problem Descriptions: STREET FLOW ANALYSIS - 100YR 1 S ALHAMBRA COURT 1 » » »STREETFLOW MODEL INPUT INFORMATION «« ---------------- - - - - -- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 1.62 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' A CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.010000 1 O OUTSIDE STREET CROSSFALL(DECIMAL) = 0.010000 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) = 0.12500 1 C FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- 1 S HALFSTREET FLOOD WIDTH(FEET) = 8.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63 PRODUCT OF DEPTH &VELOCITY = 0.35 1 P Problem Descriptions: CATCH BASIN SIZING - 100YR ALHAMBRA COURT CATCH BASIN #D1 1 C » »SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- 1 C Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.62 BASIN OPENING(FEET) = 0.83 1 B DEPTH OF WATER(FEET) = 0.35 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.53 i . . 58 CB P1 -10 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) ' Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: ' Tetra Tech ISG 17770 Cartwright Road Suite 500 Irvine, CA 92614 ' ---------------------------------------------------------------------------- TIME/DATE OF STUDY:10:32 08/07/2004 Problem Descriptions: STREET FLOW ANALYSIS - l OYR ' CLUBHOUSE PARKING LOT # k# k# t# ktti# i##### tk ttt# ii######### k##k# ttttti #ii #k # # #t # #ttt #it # # #k # #tkktt #i » »STREETFLOW MODEL INPUT INFORMATION «« ' CONSTANT STREET GRADE(FEET/FEET) = 0.042000 CONSTANT STREET FLOW(CFS) = 3.26 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 26.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 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) = 0.12500 FLOW ASSUMED TO FELL STREET ON ONE SIDE, AND THEN SPLITS ' STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.29 ' HALFSTREET FLOOD WIDTH(FEET) = 6.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.50 PRODUCT OF DEPTH &VELOCITY = 1.28 ' Problem Descriptions: CATCH BASIN SIZING - I OYR CLUBHOUSE PARKING LOT CATCH BASIN #P1 ' » »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) = 3.26 BASIN OPENING(FEET) = 0.83 ' DEPTH OF WATER(FEET) = 0.29 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.76 59 CB P1 1.00 YEAR HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1500 Analysis prepared by: Tetra Tech ISG 17770 Cartwright Road Suite 500 Irvine, CA 92614 TIME/DATE OF STUDY: 10:36 08/07/2004 Problem Descriptions: STREET FLOW ANALYSIS - 100YR CLUBHOUSE PARKING LOT » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET/FEET) = 0.042000 CONSTANT STREET FLOW(CFS) = 5.71' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.030000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIK.E(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 8.19 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.04 PRODUCT OF DEPTH &VELOCITY = 1.72 Problem Descriptions: CATCH BASIN SIZING - 100YR CLUBHOUSE PARKING LOT CATCH BASIN #P1 »»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) = 5.71 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.34 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.33 60 rM A Grated Inlet Area Drains — Clubhouse Area Project Description Hideaway Worksheet Ditch Inlet - 1 Type Ditch Inlet In Wetted Perimeter Sag Solve For Spread Open Grate Area 0.6 ftz Input Data 4.00 ft Discharge' 0.46 cfs Left Side Slope 50.00 H V Right Side Slope 50.00 H V Bottom Width .1.00 ft Grate Width 1.00 ft Grate Length 1.00 ft Local Depression 1.4 in Local Depression 1.00 ft Width Grate Type P -30 mm (P- 1 -1/8 ") Clogging 0.0 % Results Spread 1.00 ft Depth - ft 0.00 Wetted Perimeter 1.07 ft Top Width 1.07 ft Open Grate Area 0.6 ftz Active Grate Weir 4.00 ft Length ' For Single Grated Inlet In Sub -Area 14 -18, there are 12 Area Drains, Total Area Drain Capacity = 5.52 cfs, Qloo = 4.0 cfs The remaining 2.9 cfs from Sub -Area 14 -17 will be intercepted by roof drains and connected to the system in Sub -Area 14 -18. Refer to Clubhouse Precise Grading Plans for locations of area drains. In Sub -Area 14 -20, there are 3 Area Drains, Total Area Drain Capacity = 1.4 cfs, Qioo = 1.4 cfs Refer to Clubhouse Precise Grading Plans for locations of area drains. 61 i� 1 1 STORM DRAIN HYDRAULIC ANALYSIS (WSPG) 62 Line Al DATE: 1/20/2005 TIME: 11:59 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 12 4 1.00 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4, 1. 00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ .ELEMENT NO 1 IS•A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.37 999.85 36 1010.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1089.80 1000.72 36 0.013 0.00 -0.00 0.00 0 ELEMENT-NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1170.82 1001.53 36 0.013 300.00 15.47 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1198.92 1001.81 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1360.05 1003.42 36 0.013 300.00 30.78 0.00 1 ELEMENT NO 6 IS A REACH U/S DATA STATION - INVERT SECT N RADIUS ANGLE ANG PT MAN H 1374.89 1003.53 36 0.013 300.00 2.83. 