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SP 90-015 Norman Course't The Norman Course at PGA West SPECIFIC PLAN 90 -015 HYDROLOGY HYDRAULICS REPORT August 3, 1999 PREPARED BY: MDS Consulting Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949/ 251 -8821 Fax 949/ 251 -0516 Morse Dokich Schultz 31 The Norman Course at PGA West SPECIFIC PLAN 90 - 015 Hydrology & Hydraulics Report • Project Location • Drainage discussion • Appendices Appendix A: Qloo Hydrology Calculation Appendix B: Catch basin Hydraulic Calculations 1. Flow by CB 2 Sump CB • Appendix C: Street Capacity Hydraulic Calculations., Appendix D: Storage Volume Requirement, Unit Hydrograph Calculation 1. Quo. 2. Qioo Appendix E: Detention ,Basin Storage Capacity 1. Summary of Results . a. Quo Water Surface b. Q,00 Water Surface 2. Storage capacity of miniature Lake or Fairway depression Appendix F: Storm Drain Hydraulic Calculation Appendix G: "Reference Chart 1. Runoff Index Number 2. Impervious Cover for Developed Areas 3. AMC2 to AMC3 adjustment 4. Infiltration rate for Pervious areas 5. Precipitation Chart a. • 2 year/ 1, hour b. 2 year/ 24 hour c. 100 year / 1 hour • d. 100 year/ 3 hour e. 100 year / 6 hour f. 100 year / 24 hour 6. Slope of Intensity Duration Curve 7. 10 year / 24 hour' • Pocket Map Exhibits 1. Plate 1 — Hydrology Map — Rational Method 2. Plate 2 —Hydrology Map —Unit. Hydrograph Method MDS Consulting Q�pF ESS / N Mq Wl N yors Planners *Engineers *Surve `� 17320 Redhill Avenue, Suite 350 i2 9� z Irvine, CA 92614 -5644 CD °o No 29438 Exp. 3 -31 -03 * Phone 949/ 251 -8821 Fax 949/ 251 -0516 CIVIL �Q qlF of CAO MDS Morse Dokich Schuh¢ [File: G :\Rbm \ \Word\NormankNorman21ndex) JN 513-10 W3/99 Date M m m m M 0 z p PGA WEST v 52nd 1 AVENUE 53rd AVENUE im - o z 54th AVENUE m g m WEISKOPF I m m 4 58th AVENUE VICINITY MAP NOT TO SCALE P1RQXC T SIE • Drainage discussion: Two methods of hydrology analysis was performed to analyze the drainage requirements of this tract. The rational hydrology method was used to determine the storm drain size and the number of gratings for catch basin runoff interception. Qloo per 1 hour storm was used as the design "Q" for this analysis. The other method was Unit Hydrograph analysis to determine the runoff volume for Qjo per 24 hour storm @ AMC2 condition and Qioo per 24 hour storm @ AMC3 condition. For this analysis the tract was divided into 2 drainage area. Each area is a series of tributary area draining towards a depression on the golf course or to a miniature lake. Fairway depression and miniature lake are connected with a series of pipe which eventually gravitates to the lowest lake elevation. The interconnecting pipe between lakes and fairway depression also serves as a water surface equalizer, which means water surface is allowed to seek its own level between lakes and depression at the lowest elevation of the entire development. Thus storage volume available was calculated at the lowest lake elevation and fairway depression. AES hydrology software program for the County of Riverside was used in the above analysis. is is xipuaddv • � 0 >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.3 UPSTREAM NODE ELEVATION = 473.00 DOWNSTREAM NODE ELEVATION = 456.00 FLOWLENGTH(FEET) = 568.40 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 17.44x3. _ TRAVEL TIME(MIN.) _ .66 TC(MIN.) +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + * + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 5.10 TO NODE 205.00 IS CODE = 21 ----------------- 7 ---------------------------------- ------------------------ » » >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 = 1040.00 UPSTREAM ELEVATION 480.10 DOWNSTREAM ELEVATION = 470.26 ELEVATION DIFFERENCE = 9.84 TC = .393 *[( 1040.00 * *3) /( 9.84)] * *.2 = 16.054 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.483 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6981 SUBAREA RUNOFF(CFS) = 17.26 • TOTAL AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 17.26 FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.9 UPSTREAM NODE ELEVATION = 466.60 DOWNSTREAM NODE ELEVATION = 456.00 FLOWLENGTH(FEET) = 231.32 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.26 TRAVEL TIME(MIN.) .23 TC(MIN.) = 16.28 FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 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 = 800.00 • UPSTREAM ELEVATION = 470.26 DOWNSTREAM ELEVATION = 467.86 ELEVATION DIFFERENCE = 2.40 . TC = .393 *[( 800.00 * *3) /( 2.40)] * *.2. = 18.187 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.236 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * + + + + + + + + + + + + ++ * SPECIFIC PLAN 90 -015, THE NORMAN COURSE @ PGA WEST * Q100 HYDROLOGY + * +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: G:\ RBM\ AES97\ HYDROSFT \RATRVSD \ABNORMAN \NORMAN.100 TIME /DATE OF STUDY: 8:39 8/ 2/1999 ---------------------------------------------------------------------------- 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 = .95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ##***+***#**#****##+########+*******#*****#*# * * * # # * * * * + # # # * * * * * * * * * * * * * * + * ** FLOW PROCESS FROM NODE 5.00 TO NODE 200.00 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)1 * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 485.00 DOWNSTREAM ELEVATION = 477.32 ELEVATION DIFFERENCE = 7.68 TC = .393 *[( 1000.00 * *3) /( 7.68)1 * *.2 = 16.477 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.430 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6964 SUBAREA RUNOFF(CFS) = 17.44 -W` / - -- TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 17.94 *+***#****#****+#*****#******+*#++****#**###* * * * * # # * * * # * # * * * + * * # # * + # * # # # # * ## FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 3 ---------------------------------------------------------------------------- » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< • SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6899 SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.46 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 210.00 TO NODE 255.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION 467.86 DOWNSTREAM ELEVATION 465.65 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .38 HALFSTREET FLOODWIDTH(FEET) = 14.78 AVERAGE FLOW VELOCITY(FEET /SEC.) _ .1.89 PRODUCT OF DEPTH&VELOCITY = .72 ' STREETFLOW TRAVELTIME(MIN) = 3.52 TC(MIN) = 21.71 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.915 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6782 n SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) 2.40 TOTAL RUNOFF(CFS) = 5.03 END OF SUBAREA-STREETFLOW HYDRAULICS:j- DEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 16.91 FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH *VELOCITY = .82 FLOW PROCESS FROM NODE 255.00 TO NODE' 256.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCHY INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.2 UPSTREAM NODE ELEVATION = 462.13 DOWNSTREAM NODE ELEVATION 452.00 FLOWLENGTH(FEET) = 177.25 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.03 TRAVEL TIME(MIN.) _ .22 TC(MIN.) = 21.93 FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 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 = 800.00 UPSTREAM ELEVATION = 470.26 DOWNSTREAM ELEVATION = 467.86 ELEVATION DIFFERENCE = 2.40 TC = .393 *[( 800.00 * *3) /( 2.40)] * *.2 = 18.187 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.236. SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6899 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) _ .80 TOTAL RUNOFF(CFS) = 1.79 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 6 --------------------------------------------------- 7 ------------------------ » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< UPSTREAM ELEVATION = 467.86 DOWNSTREAM ELEVATION 466.75 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.52 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .35 HALFSTREET FLOODWIDTH(FEET) = 12.66 AVERAGE FLOW.VELOCITY(FEET /SEC.) = 1.70 PRODUCT OF DEPTH &VELOCITY = .59 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 20.15 100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 3.046 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6831 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) 1.46 SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 13.72 FLOW VELOCITY(FEET /SEC.) = 1.88 DEPTH *VELOCITY = .69 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 466.75 DOWNSTREAM ELEVATION 460.73 STREET LENGTH(FEET) = 855.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN. FLOW(CFS) = 8.47 STREETFLOW MODEL RESULTS: • STREET FLOWDEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 14.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY = .82 STREETFLOW TRAVELTIME(MIN) = 6.66 TC(MIN) = 26.81 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.574 SOIL CLASSIFICATION IS "Al' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF'COEFFICIENT = .6642 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 10.43 SUMMED AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 13.