0.00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1503.44 1004.56 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1592.98 1005.27 36 0.013 114.00 45.00 0.00 0 63 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1628.13 1005.57 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1634.13 1005.62 36 18 0 0.013 4.6 0.0 1005.79 0.00 45.00 0.00 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1748.03 1006.51 36 0.013 114.00 57.24 0.00 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1825.38 1007.13 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1895.12 1007.69 36 0.013 200.00 19.98 0.00 1 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1896.37 1007.70 36 18 0 0.013 4.7 0.0 1008.46 0.00 30.00 0.00 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1929.38 1007.97 36 0.015 200.00 9.81 0.00 0 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1930.63 1007.98 36 18 0 0.015 5.7 0.0 1008.72 0.00 60.47 0.00 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2027.28 1008.77 36 0.015 200.00 27.69 0.00 0 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2033.28 1009.27 36 18 0 0.015 11.4 0.0 1009.50 0.00 47.84 0.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2112.57 1009.90 30 0.015 200.00 22.72 0.00 1 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2299.48 1011.40 30 0.015 0.00 0.00 0.00 1 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2336.37 1011.70 30 0.015 240.00 8.81 0.00 1 ELEMENT NO .22 IS A REACH 64 65 U/S DATA STATION - INVERT SECT N RADIUS ANGLE ANG PT MAN H ` 2591.11 1013.72 30 0.015 440.00 33.17 0.00 0 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2591.16 1013.73 30 18 12 0.015. 3.8 0.8 1013.98 1013.98 30.26 45.00 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N r RADIUS ANGLE ANG PT MAN H• 2610.13 1013.87 30 0.015 440.00 2.49 0.00 0 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2610.23 1013.88 30 18 12 0.015 2.4 1.2 1014.14 1015.24 57.50 45.00 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2650.97 1014.21 30 0.015 440.00 5.31 0.00 1 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2896.96 1016.18 30 0.015 460.00 30.64 0.00 0 ELEMENT NO 28 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 . 2901.62 1017.08 18 18 12 0.015 3.4 4.3 1016.38 1016.38 53.02 15.00 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2909.45 1017.12 18 0.015 460.00 0.99 0.00 0 ELEMENT NO 30 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2909.55 1017.13 24 18 0 0.015 2.2 0.0 1016.47 0.00 32.86 0.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT -MAN H 2917.08 1017.18 18 0.015 460.00 0.78 0.00 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2979.40 1017.56 18 0.015 210.00 17.00 0.00 0 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3000.09 1017.69 18 0.015 104.00 11.40 0.00 0 ELEMENT NO 34 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3024.87 1017.85 1.8 0.015 0.00 0.00 0.00 0 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3073.09 1018.15 18 0.015 45.00 61.39 . 0.00 0 65 ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3086.44 1018.23 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3086.44 1018.23 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 67 WATER SURFACE L'KUYILE LISPING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH Z 1001.37 999.85 10.150 1010.000 49.7 7.03 0.768 1010.768 0.00 2.295 3.00 0.00 0.00 0 0.00 88.43 0.00984 .005552 0.49 1.940 0.00 1089.80 1000.72 9.771 1010.491 49.7 7.03 0.768 1011.259 0.00 2.295 3.00 0.00 0.00 0 0.00 81.02 0.01000 .005552 0.45 1.930 0.00 1170.82 1001.53 9.475 1011.005 49.7 7.03 0.768 1011.773 0.00 2.295 3.00 0.00 0.00 0 0.00 28.10 0.00996 .005552 0.16 1.931 0.00 1198.92 1001.81 9.351 1011.161 49.7 7.03 0.768 1011.929 0.00 2.295 3.00 0.00 0.00 0 0.00 161.13 0.00999 .005552 0.89 1.930 0.00 1360.05 1003.42 8.763 1012.183 49.7 7.03 0.768 1012.951 0.00 2.295 3.00 0.00 0.00 0 0.00 14.84 0.00741 .005552 0.08 2.154 0.00 1374.89 1003.53 8.763 1012.293 49.7 7.03 0.768 1013.061 0.00 2.295 3.00 0.00 0.00 0 0.00 128.55 0.00801 .005552 0.71 2.090 0.00 1503.44 1004.56 8.447 1013.007 49.7 7.03 0.768 1013.775 0.00 2.295 3.00 0.00 0.00 0 0.00 89.54 0.00793 .005552 0.50 2.100 0.00 1592.98 1005.27 8.342 1013.612 49.7 7.03 0.768 1014.380 0.00 2.295 3.00 0.00 0.00 0 0.00 35.15 0.00853 .005552 0.20 2.041 0.00 1628.13 1005.57 8.238 1013.808 49.7 7.03 0.768 1014.576 0.00 2.295 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00833 .005062 0.03 0.00 1634.13 1005.62 8.452 1014.072 45.1 6.38 0.632 1014.704 0.00 2.188 3.00 0.00 0.00 0 0.00 113.90 0.00781 .004572 0.52 1.964 0.00 1748.03 1006.51 8.183 1014.693 45.1 6.38 0.632 1015.325 0.00 2.188 3.00 0.00 0.00 0 0.00 77.35 0.00802 .004572 0.35 1.947 0.00 67 68 WATER. SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ SO SF AVE HF NORM DEPTH + + + + + + + + + + + + + + + + ZR + + + + + + + + + + + + + ++ 1825.38 1007.13 7.917 1015.047 45.1 6.38 0.632 1015.679 0.00 2.188 3.00 0.00 0.00 0 0.00 69.74 0.00803 .004572 0.32 1.946 0.00 1895.12 1007.69 7.767 1015.457 45.1 6.38 0.632 1016.089 0.00 2.188 3.00 0.00 0 ^00 0 0.00 JUNCT STR 0.00800 .004121 0.01 0.00 1896.37 1007.70 7.965 1015.665 40.4 5.72 0.507 1016.172 0.00 2.070 3.00 0.00 0.00 .0 0.00 33.01 0.00818 .004885 0.16 1.980 0.00 1929.38 1007.97 7.889 1015.859 40.4 5.72 0.507 1016.366 0.00 2.070 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00800 .004245 0.01 0.00 1930.63 1007.98 8.111 1016.091 34.7 4.91 0.374 1016.465 0.00 1.914 3.00 0.00 0.00 0 0.00 96.65 0.00817 .003604 0.35 1.785 0.00 2027.28 1008.77 7.711 1016.481. 34.7 4.91 0.374 1016.855 0.00 1,914 3.00 0.00 0.00 0 0.00 JUNCT STR 0.08333 .002615 0.02 0.00 2033.28 1009.27 7.420 1016.690 23.3 4.75 0.350 1017.040 0.00 1.643 2.50 0.00 0.00 0 0.00 79.29 0.00795 .004296 0.34 1.592 0.00 2112.57 1009.90 7.184 1017.084 23.3 4.75 0.350 1017.434 0.00 1.643 2.50 0.00 0.00 0 0.00 186.91 0.00802 .004296 0.80 1.590 0.00 2299.48 1011.40 6.504 1017.904 23.3 4.75 0.350 1018.254 0.00 1.643 2.50 0.00 0.00 0 0.00 36.89 0.00813 .004296 0.16 1.580 0.00 2336.37 1011.70 6.402 1018.102 23.3 4.75 0.350 1018.452 0.00 1.643 2.50 0.00 0.00 0 0.00 254.74 0.00793 .004296 1.09 1.593 0.00 2591.11 1013.72 5.519 1019.239 23.3 4.75 0.350 1019.589 0.00 1.643 2.50 0.00 0.00 0 0.00, JUNCT STR 0.20000 .003531 0.00 0.00 68 69 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM' SO SF AVE HF NORM DEPTH ZR 2591.16 1013.73 5.710 1019.440 18.7 3.81 0.225 1019.665 0.00 1.466 2.50 0.00 0.00 0 0.00 18.97 0.00738 .002767 0.05 1.412 0.00 2610.13 1013.87 5.630 1019.500 18.7 3.81 0.225 1019.725 0.00 1.466 2.50 0.00 0.00 0 0.00 JUNCT STR 0.10000 .002286 0.00 0.00 2610.23 1013.88 5.758 1019.638 15.1 3.08 0.147 1019.785 0.00 1.311 2.50 0.00 0.00 0 0.00 40.74 0.00810 .001804 0.07 1.210 0.00 2650.97 1014.21 5.516 1019.726 15.1 3.08 0.147 1019.873 0.00 1.311 2.50 0.00 0.00 0 0.00 245.99 0.00801 .001804 0.44 1.211 0.00 2896.96 1016.18 4.007 1020.187 15.1 3.08 0.147 1020.334 0.00 1.311 2.50 0.00 0.00 0 0.00 JUNCT STR 0.19313 .004206 0.02 0.00 2901.62 1017.08 3.022 1020.102 7.4 4.19 0.272 1020.374 0.00 1.054 1.50 0.00 0.00 0 0.00 7.83 0.00511 .006607 0.05 1.500 0.00 2909.45 1017.12 3.039 1020.159 7.4 4.19 0.272 1020.431 0.00 1.054 1.50 0.00 0.00 0 0.00 JUNCT STR 0.10000 .003655 0.00 0.00 2909.55 .1017.13 3.284 1020.414 5.2 2.94 0.134 1020.548 0.00 0.878 1.50 0.00 0.00 0 0.00 7.53 0.00664 .003263 0.02 0.930 0.00 2917.08 1017.18 3.261 .1020.441 5.2 2.94 0.134 1020.575 0.00 0.878 1.50 0.00 0.00 0 0.00 62.32 0.00610 .003263 0.20 0.950 0.00 2979.40 1017.56 3.096 1020.656 5.2 2.94 0.134 1020.790 0.00 0.878 1.50 0.00 0.00 0 0.00 20.69 0.00628 .003263 0.07 0.940 0.00 3000.09 1017.69 3.043 1020.733 5.2 2.94 0.134 1020.867 0.00 0.878 1.50 0.00 0.00 0 0.00 24.78 0.00646 .003263 0.08 0.930 0.00 69 m m m m M .M m m m m m m m m m m m m m WATER SURFACE PROFILE- LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 3024.87 1017.85 2.964 1020.814 5.2 2.94 0.134 1020.948 0.00 0.878 1.50 0.00 0.00 0 0.00 48.22 0.00622 .003263 0.16 0.950 0.00 3073.09 1018.15 2.843 1020.993 5.2 2.94 0.134 1021.127 0.00 0.878 1.50 0.00 0.,00 0 0.00 13.35 0.00599 .003263 0.04 0.960 0.00 3086.44 1018.23 2.807 1021.037 5.2 2.94 0.134 1021.171 0.00 0.878 1.50 0.00 0.00 0 0.00 70 LINE A2. DATE: 1/20/2005 TIME: 11:58 71 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2002.97 1008.46 18 1015.68 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2064.72 1009.08 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2155.70 1009.99 18 0.013 100.00 .52.13 0.00 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2266.48 1011.10 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2266.48 1011.10 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 71 WATER SURFACE PROFILE LISTING 72 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO PIER AVBPR STATION INVERT DEPTH W.S. Q HEAD GRD.EL. ELEV DEPTH DIA ID NO. ELEV OF FLOW ELEV SF AVE HF NORM DEPTH + + + + + + + + + + + + + + + ZR + + + + + + + + + + + ++ L /ELEM SO + + + +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1.50 0.00 0.00 0 0.00 2002.97 1008.46 7.220 1015.680 4.7 2.66 0.110 1015.790 0 .00 0.633 0.700 0.00 0.12 61.75 0.01004 .002002 1.50 0.00 0.00 0 0.00 2064.72 1009.08 6.724 1015.804 4.7 2.66 0.110 1015.914 0.00 0.833 0.700 0.00 0.18 90.98 0.01000 .002002 1.50 0.00 0.00 0 0.00 , 2155.70 1009.99 6.012 1016.002 4.7 2.66 0.110 1016.112 0.00 0.833 0.700 0.00 .002002 0.22 110.78 0.01002 1.50 0.00 0.00 0 0.00 2266.48 1011.10 5.124 •1016.224 4.7 2.66 0.110 1016.334 0.00 0.833 72 LINE A3 DATE: 1/20/2005 TIME: 11:38 FOS15P WATER'SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING.THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE = ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3003.46 1009.64 18 1016.75 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3068.00 1011.85 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3069.00 1011.89 18 18 0 '0.013 6.1 0.0 1011.89 0.00 75.08 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3171.47 1015.39 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3216.03 1016.92 18 0.013 100.00 25.53 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE .ANG PT MAN H 3246.39 1017.96 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A REACH * U/S DATA _ STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3251.39 1018.06 18 0.013 0.00 0.00 17.88 1 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3366.79 1019.45 18 0.013 0.00 0.00 2.62 0 73 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3370.60 1019.66 18 0.013 0.00 0.00 66.80 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3399.60 1019.96 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3399.60 1019.96 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC y 74 s= m= m= m m= m == m m m m m 75 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0: PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 