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 17.97 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY = 1.04 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8 ---------------- 7 ------------------------------------------------------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.574 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6642 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.52 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFF(CFS) = 21.19 TC(MIN) = 26.81 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.574 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8528 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = TC(MIN) = 26.81 C� FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.7 UPSTREAM NODE ELEVATION = 456.59 DOWNSTREAM NODE ELEVATION = 442.00 FLOWLENGTH(FEET) = 283.00 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ '22.29 TRAVEL TIME(MIN.) =. .25 TC(MIN.) 27.06 • FLOW PROCESS FROM NODE 5.30 TO NODE 225.00 IS CODE = 21 ----------- ----------------------------------------------------------------- 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 = 1000.00 UPSTREAM ELEVATION = 485.00 DOWNSTREAM ELEVATION = 478.30 ELEVATION DIFFERENCE = 6.70 TC = .393 *[( 1000.00 * *3) /( 6.70)] * *.2 = 16.933 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.375 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6946 SUBAREA.RUNOFF(CFS) = 11.96 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 11.96 FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 6 --------------------------------------------------- - ------------------------ » »>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 478.30 DOWNSTREAM ELEVATION 470.82 STREET LENGTH(FEET) = 870.00 CURB HEIGHT(INCHES) 6. STREET HALFWIDTH(FEET) = 18.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN.FLOW(CFS) = 17.76 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 PRODUCT OF DEPTH &VELOCITY = 1.26 STREETFLOW TRAVELTIME(MIN) = 5.24 TC(MIN) = 22.18 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.878 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6768 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 11.49 SUMMED AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 23.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOODWIDTH(FEET) = 18.50 FLOW VELOCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY = 1.47 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE . 230.00 TO NODE 230.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< - ------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.878 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6768 ,fin SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) _ .26 A( __- TOTAL AREA(ACRES) 13.70 = 13.70 TOTAL RUNOFF(CFS) = 28.71 / TC (MIN) = 22.18 • FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.9 UPSTREAM NODE ELEVATION = 467.33 DOWNSTREAM NODE ELEVATION = 456.00 FLOWLENGTH(FEET) = 233.70 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 28.71 ' TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 22.38 FLOW PROCESS FROM NODE 5.40 TO NODE . 240.00 IS CODE 21. ------------------------------------- 7 --------------------------------------- » » >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 = 880.00 UPSTREAM ELEVATION = 475.00 DOWNSTREAM ELEVATION = 467.26 - ELEVATION DIFFERENCE = 7.74 TC = .393 *[( 880.00 * *3) /( 7.74)1*. }.2 = 15.237 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.592 • SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7016 SUBAREA RUNOFF(CFS) = 14.87 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 14.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 245.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< ------------------------------------------=--------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 467.26 DOWNSTREAM ELEVATION = 465.73 STREET LENGTH(FEET) = 425.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _< .017. OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.29 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.. STREET FLOWDEPTH(FEET) _ .51 • HALFSTREET FLOODWIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY = . - 1.09 STREETFLOW TRAVELTIME(MIN) = 3.33 TC(MIN) = 18.56 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.197 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6886 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.82 SUMMED AREA(ACRES) _ '9.00 TOTAL RUNOFF(CFS) = 21.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 18.5.0 FLOW VELOCITY(FEET /SEC.) = 2.33 DEPTH *VELOCITY = 1.24 FLOW PROCESS FROM NODE 245.00 TO NODE 245.00 IS CODE = 8 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.197 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6886 n d� SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 42 -L►� TOTAL AREA(ACRES) = 10.10 TOTAL RUNOFF(CFS) TC(MIN) = 18.56 FLOW PROCESS FROM NODE 245.00 TO NODE 246.00 IS CODE = 3 »» >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.8 UPSTREAM NODE ELEVATION = 460.53 DOWNSTREAM NODE ELEVATION = 452.00 FLOWLENGTH(FEET) = 326.37 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.11 *TRAVEL TIME(MIN.) = .37 TC(MIN.) = 18.93 FLOW PROCESS FROM NODE 5.50 TO NODE 260.00 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 = 980.00 UPSTREAM ELEVATION = 466.40 DOWNSTREAM ELEVATION = 459.83 ELEVATION DIFFERENCE = 6.57 TC = .393 *[( 980.00 * *3) /( 6.57)] * *.2 = 16.795 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.391 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6952 'SUBAREA RUNOFF(CFS) = 15.80 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 15.80 FLOW PROCESS FROM NODE 260.00 TO NODE 265.00 IS CODE = 6 ---------------------------------------------------------------------------- »» >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««< UPSTREAM ELEVATION = 459.83 DOWNSTREAM ELEVATION = 453.85 STREET LENGTH(FEET) = 900.00• CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET).= 18.50• DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 18.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.20 STREETFLOW TRAVELTIME(MIN) = 5.92 TC(MIN) 2.53 22.71 18.11 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.838 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6752 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.60- SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 20.39 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 18.50 FLOW VELOCITY(FEET /SEC.) = 2.85 DEPTH *VELOCITY = 1.35 FLOW PROCESS FROM NODE 265.00 TO NODE 265.00 IS CODE = 8 . ------------------------------------------- - --------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL 'INT; SOIL CLASSIFICATION IS COMMERCIAL DEVELOPMENT SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 22.71 EENSITY(INCH /HOUR) = 2.838 "All ' RUNOFF COEFFICIENT = .8550 o z3 .40 SUBAREA RUNOFF(CFS) _ .97 9.50 . TOTAL RUNOFF(CFS) FLOW PROCESS FROM NODE 265.00 TO NODE 266.00 IS CODE 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION = 445.01 DOWNSTREAM NODE ELEVATION = 444.78 FLOWLENGTH(FEET) = 48.86 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.37 1 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 22.82 FLOW PROCESS FROM NODE 5.60 TO NODE 260.00 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 = 780.00 UPSTREAM ELEVATION = 470.10 DOWNSTREAM ELEVATION = 462.79 ELEVATION DIFFERENCE = 7.31 TC = .393 *[( 780.00 * *3) /( 7.31)] * *.2 = 14.336 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.723 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7055 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA (ACRES) = 1.20 TOTAL RUNOFF(CFS) +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 260.00 TO NODE 261.00 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.0 UPSTREAM NODE ELEVATION = 459.57 DOWNSTREAM NODE ELEVATION = 445.00 FLOWLENGTH(FEET) = 180.14• MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 3.15 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 14.57 FLOW PROCESS FROM NODE 5.60 TO.NODE 265.00 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 = 1000.00 UPSTREAM ELEVATION = 470.10 DOWNSTREAM ELEVATION = 463.47 ELEVATION DIFFERENCE = 6.63 TC = .393 *[( 1000.00 * *3) /( 6.63)] * *.2 = 16.969 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.371 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6945 SUBAREA RUNOFF(CFS) = 8.90 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 8.90 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 265.00 TO NODE 270.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 463.47 DOWNSTREAM ELEVATION = 461.76 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 • INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) = 1 .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.55 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY = .82 STREETFLOW TRAVELTIME(MIN) = 3.41 TC(MIN) = 20.3.8 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.026 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4.ACRE LOT) RUNOFF COEFFICIENT = .6824 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.30 SUMMED AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 12.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY = .89 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 8• ---------------------------------------------- ------------------------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------------------------------------------------------------------- • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.026 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6824 Z SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) _ .86� TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) TC(MIN) = 20.38 C ZZ• FLOW PROCESS FROM NODE 270.00 TO NODE 271.00 IS CODE = 3 ---------------------------------------------------------------------------- » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-C<<<< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -------------------------------=-------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.8 UPSTREAM NODE ELEVATION = 453.49 DOWNSTREAM NODE ELEVATION = 444.00 FLOWLENGTH(FEET) = 1025.00 MANNING'S N = .010 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 14.06 TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 22.33 FLOW PROCESS FROM NODE 5.70 TO NODE 280.00 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 = 1050.00 UPSTREAM ELEVATION = 466.50 DOWNSTREAM ELEVATION = 459.24 ELEVATION DIFFERENCE = 7.26 TC = .393 *[( 1050.00 * *3) /( 7.26)] * *.2 = 17.158 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.349 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6938 SUBAREA RUNOFF(CFS) = 9.99 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 9.99 FLOW PROCESS FROM NODE 280.00 TO NODE 285.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< ---------------------------------------- UPSTREAM ELEVATION = 459.24 DOWNSTREAM ELEVATION = 457.43 STREET LENGTH(FEET) = 425.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.14 * * *STREET.FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY = .89 STREETFLOW TRAVELTIME(MIN) = 3.59 TC(MIN) = 20.75 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.993 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6812 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.28 SUMMED AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 14.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY = .99 ++++++++*++++++++++++++++++++++++++++++++++++ + + + + + + + + + + * + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 285.00 TO NODE 285.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.993 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6812 /J� SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) _ 45< -l:{ /S TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) TC (MIN) = 20.75 FLOW PROCESS FROM NODE 285,00 TO NODE 265.00 IS CODE = 3 ---------------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< • DEPTH OF'FLOW IN 24.0 INCH PIPE IS 16.6 PIPEFLOW VELOCITY(FEET /SEC.) 7.2 UPSTREAM NODE ELEVATION = 448.32 - DOWNSTREAM NODE ELEVATION = 445.73 FLOWLENGTH(FEET) = 519.56 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 16.72 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) _ INCHES _ .010 NUMBER OF PIPES = 21.96 1 FLOW PROCESS FROM NODE 5.80 TO NODE 290.00 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 = 440.00 UPSTREAM ELEVATION = 485.78 DOWNSTREAM ELEVATION.= 484.00 ELEVATION DIFFERENCE = 1.78 TC = .303 *[( 440.00 * *3) /( 1.78)] * *.2 = 10.413 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.496 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8652 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) _ .80 TOTAL RUNOFF(CFS) = 3.11 FLOW PROCESS FROM NODE 290.00 TO NODE 295.00 IS CODE = 6 ------------------ - ------------------------------------------ --------------- • » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 484.00 DOWNSTREAM ELEVATION = 479.74- STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = '43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.58 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 17.70• AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95 PRODUCT OF DEPTH &VELOCITY = .91 STREETFLOW TRAVELTIME(MIN) = 8.54 TC(MIN) = 18.95 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.158 SOIL CLASSIFICATION IS "A" - COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8574 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.87 SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.99 • END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .52 HALFSTREET FLOODWIDTH(FEET) = 20.90 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY = 1.06 FLOW PROCESS FROM NODE 295.00 TO NODE 300.00 IS CODE = 6 ------------------------------------------- --------------------------------- » »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 479.74 DOWNSTREAM ELEVATION 475.01 STREET LENGTH(FEET) = 1120.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 43.00 .DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.16 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .55 HALFSTREET FLOODWIDTH(FEET) = 22.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY = 1.21 STREETFLOW TRAVELTIME(MIN) = 8.49 TC(MIN) = 27.44 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.538 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF.COEFFICIENT = .8525 SUBAREA AREA(ACRES) 2.00 SUBAREA RUNOFF(CFS) = 3 SUMMED AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 24.74 FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY = 1.33 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 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 = 1000.00 UPSTREAM ELEVATION = 475.01 DOWNSTREAM ELEVATION = 470.13 ELEVATION DIFFERENCE = 4.88 TC = .303 *[( 1000.00 * *3) /( 4.88)] * *.2 13.928 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.787 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.87 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + * + + + + + + + + + + ++ FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 6 ---------------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< ---------------------------------------- UPSTREAM ELEVATION = 470.13 DOWNSTREAM ELEVATION = 465.48 STREET LENGTH(FEET) = 1060.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 • INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = ..017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.22 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .52 HALFSTREET FLOODWIDTH(FEET) = 20.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY = 1.09. STREETFLOW TRAVELTIME(MIN) = 8.40 TC(MIN) = 22.33 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.867 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8553 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 6 SUMMED AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = f10.53 _L END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = '.55 HALFSTREET FLOODWIDTH(FEET) = 22.82 FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY = 1.26 FLOW PROCESS FROM NODE 5.90 TO NODE 315.00 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 = 670.00 UPSTREAM ELEVATION = 471.00 DOWNSTREAM ELEVATION = 464.69 ELEVATION DIFFERENCE = 6.31 TC = .303 *[( 670.00 * *3) /( 6.31)] * *.2 = 10.405 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.498 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8652 3 SUBAREA RUNOFF(CFS) = 16.35 -- TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 6.00 TO NODE 320.00 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 = 1000.00 UPSTREAM ELEVATION = 460.47 DOWNSTREAM ELEVATION = •457.00 ELEVATION DIFFERENCE = 3.47 TC = .303 *[( 1000.00 * *3) /( 3.47)] * *.2 = 14.911 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.638 SOIL CLASSIFICATION IS "A" • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8606 SUBAREA RUNOFF(CFS) = 5.32 -TOTAL AREA(ACRES) _ - - - -- 1_70 -- -TOTAL RUNOFF(CFS) END OF STUDY SUMMARY: L PEAK FLOW RATE(CFS) = 5.32 Tc(MIN.) = 14.91 TOTAL AREA(ACRES) = 1.70 END OF RATIONAL METHOD ANALYSIS W i• ..0, The Norman Course at PGA West - CATCHBASIN CB# CB DESIGN No. INTERCEPTED TOTAL REMARKS -TYPE 601w 0 -OF . .0. INTERCEPTED TOTAL GRATING PER *0"= TOTAL INTERCEPTION .............................................. ............. ............. PER GRA TING NO. GRATING x OCCURS EACH SIDE FROM CHART CALCULATION Col.[3] [4] > [1] 5 FLOW 2.0 OF 2 @5.4 2 @5.4 OR 6x5.0 BY (Cfs) ROADWAY (Cfs) (CfS) TOTAL [11] [21 [31 141 INTERCEPTION e%f%lf%l Ifte 30.0 [4] > [11 1&2 SUMP 22.3 3 1 5.0 6 x 5.0 OR OCCURS TOTAL 0' 3 .0_ INTERCEPTION 'OCCURS [41- [11 9&10 SUMP 28.7 3 1 @ 5.0 2 @ 5.4 4] > [1] 3 FLOW 14.4 6. 2 @5.4 2 @5.4 OR BY BY FLOW 2 @ 5.4 TOTAL 16.2' INTERCEPTION .............................................. ............. ............. ......... OCCURS [4] > [1] 5 FLOW 2.0 2 2 @5.4 2 @5.4 OR 6x5.0 BY OR .24.1. TOTAL TOTAL 5.4 INTERCEPTION e%f%lf%l Ifte 4 SEE FLOW 10.5 SIDE SEPARATE BY I I OPENING I CALCULATION 6 FLOW LOW I ...................................... BY FLOW .............................................. ............. ............. ......... (4] > [1] • :788 SUMP .3 1 @5.0 6x5.0 OR .24.1. TOTAL 30.0 INTERCEPTION OCCURS [41- [11 9&10 SUMP 28.7 3 1 @ 5.0 6 x.5.0 OR TOTAL 30.0 INTERCEPTION OCCURS - SEE ................... ................ .... 11 FLOW 12.3 SIDE SEPARATE .... .. .... .. .... .............. ..... ........ .. .. ...... ..... BY OPENING CALCULATION .. ... ........... ........ ................... ....... ................................................. Se e Sketchl for °Q" distribution The Norman Course at PGA West - CATCHBASIN CB# CB DESIGN No. INTERCEPTED TOTAL REMARKS TYPE '01w, OF Q. INTERCEPTED 13 & 14 FLOW BY 17.3 GRATING 2 @ 5.4 *Q'= TOTAL [4) > [1 ] OR TOTAL INTERCEPTION PER GRATING, FROM CHART NO. GRATING x OCCURS EACH SIDE cALcuLArioN Col.