3003.46 1009.64 7.110 1016.750 11.4 6.45 0.646 1017.396 0.00 1.289 1.50 0.00 0.00 0 0.00 64.54 0.03424 .011778 0.76 0.830 0.00 3068.00 1011.85 5.660 1017.510 11.4 6.45 0.646 1018.156 '0.00 1.289 1.50 0.00 0.00- 0 0.00 JUNCT STR 0.04000 .007162 0.01 0.00 3069.00 1011.89 6.545 1018.435 5.3 3.00 0.140 1018.575 0.00 0.887 1.50 0.00 0.00 0 0.00 102.47 0.03416 .002546 0.26 0.530 0.00 3171.47 1015.39 3.306 1018.696 5.3 3.00 0.140 1018.836 0.00 0.887 1.50 0.00 0.00 0 0.00 44.56 0.03434 .002546 0.11 0.530 0.00 3216.03 1016.92 1.904 1018.824 5.3 3.00 0.140 1018.964 0.00 0.887 1.50 0.00 0.00 0 0.00 12.75 0.03426 .002518 0.03 0.530 0.00 3228.78 1017:36 1.500 1018.857 5.3 3.00 0.140 1018.997 0.00 0.887 1.50 0.00 0.00 0 0.00 3.92 0.03426 .002358 0.01 0.530 0.00 3232.70 1017.49 1.360 1018.851 5.3 3.15 0.154 1019.005 0.00 0.887 1.50 0.00 0.00 0 0.00 2.02 0.03426 .002304 0.00 0.530 0.00 3234.72 1017.56 1.280 1018.840 5.3 3.30 0.169 1019.009 0.00 0.887 1.50 0.00 0.00 0, 0.00 0.57 0.03426 .002384 0.00 0.530 0.00 3235.29 1017.58 1.280 1018.860 5.3 3.30 0.169 1019.029 0.00 0.887 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 3235.29 1017.58 0.595 1018.175 5.3 8.12 1.023 1019.198 0.00 0.887 1.50 0.00 0.00 0 0.00 1.71 0.03426 .021690 0.04 0.530 0.00 3237.00 1017.64 0.616 1018.254 5.3 7.74 0.930 1019.184 0.00 0.887 1.50 0.00 0.00 0 0.00 4.04' 0.03426 .019035 0.08 0.530 0.00 75 WATER SURFACE'PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 3241.04 1017.78 0.639 1018.416 5.3 7.38 0.846 1019.262 0.00 0.887 1.50 0.00 0.00 0 0.00 3.08 0.03426 .016719 0.05 0.530 0.00 3244.12 1017.88 0.662 1018.544 5.3 7.04 0.769 1019.313 0.00 0.887 1.50 0.00 0.00 0 0.00 2.27 0.03426 .014694 0.03 0.530 0.00 3246.39 1017.96 0.687 1018.647 5.3 6.71 0.699 1019.346 `0.00 0.887 1.50 0.00 0.00 0 0.00 5.00 0.02000 .013024 0.07 0.620 0.00 3251.39 1018.06 0.710 1018.770 5.3 6.43 0.642 1019.412 0.00 0.887 1.50 0.00 0.00 0 0.00 53.50 0.01205 .012292 0.66 0.710 0.00 3304.89 1018.70 0.710 1019.414 5.3 6.43 0.642 1020.056 0.00 0.887 1.50 0.00 0.00 0 0.00 25.44 0.01205 .012634 0.32 0.710 0.00 3330.33 1019.01 0.698 1019.709 5.3 6.57 0.670 1020.379 0.00 0.887 1.50 0.00 0.00 0 0.00 23.02 0.01205 .013869 0.32 0.710 0.00 3353.35 1019.29 0.673 1019.961 5.3 6.89 0'.738 1020.699 0.00 0.887 1.50 0.00 0.00 0 0.00 13.44 0.01205 .015786 0.21 0.710 0.00 3366.79 1019.45 0.650 1020.100 5.3 7.22 0.810 1020.910 0.00 0.887 1.50 0.00 0.00 0 0.00 0.27 0.05512 .016599 0.00 0.470 0.00 3367.06 1019.47. 0.654 1020.119 5.3 7.16 0.797 1020.916 0.00 0.887 1.50 0.00 0.00 0 0.00 1.21 0.05512 .015394 0.02 0.470 0.00 3368.27 1019.53 0.678 1020.210 5.3 6.82 0.722 1020.932 0.00 0.887 1.50 0.00 0.00 0 0.00 0.98 0.05512 .013528 0.01 0.470 0.00 3369.25 1019.59 0.703 1020.289 5.3 6.51 0.658 1020.947 0.00 0.887 1.50 0.00 0.00 0 0.00 0.76 0.05512 .011900 0.01 0.470 0.00 76 77 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. 'ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 3370.01 1019.63 0.730 1020.358 5.3 6.21 0.598 1020.956 0.00 0.887 1.50 0.00 0.00 0 0.00 0.59 0.05512 .010479 0.01 0.470 0.00 3370.60 1019.66 0.758 1020.418 5.3 5.92 0.543 1020.961 0.00 0.887 1.50 0.00 0.00 0 0.00 2.53 0.01034 .009783 0.02 0.750 0.00 3373.13 1019.69 0.759 1020.445 5.3 5.90 0.541 1020.986 0.00 0.887 1.50 0.00 •0.00 0 0.00 17.20 0.01034 .009171 0.16 0.750 0.00 3390.33 1019.86 0.788 1020.652 5.3 5.63 0.492 1021.144 0.00 0.887 1.50 0.00 0.00 0 0.00 6.07 0.01034 .008085 0.05 0.750 0.00 3396.40 1019.93 0.819 1020.746 5.3 5.36 0.447 1021.193 0.00 0.887 1.50 0.00 0.00 0 0.00 2.69 0.01034 .007135 0.02 0.750 0.00 3399.09 1019.96 0.851 1020.806 5.3 5:12 0.406 1021.212 0.00 0.887 1.50 0.00 0.00 0 0.00 0.51 0.01034 .006294 0.00 0.750 0.00 3399.60 1019.96 0.887 1020.847 5.3 4.87 0.368 1021.215 0.00 0.887 1.50 0.00 0.00 0 0.00 77 LINE A4 DATE: 1/20/2005 TIME: 11:39 78 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 4000.78 1011.89 18 1018.16 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT. .MAN H 4038.41 1013.13 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4143.06 1016.61 18 0.015 100.00 59.96 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4203.02 1018.60 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4203.02 1018.60 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2,** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 78 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 4000.78 1011.89 6.270 1018.160 6.1 3.45 0.185 1018.345 0.00 0.954 1.50 0.00 0.00 0 0.00 37.63 0.03295 .004490 0.17 0.630 0.00 4038.41 1013.13 5.199 1018.329 6.1 3.45 0.185 1018.514 0.00 0.954 1.50 0.00 0.00 0 0.00 104.65 0.03325 .004490 0.47 0.630 0.00 4143.06 1016.61 2.219 1018.829 6.1 3.45 0.185 1019.014 0.00 0.954 1.50 0.00 0.00 0 0.00 25.05 _0.03319 .004441 0.11 0.630 0.00 4168.11 1017.44 1.500 1018.941 6.1' 3.45 0.185 1019.126 0.00 0.954 1.50 0.00 0.00 0 0.00 4.15 0.03319 .004158 0.02 0.630 0.00 4172.26 1017.58 1.360 1018.939 6.1 3.62 0.204 1019.143 0.00 0.954 1.50 0.00 0.00 0 0.00 0.21 0.03319 .003928 0.00 0.630 0.00 4172.47 1017.59 1.360 1018.946 6.1 3.62 0.204 1019.150 0.00 0.954 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 4172.47 1017.59 0.650 1018.236 6.1 8.31 1.072 1019.308 0.00 0.954 1.50 0.00 0.00 0 0.00 9.54 0.03319 .027722 0.26 0.630 0.00 4182.01 1017.90 0.674 1018.577 6.1 7.91 0.972 1019.549 0.00 0.954 1.50 0.00 0.00 0 0.00 7.01 0.03319 .024301 0.17 0.630 0.00 4189.02 1018.13 0.700 1018.835 6.1 7.54 0.883 1019.718 0.00 0.954 1.50 0.00 0.00 0 0.00 4.60 0.03319 .021381 0.10 0.630 0.00 4193.62 1018.29 0.726 1019.014 6.1 7.19 0.803 1019.817 0.00 0.954 1.50 0.00 0.00 0 0.00 3.13 0.03319 .018818 0.06 0.630 0.00 4196.75 1018.39 0.754 1019.146 6.1 6.85 0.729 1019.875 0.00 0.954 1.50 0.00 0.00 0 0.00 2.25 0.03319 .016578 0.04 0.630 0.00 79 80 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 4199.00 1018.47 0.783 1019.250 6.1 6.54 0.664 1019.914 0.00 0.954 1.50 0.00 0.00 0 0.00 1.63 0.03319 .014611 0.02 0.630 0.00 4200.63 1018.52 0.813 1019.334 6.1 6.23. 