[3] 15 &16 SUMP 5.0 OF 1 @5.0 2x5.0 [4] >[1] (cfs) ROADWAY (ds) (cfs) OR [1] 121 3. [4] TOTAL INTERCEPTION OCCURS 12 FLOW L ow 1 17 & 18 BYFLOW 3.2 .................................................. 1 @ 5.0 2 x 5.0 [4] > [1] 2 @ 5.4 13 & 14 FLOW BY 17.3 4 2 @ 5.4 2 @ 5.4 2 @ 5.4 2 @ 5.4 [4) > [1 ] OR TOTAL INTERCEPTION = 21.6 OCCURS 15 &16 SUMP 5.0 1 1 @5.0 2x5.0 [4] >[1] OR = 10.0 TOTAL INTERCEPTION OCCURS 17 & 18 SUMP 3.2 1 1 @ 5.0 2 x 5.0 [4] > [1] OR = 10.0 TOTAL INTERCEPTION OCCURS 2 @ 5.4 19 &20 FLOW 17.4 4 2 @5.4 2 @5.4 (4) >[1] BY 2 @ 5.4 2 @ 5.4 OR TOTAL INTERCEPTION = 21.6 OCCURS 21& 22 SUMP 14.0 2 1 @ 5.0 4 x 5.0 [4] > [1] OR = 20.0 TOTAL INTERCEPTION OCCURS • i0, I• The Norman Course at PGA West - CATCHBASIN CB# CB DESIGN No. INTERCEPTED TOTAL REMARKS TYPE .0100 . OF Q. INTERCEPTED GRATING 'Q"= TOTAL PER GRATPER ING FROM CHART NO. GRATING x EACH SIDE cALcuLATioN Col.[3] OF (ds) ROADWAY (ds) (ds) [11] [2] [31 [4] 23+324 SUMP 21.4 3 1 @5.0 6x5.0 [4] = [1] OR 30.0 TOTAL INTERCEPTION OCCURS [4] = [1] 25 & 26 SUMP 16.7 2 1 @ 5.0 4 x 5.0 OR TOTAL 20.0 INTERCEPTION OCCURS 27 FLOW .5.3 SIDE SEE ......... ...... ..... ...... .. ......... . .. ............... .. BY OPENING SEPARATE . ... ...... CALCULATION .......... ........................ ............................................ ... . ....... ......... ....... ... ........... .. ... ... . .. . ......... . ... .. . ....... ........... .. ................. ... ..................................... ..................................... ..................... . ......... ................ ..... .. ................................. .................................... .................. . ......................................... .............. ............. .. ........... .............. .............. ... .......... .............. .... . . .. . ..... . ..... ............ .. ................ . . ........ . ... .. . ......... ... . .. . . ......... . ........ ......... ... ... .. .............. ................ ....... ........................................ ....................................... ................... ........... .................................... .. ......................................... ........... ............................... ........................................... ............ . .. . ..... ........................... ................ ... ... .................. ..... . ... ...... .......... . .... ... .... ..... ............................. . ...... .................................. :: ....................... ....................... ................ .... ........... ...... ......... ....................... . ...... ....... .......... . . ... ............... . ......... ... ....... [FILE: G:\RBM\\WORD\NORMAN\AS BUILTCBNORMANI JN 513-10 July 27, 1999 .0 � er -'o . �i� A A ri to, *191 9 F tr P— + --j- V38V 331 X— t, + --- - - - - -- OZ 107/ VN3�NMI �tn ..... ...... "o q ; t 'Yo .0 � er -'o . �i� A A ri to, *191 9 F tr P— + --j- V38V 331 X— t, + --- - - - - -- OZ 107/ VN3�NMI �tn ..... ...... HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -94 Advanced.Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:59 7/26/1999 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * CB# 4 * + * DESIGN Q = Q100. =.10.5 CFS »» 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) = 10.50 GUTTER FLOWDEPTH(FEET) _ .54 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 19.90 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.5 FNI HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 .(714) 251 -8821 ----------------------7----------------------------------------------------- TIME/DATE OF STUDY: 10:58 7/26/1999 * * * * * * + * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * # # * # # # # * # # # #* • CB# 4 • DEPTH OF FLOW • DESIGN Q = Q100 10.5 CFS ######*#####**#*#####*#*####*###*##**####** * # * # * # # # * * * # * * # # # * # # # # # # # # * # # ** *###*#######*##*#*######*#########*#*##*##*** * # * # # # # # # * # # * # * # # # # # # * * * # # # * * *# »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .005000 CONSTANT STREET FLOW(CFS) = 10.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 22.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY = 1.30 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright,1982 -94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 ---------------------------7-------------------------7-----7---------------- TIME /DATE OF STUDY: 10:57 7/26/1999 + + + + + + + + + + * + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + ++ + ++ * CB# 11 *. + * DESIGN Q = Q100 =.12.3 CFS » »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. r� STREETFLOW(CFS) = 12.30 GUTTER FLOWDEPTH(FEET) _ .58 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) _. 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = . 21.7 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 12.1 +++++++++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING . 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:56 7/26/1999 + + + + + + + + + + + + ++ + + + + + + + + + + ++ DESCRIPTION OF STUDY * * * * * + + + + + + + + + + + + + + + + + + + ++ • CB# 11 • DEPTH OF FLOW + • DESIGN Q = Q100 = 12.3 CFS +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ »» STREETFLOW MODEL INPUT INFORMATION «« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .004000 CONSTANT STREET FLOW(CFS) = 12.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = :03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 24.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28 PRODUCT OF DEPTH &VELOCITY = 1.33 ti. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -94 Advanced Engineering`Software (aes) Ver. 4.2A Release Date: 6 /01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 -------------------------------7-------------------------------------------- TIME /DATE OF STUDY: 16:54 7/26/1999 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * + + + + + * + + + + + + + + + + ++ * CB# 4 * DESIGN Q = Q100 = 5.3 CFS » »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. O • STREETFLOW(CFS) = 5.30 GUTTER FLOWDEPTH(FEET) _ .48 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 4.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION.= 11.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.6° HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92114 (714) 251 -8821 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 16:53 7/26/1999 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * + + + + + + + + + + + + + + + + + + + ++ • CB# 27 + • DEPTH OF FLOW • DESIGN Q = Q100 = 5.3 CFS +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ » »STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET /FEET) _ .003500 CONSTANT STREET FLOW(CFS) = 5.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00. INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ------------------------------------------------------7--------------------- STREET FLOW DEPTH(FEET) .48 HALFSTREET FLOOD WIDTH(FEET) = 18.34 AVERAGE FLOW VELOCITY(FEET /SEC.) _ .1.74 PRODUCT OF DEPTH&VELOCITY = .83 F-01 fluali: ■■■ .. m ■■■■...... =Q 1111.00PRUU 9 ._ Kt>MI • ILIr lilli IEE im, Mill ION FlItHm �J. r �, rrr C ■� � i C C: IiNI : :�i� 1 • I m i I i E I PH- fl. WHO. 1 �, • o ti fifi Imipm a1E1`3�Hl=1��! Iu01i111n11Iiiii�Kli iila 5i�i mill, ,EIJI tJUKL r u Vr tlVbint mma -%.11 T yr LVJ AnVCa + DEPARTMENT OF PUBLIC WORKS STORM DRAIN DESIGN DIVISION IIIW.O. J1005 MARCHJS DES14NED BY: RID. (k W.H.T. DRAWN. BY: O.G 3 .4 9 .6 A A IA 13 LOW �� BOVE NORMAL GUTTER GRADE ITV r1t' f1r11 It�l C !_`� ATI Aln MDS CONSULTING - Job No: PLANNERS • ENGINEERS • SURVEYORS 17320 RedhM � 4venue, Suite 350 By. �O Date: i SHT OF SYitiP dq ,c/U , D f Ai4 2 s l g 5?,4 0461 /17 7 9- x' 2 s7S) /2 r2o laf �,ONS �TrE cuc.T SUMP 4fA0291T16N9 I� This plate applies only when the grate is located in a low point or sump where the water will pond at the grate. The capacity of the grate depends upo n the area of the openings and the depth of water at the grate. Recent experiments have determined that a grate will act as a weir and follow the weir formula for depths (heads) on the grate up to 0.4 ft. It will act as an orifice and follow the ori- fice formula for heads of 1.4 ft. and over. For heads between 0.4 ft. and 1.4 ft. the operation is indefinite because of vortices and eddies over the grate. In the usual problem the following are given: 1. A particular design of grate with dimensions. 2. A design discharge (Q) or information as to drainage area, rainfall intensities and runoff coefficients from which a discharge can be estimated. Procedure: 1. Compute the perimeter of the grate opening (P) ignoring the bars and omitting any side over which the water does not enter, such as when one side is against the face of a curb. Divide the result by 2. This allows for partial clogging of the grate by assuming that only half of the perimeter will be effective. 2. Compute the Q/P ratio. 3. Compute the total area of clear opening (A), excluding area taken up by bas's, and divide by 2. This allows for partial • clogging of the grate by assuming that only half of the area will be effective. 4.- Compute the Q/A ratio. 5. Enter the chart at the bottom scale using line (a) with the Q/P value and line (b) with the Q/A value and read the re- quired head in feet at the left margin. 6. If the required head falls below 0.4. ft (a) only will apply. This is the usual case. 7. If the required head falls above 1.4 ft., (b) only will apply. 8. If the required head falls between 0.4 ft. and 1.4 ft. the actual head may be anywhere between (a) and (b). Use the value that ves the most conservative result, being sure to use line (a) with Q/P and line (b) with Q/A. 9. If the inlet is a combination type with grate and curb open- ing the recommended procedure is the same as with a grate alone except the perimeter and area are not divided by 2. The reason for this is that the curb opening will serve as a relief in event the grate becomes clogged. With the grate operating freely it is questionable whether much water will get to the curb opening until the discharge is sufficient to submerge the entire grate. 10. If the grate has an appreciable cross slope so the side away from the curb is higher than that next to the curb the inflow over the side should be determined separately from that over the ends. Use the depth at the middle of the grate for end inflow and depth at edge away from the curb for side inflow. INLET CAPACITY OF GRATE AT SAG Plate 2.6 -0658 ' 3�i1 >WUYWWiIWYIIWYW1iWLLWIWWIWW��VY- IMAM MRS smoss moll illilms ILALS" au UIUUW Dui uu, uu uW u� �u.._.■� •��•••�� • • • �� ONESIMEN ON ! • ��IIII��II��,IIIA� ■��I��II11��1l��111�� 509. 'ON O8dONd1S 71VU30 3iV V Y& ONV 31 V Y9 op!ojoeia jo x4unoo I WOU 3.MMIS 7rd!3 - M/rI Jb M011,73x10 O[ 7)77rdIV 341F . SdrOj"a 09 03.7r7d 31 7VAT 3d M - •f '93drd9 77r NO 7rAWJd0 S&M -4000U 030NIVY - Y O)LN /I�30W 93NreuONrSMFW -'r •S31rY9 03L706 &0 030730 9N/M.00NO/Lr103ML srN d0131'd1N07 -'I A73A/1J3dS3d Sdr9 !O Y30N/1N 0Nr s3mi*1 N/ 31 rd9 !O OL s3s3d sd30Ar/N 3dAL 3Lrd9 - 7 S3LOH 7rer3N39 06 1 3A/rdJ� � !OZ �isi I/ - ►I Jri OOZ 6 - ►i • 03.1700 j a-V73,01 zw u I S1M9/3At ' pas n r.oeilM rroq It I r IL -bZ -a i S7 /W 363 3MV'Y-4 r.In/ :i t• T 1 I 03LL/Nd313rr SNIWLS303/ 0NI 9379A" y / /r/ .► /t I 9/ : 0/ - ►z i 3d3MAI shat /oNO� vrsdn d3oN/10300rgr3ML NIPUL43SO SNO/[/ON0.7 7rd/W dad mo — 030/f73Y3 3dr $N► /d1 s303d / , / t/ z/ - ►z oN►s37�.�/03d3M. SA1711M9�M MD o30o�W13M[ NAM /LO 3sn ( � SAIMN9 /M fO S3d J 77r MD 03#OM W 3MI .&V SAVIJV 07 N/ 3Sfl I As I .I ! 6 6 ►Z (A 0730 3 701/ 3351 3LrEl9 03L7019 3A/1rNd 1 r Uryg 03073A1 d39rds 71x130 9N/1709 3A11rNd3L r 3A1JrNd3[7r N33d MO''xl d37IYf 073N JOBS X Sd3Msm Im SJ709 -4 G.-a i-ss� • y-VM 0N3 03J700 6►39rds Nr9 —1 f—• � -- T N ' ' v ti N. nw i 3dAL r- r N0/1Y3S 11 ./s & , &r s 46 • • V H � _ v T 6vawoo 4w yip io JpW A" -pw,F A* saw 'I#JW .M'C / • t-t M!�'IZA4 w PC is4 MV ++Wa1 UO I 03LL/Nd313rr SNIWLS303/ 0NI 9379A" y / /r/ .► /t I 9/ : 0/ - ►z i 3d3MAI shat /oNO� vrsdn d3oN/10300rgr3ML NIPUL43SO SNO/[/ON0.7 7rd/W dad mo — 030/f73Y3 3dr $N► /d1 s303d / , / t/ z/ - ►z oN►s37�.�/03d3M. SA1711M9�M MD o30o�W13M[ NAM /LO 3sn ( � SAIMN9 /M fO S3d J 77r MD 03#OM W 3MI .&V SAVIJV 07 N/ 3Sfl I As I .I ! 6 6 ►Z (A 0730 3 701/ 3351 3LrEl9 03L7019 3A/1rNd 1 r Uryg 03073A1 d39rds 71x130 9N/1709 3A11rNd3L r 3A1JrNd3[7r N33d MO''xl d37IYf 073N JOBS X Sd3Msm Im SJ709 -4 G.-a i-ss� • y-VM 0N3 03J700 6►39rds Nr9 —1 f—• � -- T N ' ' v ti N. nw i 3dAL r- r N0/1Y3S 11 ./s & , &r s 46 • • • r� • ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering. Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + +a + + + + + + + + + + + + + + + ++ * SECTION A -A * STREET DEPTH OF FLOW + + +++ a+ aa++++++++++ a+++++ a+++++ a+++++ a++ aaa++ as + +a+a * +aaaaa +aa +aa +aaa +aaaa +a TIME /DATE OF STUDY: 9:16 7/22/1999 -------------------------------------------- ---------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 .00 10.00 2 1.50 9.50 3 3.00 9.63 4 3.01 9.68 5 18.50 9.94 SUBCHANNEL SLOPE(FEET /FEET) _ .006300 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 .............................................. ............................... SUBCHANNEL FLOW(CFS) = 8.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.42 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.549 SUBCHANNEL FROUDE NUMBER = 1.042 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.41 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .19 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER .2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 9.94 2 34.00 9.68 3' 34.01 9.63 9 35.50 9.50 5 37.00 10.00 SUBCHANNEL SLOPE(FEET /FEET). _ .006300 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • ......... SUBCHANNEL. FLOW( CFS). ........ 8.7' ....................... .......... SUBCHANNEL FLOW AREA(SQUARE FEET) _ 3.42 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.548 SUBCHANNEL FROUDE NUMBER = 1.042 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.41 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .19 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 17.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 17.43 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.97 = CBE LU U✓ % G I I) NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL "DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * SECTION B -B * STREET DEPTH OF FLOW. + + TIME /DATE OF STUDY: 9:27 7/22/1999 --------------- ----------------------------------------------------- ---------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER . "X" COORDINATE "Y" COORDINATE • 1 .00 10.00 2 1.50 9.50 3 3.00 9.63 4 3.01 9.68 5 18.50 9.94 SUBCHANNEL SLOPE(FEET /FEET) _ .010000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............... ............................... .............................. SUBCHANNEL FLOW(CFS) = 12.0 SUBCHANNEL.FLOW AREA(SQUARE FEET) = 3.60 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.322 SUBCHANNEL FROUDE NUMBER = 1.324 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 9.94 2 34.00 9.68 3 34.01 9.63 4 35.50 9.50 5 37.00 10.00 SUBCHANNEL SLOPE(FEET /.FEET) _ .010000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • .........•................ ........................ SUBCHANNEL FLOW(CFS) - 12.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.60 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.320 SUBCHANNEL FROUDE NUMBER = 1.324 •SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ---------------7------------------------------------------------------------ ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 23.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 23.93 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.98 - AtV"R/ TG .i Oje NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------=----------------=--------------=-----------------HA ---------------=- • ---------------------------------------------------------------------------- ** RESULTS OF IRREGULAR CNNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY * * * * * * * * * * * * * * + + + + + + + + + + ++ * SECTION C -C * STREET DEPTH OF FLOW + + TIME /DATE OF STUDY: 9:25 7/22/1999 ---------=------------------------------------------------------------------ * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 1.50 9.50 3 3.00 9.63 4 3.01 9.68' 5 18.50 9.94 SUBCHANNEL SLOPE(FEET /FEET) = .004500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................. ............................... SUBCHANNEL FLOW(CFS) 10.9 SUBCHANNEL FLOW.AREA(SQUARE FEET) = 4.34 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.518 SUBCHANNEL FROUDE NUMBER = .916 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .23 -------------------------------------------------------------7-------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 9.94 2 34.00 9.68 3 34.01 9.63. 4 35.50 9.50 5 37.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) = .004500 SUBCHANNEL.MANNINGS FRICTION FACTOR = .015000 ......... SUBCHANNEL.FLOW(CFS). = ...... 10. 9.... ••••..•..••.•..•.......•.•....• SUBCHANNEL FLOW AREA(SQUARE FEET), = 4.34 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.517 SUBCHANNEL FROUDE NUMBER = .916 0 • SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .23 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 21.70 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 21.86 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.02 lo,o l OK NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------- - - - - -- • ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Vex. 4.9A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 173.20 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251:8821 + + + + + + + + + + + + + + + + + + + + + + + + +* DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * SECTION D -D * STREET DEPTH OF FLOW +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ TIME /DATE OF STUDY: 10:47 7/22/1999 ----------------------------------------------7----------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 .00 10.00 2 1.50 9.50 3 3.00 9.63 4 3.01 9.68 5 18.50 9.94 SUBCHANNEL SLOPE(FEET /FEET) _ .008200 SUBCHANNEL MANNINGS FRICTION FACTOR =. .015000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 10.8 SUBCHANNEL FLOW AREA(SQUARE.FEET) = 3.60 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) 3.008 SUBCHANNEL FROUDE NUMBER = 1.199 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.