0.603 1019.937 0.00 0.954 1.50 0.00 0.00 0 0.00 1.12 0.03319 .012887 0.01 0.630 0.00 4201.75 1018.56 0.845 1019.403 6.1 5.94 0.548 1019.951 0.00 0.954 1.50 0.00 0.00 0 0.00 0.73 0.03319 .011384 0.01 0.630 0.00 4202.48 1018.58 0.879 1019.461 6.1 5.66 0.498 1019.959 0.00 0.954 1.50 0.00 0.00 0 0.00 0.40 0.03319 - .010070 0.00 0.630 0.00 4202.88 1018.60 0.915 1019.510 6.1 5.140 0.453 1019.963 0.00 0.954 1.50 0.00 0.00 0. 0.00 0.14 0.03319 .008906 0.00 0.630 0.00 4203.02 1018.60 0.954 1019.554 6.1 5.14 0.411 .1019.965 0.00 0.954 1.50 0.00 0.00 0 0.00 80 81 LATERAL A5 DATE: .1/20/2005 TIME: 12:12 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * *' U/S DATA STATION INVERT SECT W S ELEV 1.30 1008.72 18 - 1016.11 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13.23 1010.04 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 13.23 1010.04 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 81 u s WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV. DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1.30 1008.72 7.390 1016.110 5.7 3.23 0.162 1016.272 0.00 0.921 1.50 0.00 0.00 0 0.00 11.93 0.11064 .003920 0.05 0.440 0.00 13.23 1010.04 6.117 1016.157 5.7 3.23 0.162 1016.319 0.00 0.921 1.50 0.00 0.00 0 0.00 82 83 LATERAL A6 DATE: 1/20/2005 TIME: 13:38 , F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA- INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3.03 1016.38 18 0.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 27.29 1016.78 18 0.015 r 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 27.29 1016.78 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 83 84 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ' ELEV OF FLAW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM r�.+*++• r++ r+>•**++*+•++*: 50 r# ff.+*+•++*: r, t+ r+*+ i. f••*, t�rr*, t*+ r#>.. SF AVE f++•: r+ HF f•+*+** �* a> �.++•+•++++++++**•+ NORM DEPTH f+* f.•• r+ * +�r *f. * *f. :,t * ZR * * + + * *r * *f +• +:r. 3.03 1016.38 0.562 1016.942 3.4 5.62 0.490 1017.432 0.00 0.703 1.50 0.00 0.00 0 0.00 3.71 0.01649 .015426 0.06 0.550 0.00 6.74 1016.44 0.565 1017.006 3.4 5.57 0.482 1017.488 0.00 0.703 1.50 0.00 0.00 0 0.00 11.01 0.01649 .014318 0.16 0.550 0.00 17.75 1016.62 0.585 1017.208 3.4 5.31 0.438 1017.646 0.00 0.703 1.50 0.00 0.00 0 0.00 4.56 0.01649 .012565 0.06 0.550 0.00 22.31 1016.70 0.607 1017.305 3.4 5.07 0.399 1017.704 0.00 0.703 1.50 0.00 0.00 0 0.00 2.61 0.01649 .011034 0.03 0.550 0.00 24.92 1016.74 0.629 1017.370 3.4 4.83 0.362 1017.732 0.00 0.703 1.50 0.00 0.00 0 0.00 1.47 0.01649 .009688 0.01 0.550 0.00 26.39 1016.76 0.652 1017.417 3.4 4.61 0.330 1017.747 0.00 0.703 1.50 0.00 0.00 0 0.00 0.75 0.01649 .008511 *0.01 0.550 0.00 27.14 1016.78 0.676 1017.454 3.4 4.39 0.300 1017.754 0.00 0.703 1.50 0.00 0.00 0 0.00 0.15 0.01649 .007466 0.00 0.550 0.00 27.29 1016.78 0.703 1017.483 3.4 4.18 0.272 1017.755 0.00 0.703 1.50 0.00 0.00 0 0.00 84 } LATERAL Ai DATE: 1/20/2005 TIME: 8:59 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 0.68 1017.13 18 0.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3.87 1017.22 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * r U/S DATA STATION INVERT SECT W S ELEV 3.87 1017.22 18 0.00• + NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC I 85 i 86 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 0.68 1017.13 0.456 1017.586 2.2 4.85 0.365 1017.951 0.00 0.560 1.50 0.00 0.00 0 0.00 1.06 0.02821 .013706 0.01 0.380 0.00 1.74 1017.16 0.469 1017.629 2.2 4.65 0.336 1017.965 0.00 0.560 . 1.50 0.00 0.00 0 0.00 0.84 0.02821 .012114 0.01 0.380 0.00 2.58 1017.18 0.486 1017.670 2.2 4.44 0.305 1017.975 0.00 0.560 1-.50 0.00 0.00 0 0.00 0.61 0.02821 .010614 0.01 0.380 0.00 3.19 1017.20 0.503 1017.704 2.2 4.23 0.278 1017.982 0.00 0.560 1.50 0.00 0.00 0 0.00 0.39 0.02821 .009299 0.00 0.380 0.00 3.58 1017.21 0.521 1017.733 2.2 4.03 0.252 1017.985 0.00 0.560 1.50 0.00 0.00 0 0.00 0.24. 