•44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ---------------------------------------------------------------=------------ * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 9.94 2 34.00 9.68 3 34.01 9.63 4 35.50 9.50 5 37.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) _ .008200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • .. .......... SUBCHANNEL.FLOW(CFS)•= ..•.••10.6. •.•.•• SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.60 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) 3.007 SUBCHANNEL FROUDE NUMBER = 1.199 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 20.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 21.67 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE , a1i ELEVATION ............................. 9.98 -- ,BEGdil %G NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c)•Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CA 92714 (714) 251 -8821 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY * SECTION E -E * STREET DEPTH OF FLOW + + TIME /DATE OF STUDY: 10:44 7/22/1999 ----------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 .00 10.'00 2 1.50 9.50 3_ 3.00 9.63 4 3.01 9.68 5 16.00 9.90 SUBCHANNEL SLOPE(FEET /FEET) _ .004500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 .............................................. ............................... SUBCHANNEL FLOW(CFS) = 7.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.28 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.307 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 15.91 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .21 ------------ ---------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 16.00 9.90 2 29.00 9.68 3 29.01 9.63 4 30.50 9.50 5 32.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) _ .004500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • ......... SUBCHANNEL •FLOW(CFS)._.......7.6... ..................:........... SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.28 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.306 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 15.91 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .21 ------------------------------------------------=--------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 14.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 15.13 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE , ELEVATION ............................. 9.97 01CL-ow NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. (o l.• R/W R/W • 37' WEDGE 'CU. r w E CURB AND. GATT GUTTER. CROSS _ ,o v'v PFWATE STREET Op . (PROPOSED) o STREET W1DTN, SEE PLAN r 1.5 R =0.5 R =S.S Cr cp oR=I. � .a- . e O e a 3r BOSS SECTION er wEME aM N.T.S. R/W WEDGE CU. AND G. r R/W i ►, STREET WIDTH. SEE PUN 1.5 • R =0.5 R %0 �.+ ° a ° ° R =1.0• 37� SECTION fr WEDGE CLFS N.T.S. I 'JvE CURB GUTTER s 0 0 0 • • • AIRPORT BLVD. OR MADISON 55' 20' TRACT BOUNDARY LANDSCAPE 43' I 12' EASEMENT PROP. PERIMETER FENCE THIS PROJECT Q w m o GRADED FAIRWAY 2% MAN 20% MAX' F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -97 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/97 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 # * + * # * * # * * * * * * # # # # # # # # # # *} DESCRIPTION OF STUDY * * # # # # # + # # # # } * * # # # # # # * * # ## • SPECIFIC PLAN 90 -015, THE NORMAN COURSE @ PGA WEST • Q10 / 24 HR STORM * AREA GC1 #########***########*#*#######**+#**#*##### # + # * * * * * # # # # # # } # # } * } * * # # # # * * * +# FILE NAME: G:\ RBM\ AES97\ HYDROSFT \FLOODSC6 \ABNORMAN \GC1.010 TIME /DATE OF STUDY: 10:50 7/23/1999 FLOW PROCESS FROM NODE 5.00 TO NODE 222.00 IS CODE = 1 • ------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 4330.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 33.500 FEET BASIN FACTOR = .015 WATERSHED AREA = 165.800 ACRES BASEFLOW = .000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME _ .124 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .587 LOW SOIL -LOSS RATE PERCENT(DECIMAL) _ .850 MINIMUM SOIL -LOSS RATE(INCH /HOUR) _ .293 USER - ENTERED RAINFALL = 3.10 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) _ .9997 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 201.318 • RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 42.440 283.661 2 87.892 303.795 3 96.669 58.658 4 99.335 17.821 5 99.734 2.667 6 99.933 1.334 7 100.000 .445 TOTAL STORM•RAINFALL(INCHES) = 3.10 TOTAL SOIL- LOSS(INCHES) = 2.63 TOTAL EFFECTIVE RAINFALL(INCHES).= .46 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 36.3960 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 6.4195 ---------------------------------------------------------------------------- • 2 4- H 0 U R S' T O R M R U N 0 F•F H Y D R O G R A•P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH.IN FIVE- MINUTE INTERVALS(CFS) ------------------------------------------------7 TIME(HRS) VOLUME(AF) . Q(CFS) 0. --------------------------- 5.0 10.0 .15.0 20.0 ---------------------------------------------------------------------------- 10.083 2.1841 5.86 .Q V 10.167 2.2245 5.86 .Q V 10.250 2.2648 .5.86, .Q V 10.333 2.2987 4.91 Q. V 10.417 2.3325 4.91 Q. V' 10.500 2.3663 4.91 Q. V 10.583 2.4034 5.39 Q V 10.667 2.4405 5.39 Q V 10.750 2.4776 5.39 Q V 10.833 2.5192 6.04. Q V 10.917 2.5608 6.04 Q V : 11.000 2.6024 6.04 Q V 11.083 2.6440 6.04 Q V 11.167 2.6856 6.04 Q V 11.250 2.7271 6.04 Q V 11.333 2.7680 5.93 .Q V 11.417 2.8089 5.93 .Q V 11.500 2.8497 5.93 .Q V : 11.583 2.8886 5.65 .Q V 11.667 2.9275 5.65 .Q V .. • 11.750 2.9664 5.65 .Q V .' 11.833 3.0042 5.49 Q V . 11.917 3:0420 5.49 Q V . 12.000 3.0798 5.49 Q V. 12,.083 3.1246 6.50 Q V. 12.167 3.1693 6.50 Q V. 12.250 3.2141 6.50 Q V 12.333 3.2666 7.63 Q V 12.417 3.3192 7.63 Q V 12.500 3.3717 7.63 Q V 12.583 3.4284 8.23. Q .V 12.667 3.4851 8.23 Q •V 12.750 3.5418 8.23 Q V 12.833 3.6019 8.73 Q V 12.917 3.6621 8.73 Q V 13.000 3.7222 8.73 Q V 13.083 3.7883 9.60 Q. V 13.167 3.8545 9.60 Q. V 13.250 3.9206 9.60 Q. V - 13.333 3.9920 10.36 Q V 13.417 4.0633 10.36 Q V 13.500 4.1346 10.36 Q V 13.583 4.1970 9.06 Q V 13.667 4.2594 9.06 Q V 13.750 4.3218 9.06 Q V 13.833 4.3738 7.55 Q V 13.917 4.4258 7.55 Q V 14.000 4.4777 7.55 Q V 14.083 4.5313 7.78 Q V 14.167 4.5849 7.78 Q V 14.250 4.6386 7.78 Q V 14..333 4.6945 8.13 Q V. 14.417 4.7505 8.13 Q V. 14.500 4.8065 8.13 Q V. 14.583 4.8622 8.08. Q V 14.667 4.9178 8.08 Q V 14.750 4.9735 8.08 Q V 14.833 5.0283 7.95 Q •V 14.917 5.0830 7.95 Q •V 15.000 5.1378 7.95 Q • v 15.083 5.1906 7.67 Q v 15.167 5.2435 7.67 Q V 15.250 5.2963 7.67 Q V 15.333 5.3471 7.37 Q V 15.417 5.3979 7.37 Q V 15.500 5.4486 7.37 Q V 15.583 5.4946 6.67 Q V 15.667 5.5405 6.67 Q V 15.750 5.5864 6.67 Q V 15.833 5.6282 6.07 Q V 15.917 5.6700 6.07 Q V 16.000 5.7118 6.07 Q V 16.083 5.7391 3.97 Q V 16.167 5.7665 3.97 Q V 16.250 5.7938 3.97 Q V 16.333 5.8063 1.82 Q V 16.417 5.8188 1.82 Q V 16.500 5.8313 1.82 Q V 16.583 5.8401 1.27 Q V 16.667 5.8488 1.27 Q V 16.750 5.8576 1.27 Q V 16.833 5.8645 1.00 Q V 16.917 5..8714 1.00 Q V 17.000 5.8783 1.00 Q V 17.083 5.8866 1.22 Q V 17.167 5.8950 1.22 Q V 17.250 5.9034 1.22 Q V 17.333 5.9136 1.48 Q V 17.417 5.9239 1.48 Q u 17.500 • 5.9341 1.48 Q V 17.583 5.9446 1.53 Q V 17.667 5.9552 1.53 Q V 17.750 5.9658 1.53 Q V 17.833 5.9755 1.42 Q V 17.917 5.9853 1.42 Q V 18.000 5.9951 1.42 Q V • • END OF FLOOD ROUTING ANALYSIS • L] • AREA GC1 AVERAGE ADJUSTED LOSS RATE [1] Soil 9tOl1P [PLATE C-1] [21 [OVER TYPE 131 RI NUMBER [PLATE E -6.11 [4] PERVIOLIS UFA INFILTRATION [PLATE E -611 151 LAND T1SE [6] DK AL PERCENT OF AREA IMPERVIOUS [PLATE 1.631 171 ADIMTED INFILTRATION RATE- IN /HR [41(1 - .9[611 [el AREA ACRES [9] [8] E181 [TO] AVERAGE ADJUSTED INFILTRATION RATE- IN /HR [71 x [91 AMC2 AMC2 A TURF 33 0.13 Golf Course 0 0.13 101.6 0.61 0.4516 A PAVING & BLDG 31 0.14 Mainfenan cc YD & Pvmf 0.9 0.14 13.0 0.08 0.0111 A RES NSE 31 0.14 Sf 0.5 0.41 50.1 0.30 0.1130 V81 = 165.8 1`4101 0.5868 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm= Minimum Loss Rate =_ F/2 = E [10]/2= 0.2934 IN /HR C= (F— Fm) /54= (E[10]— Fm) /54= 0.0054 Ft = C(24 — (T / 60)) 15' + Fm = 0.0024_ (24- (T/60))'-55 + 0.2934 IN /HR Where: T= Time on minutes. To get an average value for each unit time period, Use T = V2 the unit time for the first time period, T = 1 % unit time for the second period, etc. IFile:G:Wbmiword%s bulk norman loss rate10GC11 F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -97 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/97 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY * SPECIFIC PLAN 90 -015, THE NORMAN COURSE @ PGA WEST * Q10 / 24 HOUR STORM * AREA GC2 FILE NAME: G:\ RBM\ AES97\ HYDROSFT \FLOODSC6 \ABNORMAN \GC2.010 TIME /DATE OF STUDY: 10:53 7/23/1999 • FLOW PROCESS FROM'NODE 5.80 TO NODE 267.00 IS CODE = 1 »» >UNIT- HYDROGRAPH ANALYSIS««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH.= 6030.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1610.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 33.500 FEET BASIN FACTOR = .015 WATERSHED AREA = 122.200 ACRES BASEFLOW = .000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME _ .127 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .660 LOW SOIL -LOSS RATE PERCENT(DECIMAL) _ .850 MINIMUM SOIL -LOSS RATE(INCH /HOUR) _ .330 USER - ENTERED RAINFALL = 3.10 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) _ .9998 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 197.026 • RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 0 0 UNIT 8YDBOGRAPD DETERMINATION ------------------------- � INTERVAL ----------- °S" GRAPH NUMBER MEAN VALUES ------------------------------------- l 41.662 2 B7'422 3 96.440 4 99.218 � 5 99'6B7 6 99.922 ? 