0.02821 .008148 0.00 0.380 0.00 3.82 1017.22 0.539 1017.758 2.2 3.85 0.230 1017.988 0.00 0.560 1.50 0.00 0.00 0 0.00 0.05 0.02821 .007121 0.00 0.380 0.00 3.87 1017.22 0.560 1017.780 2.2 3.65 0.207 1017.987 0.00 0.560 1.50 0.00 0.00 0 0.00 86 LATERAL A.8 DATE: 1/20/2005 TIME: 11:43 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE = ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3.42 1018.70 18 1019.55 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13.43 1019.00 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 13.43 1019.00 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 87 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 3.42 1018.70 0.487 1019.187 3.0 6.02 0.564 1019.751 0.00 0.659 1.50 0.00 0.00 0 0.00 1.72 0.02997 .020175 0.03 0.440 0.00 5.14 1018.75 0.495 1019.247 3.0 5.89 0.539 1019.786 0.00 0.659 1.50 0.00 0.00 0 0.00 2.66 0.02997 .018319 0.05 0.440 0.00 7.80 1018.83 0.513 1019.344 3.0 5.62 0.490 1019.834 0.00 0.659 1.50 0.00 0.00 0 0.00 1.90 0.02997 .016056 0.03 0.440 0.00 9.70 1018.89 0.531 1019.419 3.0 5.36 0.446 1019.865 0.00 0.659 1.50 0.00 0.00 0 0.00 1.35 0.02997 .014072 0.02 0.440 0.00 11.05 1018.93 0.550 1019.479 3.0 5.10 0.404 1019.883 0.00 0.659 1.50 0.00 0.00 0 0.00 0.95 0.02997 .012341 0.01 0.440 0.00 12.00 1018.96 0.570 1019.527 3.0 4.87 0.368 1019.895 0.00 0.659 1.50 0.00 0.00 0 0.00 0.71 0.02997 .010823 0.01 0.440 0.00 12.71 1018.98 0.590 1019.568 3.0 4.64 0.334 1019.902 0.00 0.659 1.50 0.00 0.00 0 0.00 0.41 0.02997 .009496 0.00 0.440 0.00 13.12 1018.99 0.612 1019.603 3.0 4.42 0.304 1019.907 0.00 0.659 1.50 0.00 0.00 0 0.00 0.26 0.02997 .008338 0.00 0.440 0.00 13.38 1019.00 0.634 1019.632 3.0 4.22 0.276 1019.908 0.00 0.659 1.50 0.00 0.00 0 0.00 0.05 0.02997 .007305 0.00 0.440 0.00 13.43 1019.00 0.659 1019.659 3.0 4.02 0.250 1019.909 0.00 0.659 1.50 0.00 0.00 0 0.00 88 LATERAL A9 DATE: 1/20/2005 TIME: 11:44 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 Y CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ERROR MESSAGE NUMBER 5 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION.DATA INVALID CHANNEL TYPE ON CHANNEL DEFINITION CARD - ITYPE _ ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3.10 1018.70 18 1019.55 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 17.29 1019.13 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 17.29 1019.13 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 89 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3.10 1018.70 0.481 1019.181 3.1 6.34 '0.624 1019.805 0.00 0.670 1.50 0.00 0.00 0 0.00 1.72 0.03030 .022897 0.04 0.450 0.00 4.82 1018.75 0.486 1019.238 3.1 6.25 0.607 1019.845 0.00 0.670 1.50 0.00 0.00 0 0.00 4.10 0.03030 .021018 0.09 0.450 0.00 8.92 1018.88 0.503 1019.379 3.1 5.95 0.550 1019.929 0.00 0.670 1.50 0.00 0.00 0 0.00 2.69 0.03030 .018415 0.05 0.450 0.00 11.61 1018.96 0.521 1019.479 3.1 5.68 0.501 .1019.980 0.00 0.670 1.50 0.00 0.00 0 0.00 1.94 0.03030 .016135 0.03 0.450 0.00 13.55 1019.02 0.539 1019.556 3.1 5.41 0.454 1020.010 0.00 0.670 1.50 0.00 0.00 0 0.00 1.32 0.03030 .014146 ' 0.02 0.450 0.00 14.87 1019.06 0.559 1019.616 3.1 5.16 0.413 1020.029 0.00 0.670 1.50 0.00 0.00 0 0.00 0.99 0.03030 .012411 0.01 0.450 0.00 15.86 1019.09 0.579 1019.666 3.1 4.92 0.376 1020.042 0.00 0.670 1.50 0.00 0.00 0 0.00 0.68 0.03030 .010888 0.01 0.450 0.00 16.54 1019.11 0.600 1019.707 3.1 4.69 0.342 1020.049 0.00 0.670 1.50 0.00 0.00 0 0.00 0.43 0.03030 .009556 0.00 0.450 0.00 16.97 1019.12 0.622 1019.742 3.1 4.47 0.311 1020.053 0.00 0.670 1.50 0.00 0.00 0 0.00 0.24 0.03030 .008393 0.00 0.450 0.00 17.21 1019.13 0.645 1019.773 3.1 4.26 0.282 1020.055 0.00 0.670 1.50 0.00 0.00 0 0.00 0:08 0.03030 .007355 0.00 0.450 0.00 17.29 1019.13 0.670 1019.800 3.1 4.06 0.256 1020.056 0.00 0.670 1.50 0.00 0.00 0 0.00 W LATERAL A1.0 DATE: 1/20/2005 TIME: 13:37 F0515P WATER SURFACE PROFILE -,CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9)•,Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1013.98 18 0.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1022.91 1014.17 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1022.91 1014.17 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 91 m m m = = m M M m m M .M = =' = m MM 92 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV -OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM ****> r�* r����r***+*• SO r> �+ r**++********* t+.*+*** • *fr + *� * * * * SF AVE HF * * *� * * + +. +. * *�� +r * ** *•max * * NORM•DEPTH *►+ *•ter * * * + +� +. + + * *r *� + *. +. *�rf• *+ ZR +ter• * *�� * * + + :� 1000.00 1013.98 0.712 1014.692 3.8 4.60 0.329 1015.021 0.00 .0.745 1.50 0.00 0.00 0 0.00 20.72 0.00829 .008234 0.17 0.710 0.00 1020.72 1014.15 0.716 1014.868 3.8 4.56 0.322 1015.190 0.00 0.745 -1.50 0.00 0.00 0 0.00 2.19 0.00829 .007630 0.02 0.710 0.00 1022.91 1014.17 `0.745 1014.915 3.8 4.34 0.292 1015.207 0.00 0.745 1.50 0.00 0.00 0 0.00 92 93 LATERAL All DATE: 1 /20/2005 TIME: 13:17 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1- CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.26 1014.14 18 0.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.10 1014.21 18 0.015 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 105.10 1014.21 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 93 94 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 102.26 1014.14 0.490 1014.630 2.4 4.78 0.355 1014.985 0.00 0.586 1.50 0.00 0.00 0 0.00 0.03 0.02465• .013003 0.00 0.410 0.00 102.29 1014.14 0.490' 1014.631 2.4 4.77 0.354 1014.985 0.00 0.586 1.50 0.00 0.00 0 0.00 1.14 0.02465 .012157 0.01 0.410 0.00 103.43 1014.17 0.508 1014.677 2.4 4.55 0.322 1014.999 0.00 0.586 1.50 0.00 0.00 0 0.00 0.80 0.02465 .010658 0.01 0.410 0.00 104.23 1014.19 0.526 1014.715 2.4 4.34 0.292 1015.007 0.00 0.586 1.50 0..00 0.00 0 0.00 0.50 0.02465 .009343 0.00 0.410 0.00 104.73 1014.20 0.545 1014.746 2.4 4.14 0.266 1015.012 0.00 0.586 1.50 0.00 0.00 0 0.00 0.31 0.02465 .008190 0.00 0.410 0.00 105.04 1014.21 0.564 1014.772 2.4 3.95 0.242 1015.014 0.00 0.586 1.50 0.00 0.00 0 0.00 0.06 0.02465 .007162 0.00 0.410 0.00 105.10 1014.21 0.586 1014.796 2.4 3.75 0.218 1015.014 0.00 0.586 1.50 0.00 0.00 0 0.00 94 CATCH BASIN "V" DEPTH CALCULATIONS '95 BUNGALOWS Catch Basin "V" Depth Calcs. HIDEAWAY g. fC. B. # -A1 C.B. @ Sta. - 10 +48.28 C.B. design Q 3.07 cfs T.C. Elev. 1026.54 ft Pipe Area 2.36 sq.ft W.S.E. @ Main Line 1019.44 ft K 114 Inlet Inv. 1022.00 ft V 1.30 ft/sec Curb Face 6.00 in 1.2 * Hv 0.03 ft L.D. Drop 4.00 in Sf * L 0.007 ft Freeboard (min) 6.00 in Req'd Head 0.04 ft Connector Pipe D 18.00 in Connector Pipe L 10.01 ft Avail Head 5.77 ft Avail H >= ' Req'd H OK Min. V 2.86 ft C.B. @ Sta. 10 +45.47 C.B. design Q 2.98 cfs T.C. Elev. 1026.50 ft Pipe. Area 2.36 sq.ft W.S.E. @ Main Line 1019.44 ft K 114 Inlet Inv. 1022.00 ft V 1.26 Alsec Curb Face 6.00 in 1.2 * Hv 0.03 ft L.D. Drop 4.00 in Sf * L 0.010 ft Freeboard (min) 6.00 ,in Req'd Head 0.04 ft Connector Pipe D 18.00 in Connector Pipe L 14.99 ft Avail Head 5.73 ft Avail H >= "Req'd H OK Min. V -2.86 ft Parking C.B. @ Sta. lot C.B. design Q 5.71 cfs T.C. Elev. 1027.40 ft Pipe Area 2.36 sq.ft W.S.E. @ Main Line 1016.04 ft K 114 Inlet Inv. . 1008.72 ft V 2.42 ft/sec Curb Face 6.00 in 1.2 * Hv 0.11 ft L.D. Drop 4.00 in Sf * L 0.030 ft Freeboard (min) 6.00 in Req'd Head 0.14 . ft Connector Pipe D 18.00 in Connector Pipe L 11.93 ft Avail Head 10.03 ft Avail H >= ' Req'd H OK . Min.'V 2.94 ft 97 r. BUNGALOWS Catch Basin "V" Depth Calcs. HIDEAWAY C.B. @ Sta. 19 +80.72 C.B. design Q 2.15 cfs " T.C. Elev. 1023.73 ft Pipe Area 2.36 sq.ft W.S.E. •@ Main Line 1019.44 ft K 114 Inlet Inv. 1017.01 ft V 0.91 ft/sec v Curb Face '6.00 in 1.2 * Hv 0.02 ft L.D. Drop 4.00 in Sf * L 0.001 ft Freeboard (min) 6.00 in Req'd Head 0.02. ft Connector Pipe D 18.00 in Connector Pipe L 3.19 ft Avail Head 2.96 ft Avail H >_ ' Req'd H OK Min. V 2.85 ft R. C.B. @ Sta. 19 +79.88 C.B. design Q 3.44 cfs T.C. Elev. 1023.74 ft Pipe Area 2.36 sq.ft W.S.E. @ Main . Line 1019.70 ft K 114 Inlet Inv. 1016.58 ft V 1.46 ft/sec Curb Face 6.00 in 1.2 * Hv 0.04. ft. L.D. Drop 4.00 in Sf * L 0.022 ft Freeboard (min) 6.00 in Req'd Head 0.06 ft Connector Pipe D 18.00 in Connector Pipe L 24.26 ft Avail Head . 2.71 ft Avail H >_ ' Req'd H OK Min. V 2.87 ft Cul -de- C.B. @ Sta. sac C.B. design Q 5.20 cfs T.C. Elev. 1022.66 ft Pipe Area 2.36. sq.ft W.&E. @ Main' Line 1021.19 ft K 114 Inlet Inv. 1018.38 ft V 2.21 ft/sec Curb Face 6.00 in 1.2 * Hv 0.09 ft L.D. Drop 4.00 in Sf * L 0.000 ft Freeboard (min) 6.00 in Req'd Head 0.09 ft Connector Pipe D 18.00 in Connector Pipe L 0.00 ft Avail Head 0.14 ft Avail H >_ ' Req'd H OK Min. V 2.92 ft 97 r. BUNGALOWS Catch Basin "V" Depth Calcs. HIDEAWAY jy C.B. @ Sta. 2603.07 C:B. design Q 3:76. cfs T.C. Elev. 1027.77 ft Pipe Area .2.36 sq.ft W.S.E. @ Main Line 1015.30 ft K 114 Inlet Inv. 1014.18 ft V 1.60 ft/sec Curb Face 6.00 in 1.2 * Hv 0.05 ft L.D. Drop 4.00 in Sf* L 0.030 ft , Freeboard (min) 6.00 in. Req'd Head 0.08 ft Connector Pipe D 18.00 in Connector Pipe L 27.55 ft Avail Head 11.14 ft Avail H >= 'Req'd H OK Min. V . , 2.88 ft C.B. @ Sta. 26 +10.23 C.B. design Q 2.38 cfs • T.C. Elev. 1027.60 ft Pipe Area 2.36 sq.ft. W.S.E. @ Main Line 1015.05 ft K 114 Inlet Inv. 1014.16 ft V 1.01 , ft/sec Curb Face 6.00 in 1.2 * Hv 0.02 ft L.D. Drop 4.00 in Sf * L 0.002 ft Freeboard (min) 6.00 in Req'd Head 0.02 ft Connector Pipe D 18.00 in Connector Pipe L 5..07 ft Avail Head 11.22 ft Avail H >= ,'Req'd H OK Min. V 2.85 ft C.B. @ Sta. 36 +31.56 C.B. design Q 2.09 cfs T.C. Elev. 1023.96 ft, Pipe Area 2.36 sq.ft W.S.E. @ Main Line 1020.33 ft K 114 Inlet Inv. 1019.96 ft V 0.89 ft/sec Curb Face 6.00 in 1.2 * Hv 0.01 ft L.D. Drop 4.00 in Sf * L 0.010 ft Freeboard (min) 6.00 in Req'd Head 0.02 , ,ft Connector Pipe D 18.00 in Connector Pipe L 29.00 ft Avail Head 2.30 ft Avail H >= 'Req'd H OK Min. V 2.85 ft BUNGALOWS Catch Basin "V" Depth Calcs. HIDEAWAY ' C.B. @ Sta.. 36 +31.56 C.B. design Q 3.2 1, cfs. T.C. Elev. 1023.96 ft Pipe Area 2.36 sq.ft W.S.E. @ Main Line 1018.69 ft K 114 Inlet Inv. 1018.06 ft V 1.36 ft/sec iCurb Face 6.00 in 1.2 * Hv 0.03 ft L.D: Drop 4.00 in Sf * L 0.092 ft. ' ' Freeboard (min) Connector Pipe D 6.00 18.00 in in Req'd Head 0.13 ft Connector Pipe L 115.90 ft Avail Head- 3.94 ft Avail H >= ' Req'd H OK ' Min. V 2.87 ft C.B. @ Sta. Entry C.B. design Q 1.62 cfs ' T: C. Elev. 1017.09 ft Pipe Area 2.36 sq.ft W.S.E. @ Main Line 1015.59 ft K 114 ' Inlet Inv. _ 1011.1 ft • V 0.69 ft/sec Curb Face 6.00 in 1.2 * Hv 0.01' ft L.D. Drop 4.00 in Sf * L 0.053 , ft Freeboard (min) 6.00 in Req'd Head 0.06 ft . Connector Pipe D 18.00 in Connector Pipe L 263.51 ft Avail Head Avail H >= ' Req'd H 0.17 OK ft Min. V 2.84 ft 1 1 a 99 DEPTH OF FLOW FOR EMERGENCY OVERFLOW PATH 100 Depth of Flow for Emergency Overflow Path Assumption: Emergency Overflow Path acts as a broad crested weir Q = Cbh311 for Broad Crested Weirs Where: C = 2.63 ft°-5 /sec Q = 5.17 ft3 /sec Let b =20ft Therefore h = 0.18' above the top of curb Top of Curb elevation = 1022.72 ft Top of Curb + Depth of Flow = 1022.90 ft Nearest Residential Pad elevation = 1023.90 ft Freeboard = 1023.90 ft — 1022.90 ft Freeboard = 1.0 ft 4 OK 101 R ZOi avw AOOrlo H(IAH Input Data Channel Slope 0.0.08500 ft/ft Water Surface Elevation 0.70 ft ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Methoi Improved