100.000 TOTAL STORM RAINFALL(INCHES) = TOTAL SOIL-LOSS(INCHES) = 2'63 TOTAL EFFECTIVE RAINFALL(INCHES) ----------------------------------- UNIT 8YDROGRA9H OBDINAyDS<CFS> ----------------------------------- 205.235 225,422 44.423 13.687 2.312 1.156 ' '385 3.10 = .4G ---------------------------------------------------------------------------- TOTAL SOIL-LOSS \nOLnMG(AcB8-FCCT) = 26'8271 TOTAL STORM RUNOFF.VOLUME(AoRE-FEET) = 4'7318 � ------------------------------------------------------------- -------------- O 24-H 0DB S 0 R'yY BU N 0F F 8Y DR 0 G R APB . HroRoGmAPH IN FIVE-MINUTE INTDB\gQ.m(CFS) ' -------------------------------------- ----------------------_--------------- TIMD(BBS) ---------------------------------------------------------__-------------_--- \nJL{��E<AF> Q<CFo> O. 2'5 ' S'O 7.5 10,0 10,083 1,6083 ` 4,33 , . V Q 10.167 1.6381 4,33 . , \/ Q 10 ^250 1.6680 4.33 . , \/ Q 10.333 1.6939 3'63 . , O 10.4I7 1. 7179 3.63 . , Q 10.500 1.7429 3.63 . . Q 10.583 1.7702 3.97 . . mQ 10'667 l.7976 3.97 , ' Q 10'750 1'8248 3'97 . . Q 10.832, 1,8555 4.45 \/ Q 10.917 1.8861 4'45 . . ' \/ O 11'000 1.9167 4.45 . . VO 11.083 1.9474 4.45 . . nO . . . 1I.167 l.g?BO 4.45 , . \�Q 11.250 2.0007 4'45 ' . mO . . . 11.333 2,0388 4,37 . . g 11.417 2.0689 4,37 . , D 11.500 2.0998 4,37 . '. Q 11.583 2.1277 4.17 . . Qv . 11 .667 2 .� l5G4 , . 4 l7 , Q\/. 11,760 2.1861 4.17 . . O v 11.833 2.2129 4.05 . , Q l/ 11.917 2,2408 4.05 . . � Q \/ 13.000 2.2687 4'06 . . Q V. 12.083 2.3016 4'78 ' . Q. , , 12.167 2.3345 4.78 Q• 12.250 2.3674 4.78 QV 12.333 2.4061 5.61 V Q 12.417 2.4447 5.61 V Q 12.500 2.4834 5.61 V Q 12.583 2.5251 6.06 •V Q 12.667 2.5669 6.06 •V Q 12.750 2.6086 6.06 V Q 12.833 2.6529 6.43 V Q 12.917 2.6972 6.43 V Q ., 13.000 2.7414 6.43 V Q 13.083 2.7901 7.07 V Q 13.167 2.8388 7.07 V Q 13.250 2.8874 7.07 V Q 13.333 2.9400 7.63 V Q 13.417 2.9925 7.63 V Q 13.500 3.0451 7.63 V Q 13.583 3.0911 6.69 Q 13.667 3.1372 6.69 Q 13.750 3.1833 6.69 Q 13.833 3.2217 5.57 Q V 13.917 3.2601 5.57 Q V 14.000 3.2985 5.57 Q V 14.083 3.3380 5.73 Q V 14.167 3.3775 5.73 Q V 14.250 3.4170 5.73 Q V 14.333 3.4583. 5.99 Q V. 14.417 3.4995 5.99 Q V. 14.500 3.5408 5.99 Q V. 14.583 3.5818 5.96 Q V 14.667 3.6229 5.96 Q V 14.•750 3.6639 5.96 Q V 14.833 3.7043 5.86 Q •V 14.917 3.7446 5.86 Q ..V 15.000 3.7850 5.86 Q •V 15.083 3.8240 5.66 Q V 15.167 3.8629 5.66 Q V 15.250 3.9019 5.66 Q V 15.333 3.9394 5.44' •Q V 15.417 3.9768 5.44 •Q V. 15.500 4.0143 5.44 •Q V 15.583 4.0482 4.92 Q. V 15.667 4.0821 4.92 Q. V 15.750 4.1160 4.92 Q. V 15.833 4.1469 4.48 Q V 15.917 4.1777 4.48 Q V 16.000 4.2085 4.48 Q V 16.083 4.2289 2.96 •Q V 16.167 4.2492 2.96 .Q V 16.250 4.2696 2.96 •Q V 16.333 4.2789 1.36 Q V 16.417 4.2883 1.36 Q V 16.500 4.2976 1.36 Q V 16.583 4.3041 .95 Q V 16.667 4.3106 .95 Q V 16.750 4.3171 .95 Q V 16.833 4.3223 .74 Q V 16.917 4.3274 .74 Q V 17.000 4.3325 .74 Q V 17.083 4.3387 .90 Q V 17.167 4.3449 .90 Q V 17.250 4.3510 .90 Q V 17.333 4.3586 1.09 Q V 17.417 4.3661 1.09 Q V 17.500 • 4.3736 1.09 Q V 17.583 4.3814 1.13 Q V 17.667 4.3892 1.13 Q V 17.750 4.3969 1.13 Q V 17.833 4.4041 1.05 Q V 17.917 4.4113 1.05 Q V 18.000 -----=------------------------------------------------------------------- ------------------------------------------------------------------------- 4.4186 1.05 Q V Col • • END OF FLOOD ROUTING ANALYSIS • • AREA GC2 AVERAGE ADJUSTED LOSS RATE D] SOIL GROUP [PLATE CA 121 COVER TYRE [31 RI KIAB1R [PLATE E -6.9 [41 PERVIOUS AREA INFILTRATION [PLATE 14.21 151 IN USE [6] DECIMAL PERCENT OF ARIA ULPfRVIOUS [PLATE f-631 [7] ADIUSTED INFILTRATION RATE- IN /HR [4](1-3[6)) [81 AREA ACRES [9] [81 E[8] [TO] AVERAGE ADIUSTEO INFILTRATION RATE- IN /HR [7] x [9) AAC2 AMC2 A TURF 33 0.73 Golf Course 0 0.73 95.2 0.78 0.5694 A PAVING 8 BLDG 31 0.74 Pvrnf 0.9 0.14 0.4 0.0 0.0 A RES HSE 31 0.74 SF 0.5 0.41 26.6 0.21 0.0901 E[8] = 111.1 °FvE[10] 0.6596 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm =Minimum Loss Rate =—F/2 = E 110]/2= 0.3298 IN /HR C= (F— Fm) /54= (E[10]— Fm) /54= 0.0061 Ft = C(24 — (T / 60)) '*55 + Fm = _0.0024_ (24- (T/60))'-55 + 0.3298 IN /HR Where: T= Time on minutes. To get an average value for each unit time period, Use T = V2 the unit time for the first time period, T = 1 % unit time for the second period, etc. (File:GARbmlword\As bulit norman loss rate10GC21 F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -97 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/97 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SPECIFIC PLAN 90 -015, THE NORMAN COURSE @ PGA WEST • Q100 / 24 HOUR STORM • AREA GC1 +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: G:\ RBM\ AES97\ HYDROSFT \FLOODSC6 \ABNORMAN \GC1.100 TIME /DATE OF STUDY: 14:39 7/22/1999 FLOW PROCESS FROM NODE 5.00 TO NODE 222.00 IS CODE = 1 • --------------------------------------------------- » » >UN ---------------- IT- HYDROGRAPH ANALYSIS««< ---------------------------------------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 4330.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 33.500 FEET BASIN FACTOR = .015 WATERSHED AREA = 165.800 ACRES BASEFLOW = .000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME _ .124 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. ' THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .266 LOW SOIL -LOSS RATE PERCENT(DECIMAL) _ .850 MINIMUM SOIL -LOSS RATE(INCH /HOUR) _ .133 USER - ENTERED RAINFALL = 5.00 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) _ .9997 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 201.318 • RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ------- --------- • UNIT HYDROGRAPH DETERMINATION . ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------=------------------- 1 42.440 283.661 2 .87.892 303.795 3 96.669 58.658 4 99.335 17.821 5 99.734 2.667 6 99.933 1.334 7 100.000 .445 -----------==----------------------7---------------------------------------- TOTAL STORM RAINFALL(INCHES) = 5.00 TOTAL SOIL- LOSS(INCHES) = 3.24 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.76 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 44.7121 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 24.3379 -----------7---------------------------------------------7------------------- -- --------------------------- - - - - -- • 2 4 - H O U R ' S T O R M R U N O F F H. Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -------------------- TIME(HRS) ------------------------------------------ 7 -------------------------------- VOLUME(AF). Q(CFS) 0. =---------------------- 20.0 40.0 60.0 80.0 10.083 4.1905 •17.70 ---------------------------------- V Q . 10.167 4.3124 17.70 VQ . 10.250 4.4343 17.70 VQ . 10.333 4.5005 9.62 Q V , 10.417 4.5668 9.62 Q V , 10.500 4.6331 9.62 Q V , 10.583 4.7303 14.12 Q , 10.667 4.8276 14.12 Q 10.750 4.9248 14.12 QV 10.833 5.0651 20.37 V Q , 10.917 5.2054 20.37 V Q , 11.000 5.3457 20.37 V Q , 11.083 5.4883 20.71 VQ , 11.167 5.6309. 20.71 VQ 11.250 5.7735 20.71 VQ 11.333 5.9124 20.16 VQ 11.417 6.0512 20.16 VQ , 11.500 6.1901 20.16 Q , 11.583 6.3121 17.72 Q V 11.667 6.4341 17.72 Q V • 11.750 6.5561 17.72 , Q V 11.833 6.6710 .16.67 Q V 11.917 6.7858 16.67 Q. V 12.000 6.9006 16.67 Q V , 12.083 7.0945 28.16 .V Q 12.167 7.2884 28.16 .V Q 12.250 7.4824 28.16 V Q 12.333 7.7643 40.93 V Q 12.417 8.0462 40.93 V Q 12.500 8.3281 40.93 V Q 12.583 8.6588 48.02 V Q 12.667 8.9895 48.02 V Q 12.750 9.3202 48.02 V Q 12.833 9.6921 54.00 V Q 12.917 10.0640 54.00 V Q 13.000 10.4359 54.00 V Q 13.083 10.8765 63.98 V .Q 13.167 11.3171 63.98 V .Q 13.250 11.7577 63.98 V. .Q 13.333 12.2584 72.70 V Q 13.417 12.7591 72.70 V Q 13.500 13.2598 72.70 V Q 13.583 13.6681 59.29 V Q. 13.667' 14.0765 59.29 V Q. 13.750 14.4848 59.29 V Q. 13.833 14.7854 43.64 .Q V 13.917 15.0859 43.64 •Q V 14.000 15.3865 43.64 .Q V 14.083 15.7084 46.74 Q V 14.167 16.0302 46.74 Q V 14.250 16.3521 46.74 Q V 14.333 16.7034 51.01 Q V 14.417 17.0548 51.01 Q V 14.500 17.4061 51.01 Q V 14.583 17.7579 51.09 Q V. 14.667 18.1097 51.09 Q V. 14.750 18.4616 51.09 Q V 14.833 18.8073 50.21 Q V 14.917 19.1531 50.21 Q V 15.000 19.4989 50.21 Q V 15.083 19.8277 47.75 Q V 15.167 20.1566 47.75 Q V 15.250 20.4854 47.75 Q V 15.333 20.7958 45.06 Q V 15.417 21.1061 45.06 Q V 15.500 21.4165 45.06 Q V 15.583 21.6783 38.02 Q. V 15.667 21.9401 38.02 Q. V 15.750 22.2020 38.02 Q. V 15.833 22.4228 32.06 Q V 15.917 22.6436 32.06 Q V 16.000 22.8643 32.06 Q V 16.083 22.9945 18.90 Q. V 16.167 23.1247 18:90 Q. V . 16.250 23.2549 18.90 Q. V . 16.333 23.2932 5.55 Q V . 16.417 23.3314 5.55 Q V . 16.500 23.3697 5.55 Q V . 16.583 23.3888 2.78 .Q V . 16.667 23.4079 2.78 .Q V . 16.750 23.4271 2.78 .Q U . 16.833 23.4392 1.76 Q V . 16.917 23.4514 1.76 Q V . 17.000 23.4635 1.76 Q V . 17.083 23.4774 2.02 .Q V . 17.167 23.4913 2.02 .Q V . 17.250 23.5053 2.02 .Q V . 17.333 23.5218 2.41 .Q V 17.417 23.5384 2.41 .Q V . 17.500 23.5550 2.41 .Q V . 17.583 23.5720 2.47 .Q V . 17.667 23.5891 2.47 Q V . 17.750 23.6061 2.47 .Q V . 17.833 23.6218 2.29 .Q V . 