Lotter's Method Closed Channel Weighting Meth Horton's Method Results Mannings Coefficient 0.020 Elevation Range 0.00 to 0.70 Discharge 76.34 cfs ' Flow Area 22.0 ft' Wetted Perimeter 61.01 ft Top Width 60.00 ft ' Actual Depth 0.70 ft Critical Elevation 0.70 ft Critical Slope 0.008326 ft/ft Velocity 3.47 ft/s Velocity Head 0.19 ft Specific Energy 0.89 ft Froude Number 1.01 ' Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station Coefficient 0 +00 0 +60 0.020 Natural Channel Points . Station Elevation (ft) (ft) ' 0 +00 0.70 0 +10 0.50 0 +10 0.00 ' 0 +30 0.40 0 +50 0.00 0 +50 0.50 ' 0 +60 0.70 M Project, Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. FlowMaster v7.0 [7.0005] 03/30/05 09:48:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet ' Worksheet for Irregular Channel Project Description t Worksheet Street B Flow Element Irregular Channel Method Manning's Formuk ' Solve For Discharge Input Data Channel Slope 0.0.08500 ft/ft Water Surface Elevation 0.70 ft ' Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Methoi Improved Lotter's Method Closed Channel Weighting Meth Horton's Method Results Mannings Coefficient 0.020 Elevation Range 0.00 to 0.70 Discharge 76.34 cfs ' Flow Area 22.0 ft' Wetted Perimeter 61.01 ft Top Width 60.00 ft ' Actual Depth 0.70 ft Critical Elevation 0.70 ft Critical Slope 0.008326 ft/ft Velocity 3.47 ft/s Velocity Head 0.19 ft Specific Energy 0.89 ft Froude Number 1.01 ' Flow Type Supercritical Roughness Segments ' Start End Mannings Station Station Coefficient 0 +00 0 +60 0.020 Natural Channel Points . Station Elevation (ft) (ft) ' 0 +00 0.70 0 +10 0.50 0 +10 0.00 ' 0 +30 0.40 0 +50 0.00 0 +50 0.50 ' 0 +60 0.70 M Project, Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. FlowMaster v7.0 [7.0005] 03/30/05 09:48:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Cross Section 1 Cross Section for Irregular Channel Project Description 1 Worksheet Street B Flow Element Irregular Channel 1 Method Manning's Formul< Solve For Discharge Section Data 1 Mannings Coefficient 0.020 . Channel Slope 0.008500 ft/ft Water Surface Elevation 0.70 ft 1 Elevation Range 0.00 to 0.70 Discharge 76.34 cfs 1 1 1 0.00 0 +00 0 +05 0 +10 0 +15 0 +20 0 +25 0 +30 0 +35 0 +40 0 +45 0 +50 0 +55 0 +60 1 V:4.0N - H:1 N TS 1 1 1 - 1 �1 1 Project Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. FlowMaster v7.0 [7.0005] 03/30/05 09:48:16 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet ' Worksheet for Irregular Channel t Project Description Worksheet Street C Flow Element Irregular Channel Method Mannings Formula ' Solve For Discharge Input Data ' Channel Slope 0.004000 ft/ft Water Surface Elevation 0.70 ft Options Current Roughness Method ' Improved Lotter's Method Open Channel Weighting Metho, Improved Lotter's Method ' Closed Channel Weighting Meth Horton's Method Results ' Mannings Coefficient - 0.020 Elevation Range 0.00 to 0.70 Discharge 52.37 cfs Flow Area 22.0 ft2 Wetted Perimeter 61.01 ft Top Width 60.00 ft Actual Depth 0.70 ft Critical Elevation 0.59 ft ' Critical Slope 0.008688 ft/ft Velocity 2.38 ft/s Velocity Head 0.09 ft Specific Energy 0.79 ft Froude Number 0.69 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient 0 +00 0 +60 0.020 ' Natural Channel Points Station Elevation (ft) (ft) 0 +00 0.70 0 +10 0.50 0 +10 0.00 0 +30 0.40 0 +50 0.00 0 +50 0.50 0 +60 0.70 ' Project Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. FlowMaster v7.0 [7.0005] 03/30/05 09:48:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 f' Cross Section Cross Section for Irregular Channel r HE I 0.00 0 +00 0 +05 0 +10 0 +15 0 +20 0 +25 0 +30 0 +35 0 +400 +45 0 +50 0 +55 0 +60 ' V: 4.0N H:1 N TS 1 ' ' Project Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. FlowMaster v7.0 [7.0005] 03/30/05 09:48:32 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 ' Project Description Worksheet S Street C i' W Irregular Channel ' S i Method M Manning's Formulz 0.020 ' Section Data Mannings Coefficient 0 Channel Slope 0 0.004000 ft/ft Water Surface Elevation 0 0.70 ft ' E Elevation Range 0 0.00 to 0.70 Discharge 5 52.37 cfs �I Y HE I 0.00 0 +00 0 +05 0 +10 0 +15 0 +20 0 +25 0 +30 0 +35 0 +400 +45 0 +50 0 +55 0 +60 ' V: 4.0N H:1 N TS 1 ' ' Project Engineer: TTISG p: \... \p09213 \0001 \design data \street capacity.fm2 Tetra Tech, Inc. 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Z PASADENA 800 660-0225 - \/ -1 of Southern California 702 242-4200 (61 0 BASIS OF BEARINGS ARE BASED ON THE NORTH LINE OF 57815 IRVINE (LAGUNA 800 823-0518 -\- 0 ON 9 TOWNSHIP 6 SOUTH RANGE 7 R.E. - ) NO. C57815 0 EAST S.B.M. PER P.M. 44/67-68 AS BEING N89'46'12"E. I - I I KHALED A. ABDO EXP. 6/30/06 EXP. 6-30-06 1-800 1 1 1 SCALE DATE PLOTTED. * It NO. I DATE I DESCRIPTION ENGINEER JAPPROVALI DATE DESIGNED BY JAP- - CHECKED By K.A. 1 " = 50' Mar 29, 2005 CIV I\- TWO WORKING DAYS BEFORE YOU DIG I REVISIONS DRAWN ITY B.S.W. _ DA-IE 1 � I - ___ OF CALk ..6� --- - __� -,,_�- %4 d- yr z - 4, 10 >,�.-1 ii X �­ '� , �'v _�_._, .-- . 11 )=101Ep � , f _J'A � - \ \ '\ , - " 0 -1 � \ 2, )� � , I __ x P-1 i, Y )\ ce \x t, \ ,� I � \ ,�%-"",,o , - \.\"� I" 11 \ 11 - � \ A ---T-----r _ __ ,� I� (r --- , , , �< ----I- I __�3T)__:: - - __ 0 - C) X!,j x P) (_0 U) / - I F� -j - X (,j . 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