17.917 23.6376 2.29 .Q V . 18.000 23.6533 2.29 .Q V . 0 • • END OF FLOOD ROUTING ANALYSIS • • AREA GC1 AVERAGE ADJUSTED LOSS RATE [l] SOIL GROUP [PLATE C -11 [21 (OVER TYPE [3] RI NUMBER [PLATE E -6.11 [4) PERVIOUS AREA INFILTRATION [PLATE E -611 151 LAND 115E [6) DECIMAL PERCENT OF AREA IMPERVIOUS [PLATE E-631 [71 ADJUSTED INFILTRATION RATE- IN /RR [41(1-.9[61) 181 AREA ACRES (9) [9]. E181 [TO] AVERAGE ADIISTEO INFILTRATION RATE - INAHR [7] x [91 AMC2 AMC3 93 A TURF 33 53 0.33 Golf Course 0 0.33 102.6 0.62 0.2046 A PAVING & . BLDG 32 52 0.34 NINTENA CE YD & PVMT 0.9 0.065 13.0 0.08 0.0052 A RES NSE 31 52 0.34 Sf 0.5 0.181 50.2 0.30 0.0561 V81 = 165.8 1`201 0.1659 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm =Minimum Loss Rate - F/2 = E [10]/2= 0.1330 IN /HR C= (F— Fm) /54= (E[10]— Fm) /54= 0.0025 Ft = C(24 — (T / 60))'-55 + Fm = _0.0024_ (24- (T /60))'-'+ 0.1330 IN /HR Where: T= Time on minutes. To get an average value for each unit time period, Use T = Y2 the unit time for the first time period, T = 1 % unit time for the second period, etc. F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -97 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/97 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ • SPECIFIC PLAN 90 -015, THE NORMAN COURSE @ PGA WEST • Q100 /24 HOUR STORM * AREA GC2 +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: G:\ RBM\ AES97\ HYDROSFT \FLOODSC6 \ABNORMAN \GC2.100 TIME /DATE OF STUDY: 15:24 7/22/1999 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 5.80 TO NODE 267.00 IS CODE = 1 ------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ » » >UNIT- HYDROGRAPH ANALYSIS««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 6030.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1610.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 33.500 FEET BASIN FACTOR = .015 WATERSHED AREA = 122.200 ACRES BASEFLOW = .000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = .127 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. DESERT S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) _ .299 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = .850 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = .149 USER - ENTERED RAINFALL = 5.00 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = .9998 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 197.026 is RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 0 0 UNIT BYDROGRAPB DETERMINATION ---------------------------------------------------------------------------- ` INTERVAL "3° GRAPH UNIT HYDBooB&PB ' NUMBER MEAN VALUES OBDINATES(CFS) ------------_------------------------------------------------------�-------- � l � 4I.662 205'235 . 2 87.422 226.422 . 3 96.440 44'423 ' 4 99.218 ^ 13,687 . S 99,687 ' 2,312 ` 6 99.922 .1.I56 � 7 100.000 .385 � ____________________________________________________________________________ � TOTAL STORM RAINFALL(INCHES) = 5.00 TOTAL SOIL-LOSS(INCHES) = 3.43 TOTAL EFFECTIVE BAINFQWINCHEG} = 1.57 � ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLJJME<AcRE-FEET) = 34.8860 TOTAL STORM RUNOFF VOLlME(ACBE-FEET) = 16.0111 � ---------------------------------------------------------------------------- O _ 24-H 0 U R. S 0RM R.oN 0 F F H YDR0mR A P H 8YDROGBAP8 IN FIVE-MINUTE I0TEB\AL3(CF3) ---------------------------------------------------------------------------- TIMEMR3} VOLDMDW> Q(Cro) U' 15.0 30.0 45'0 60.0 ------------------------------------- --------------------------------------- 10.083 2,7932 10.65 . mD 10.167 2.8665 10,65 . Q 10,250 2.9399 10,65 Q 10.333 2.9854 6.61 , Q \/ 10.417 3.0309 6.61 , D \/ 10.500 3.0765 6.61 . O n 10,583 3.1351 8.50 . Q \/ . . . . 10.667 3.1936 8.50 . D \/ . . . . 10.750 3:2622 8,50 . Q \y . . . . 10.833 3,3307 11.40 . Qv . . . . 10.917 3�4093 ll.40 . Qv ^ 11 .000 3 4878 ` ll 4� ^ Qv 11.083 3,5663 11.39 Qv 11.167 3.6447 11.39 . Q V. 11.250 3.7232 11.39 ' O V. . . . 11.333 3.7986 10.94 . O V. 11.417 3.8739 10.94 . Q \/. , . . 11.500 3.9493 10'94 . Q V. 11,583 4,0128 9,22 , O `V 11.667 4,0763 9.22 . Q \/, ll.?SO 4.1398 9,22 , Q \/ . . . 11.833 4.1981 8,46 . Q \/ 11,917 4.2564 8.46 , O v 12.000 4.3146 8,46 . Q \/ 12,083 4.4306 16.84 ' .O r 12.167 4.5466 16.84 .Q 12.250 4.6626, 16.84 .Q 12.333 4.8441 26.35 .. V Q 12.417 5.0256 26.35 V Q 12.500 5.2071 26.35 V Q 12.583 5.4250 31.64 V .Q 12.667 5.6429 31.64 _ V .Q 12.750 5.8608 31.64 V .Q 12.833 6.1096 36.12 V Q 12.917 6.3583 36.12 V Q 13.000 6.6071 36.12 V Q 13.083 6.9065 43.47 V Q 13.167 7.2059 43.47 V Q . 13.250 7.5053 43.47 V Q . 13.333 7.8497 50.01 V. Q 13.417 8.1942 50.01 V Q 13.500 8.5386 50.01 V Q 13.583 8.8171 40.43 V Q 13.667 9.0955 40.43 V Q 13.750 9.3740 40.43 V Q 13.833 9.5729 28.88 Q. V 13.917 9.7718 28.88 Q. V 14.000 9.9707 28.88 Q. V 14.083 10.1848 31.08 Q V 14.167 10.3989 31.08 Q V 14.250 10.6129 31.08 Q V 14.333 10.8492 34.31 4 V 14.417 11.0855 34.31 Q V 14.500 11.3218 34.31 Q V 14.583 11.5588 34.41 Q V 14.667 11.7958 34.41 Q V. 14.750 12.0328 34.41 Q V 14.833 12.2658 33.83 Q V 14.917 12.4988 33.83 Q V 15.000 12.7318 33.83 Q V 15.083 12.9527 32.08 •Q V 15.167 13.1736 32.08 .Q V 15.250 13.3946 32.08 .Q V 15.333 13.6023 30.16 Q V 15.417 13.8099 30.16 Q V 15.500 14.0176 30.16 Q V 15.583 14.1903 25.07 Q V 15.667 14.3629 25.07 Q V 15.750 14.5356 25.07 Q V 15.833 14.6780 20.68 Q V 15.917 14.8205 20.68 Q V 16.000 14.9629 20.68 Q V 16.083 15.0482 12.39 Q V 16.167 15.1335 12.39 Q V 16.250 15.2188 12.39 Q V . 16.333 15.2452 3.83 Q V . 16.417 15.2716 3.83 Q V 16.500 15.2980 3.83 Q V . 16.583 15.3117 2.00 .Q V . 16.667 15.3255 2.00 .Q V . 16.750 15.3393 2.00 .Q V . 16.833 15.3482 1.30 Q V . 16.917 15.3572 1.30 Q V . 17.000 15.3662 1.30 Q V . 17.083 15.3764 1.49 Q V . 17.167 15.3867 1.49 Q V . 17.250 15.3969 1.49 Q V . 17.333 15.4091 1.77 .Q V . 17.417 15.4213 1.77 .Q V . 17.500 • 15.4335 1.77 .Q V . 17.583 15.4460 1.82 .Q V . 17.667 15.4586 1.82 .Q V . 17.750 15.4711 1.82 .Q V . 17.833 15.4827 1.69 .Q V . 17.917 15.4944 1.69 .Q V . 18.000 15.5060 1.69 .Q V . IN • r� END OF FLOOD ROUTING ANALYSIS 0 0 • AREA GC2 AVERAGE ADJUSTED LOSS RATE [t] SOIL 6ROLIP [PLATE C -11 14 COVER TYPE [3] RI NUABER [PLATE E -6.1 [41 PERVIOUS AREA INFILTRATION [PLATE 1-621 151 LAND 191 [61 DECIAU PERCENT OF AREA WERVIOLIS [PLATE 1-631 [71 ADIlISTED INFILTRATION RATE- IN /HR [4](1 -3[61) 161 AREA ACRES 191 [8] E181 1101 AVERAGE ADILISTE0 INFILTRATION RATE- INAR (7) x [9) AMC2 HC3 NO A TURF 33 53 0.33 Golf Course 0 0.33 95.1 0.18 0.1514 A PAVING & BLDG 32 52 0.34 PVM1 0.9 0.065 0.4 0.0 0.0 A RES NSE 31 51 0.34 SF 0.5 0.181 16.6 0.11 0.0411 E[8] = 111.2 °F11E[10] 0.1985 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm =Minimum Loss Rate =—F/2 = E [10]/2= 0.1493 IN /HR C= (F— Fm) /54 =(E[10]— Fm) /54= 0.0028 Ft = C(24 — (f / 60))' 55 + Fm = _0.0024_ (24- (T/60))'-55 + 0.1493 IN /HR Where: T= Time on minutes. To get an average value for each unit time period, Use T = V2 the unit time for the first time period, T = 1 % unit time for the second period, etc. [He:G:R BM \word\Abnorman\GC2.1001 xtpuaddV • � _0 • DETENTION BASIN SUMMARY: • [File: C:\word\As Built normanl JN 513-10 21-Jul-99 Area QIO/ 24 Hr Q10t Q100/ 24 Hr QIw/ Runoff 24 HR Runoff 24 HR Area Volume Volume Designation (Acre) WS WS (Acre Ft.) ELEV (Acre Ft.) ELEV GC 165.8 6.4 453.5 24.3 455.3 GC2 122.2 4.7 453.5 16.0 455.3 TOTAL 288.0 11.1 . ......... . ................. 40.3 ........... .... .. ......... • [File: C:\word\As Built normanl JN 513-10 21-Jul-99 flev Area 1 Area Avg Area h V - Cumul. V Ft Ac - Ac Ac Ft Ac Ft Ac Ft 451.5 3.63 0.0000 7.6500 - 3.8250 2.0000 7.6500 453.5 4.02 7.6500 14.4400 7.2200 2.0000 14.4400 455.5 10.42 22.0900 • 23.6700 11.8350 1.0000 11.8350 456.5 13.25 - 33.9250 29.3200 14.6600 1.0000 14.6600 457.5 16.07 48.5850 • Specific Plan 90 -015. lire Norman Course (til PGA West' [File:G:Utbr*xcellAs built Storage] Storage Volume 7/23/99 MDS Consulting Planners* Engineers* Surveyors STORAGE 7 Defenlion Raton Sloraae Canadi Uvine,CA Elev Area 2 Area Avg Area h V CUmUL V Ft Ac Ac Ac Ft Ac Ft Ac Ft 451.5 1.38 0.0000 3.4500 1.7250. 2.0000 3.4500 453.5 2.07 3.4500 4.8000 2.4000 2.0000 4.8000 455.5 2.73 8.2500 6.5200 3.2600 1.0000 3.2600 456.5 3.79 11.5100 19.8600 9.9300 1.0000 9.9300 457.5 16.07 21.4400 Specific Plan 90 -015 The Norman Course @ PGA West [File:G:UtbmgexoellAs built Storage] Stom a Volume 7/23/99 MDS Consulting Planners' Engineers* Surveyors Irvine.CA • STOMGE 3 Defenlion Basin Storage CaoaciN I• . - �lev Area 1 Area Avg Area h V CUmUI. V Ft • Ac (Ac),- Ac Ft Ac Ft _ Ac Ft 452.0 0.11 0.0000 0.5000, 0.2500 1.5000 0.3750 453.5 0.39 0.3750 .0.5300. 0.2650 0.5000 0.1325 454.0 0.14 0.5075 1.8900 0.9450 1.5000 1.4175 455.5 1.75 1.9250 4.7200 2.3600 1.0000 2.3600 456.5 2.97 4.2850.. 7.1500 3.5750 1.0000 3.5750 457.5 4.18 7.8600 • [File:G:\R6*xcellAs built Storage] Specific Plan 90-0I5 The Norman Course @ PGA West Storage Volume 7/23/99. MM C,mm ing Pla mers' Engineers' Surveyors STORAGE 4 Qefenfion Basin Sforaae Capaac'h Irvine,CA flev Area 2 Area Avg Area h V Cumul. V Ft Ac Ac Ac Ft Ac Ft Ac Ft 454.0 0.16 0.0000 0.6800 0.3400 1.5000 0.5100 455.5 0.52 0.5100 0.7200 0.3600 0.5000 0.1800 456.0 0.20 0.6900 0.3600 0.1800 1.5000 0.2700 457.5 0.16 0.9600 Specific Plan 90-015 The Noffnan Course @ PGA West [File:G:UttmjexceljAs built Stomagel , Stora¢e Volume 7/23/99 MDS Consulting Planners' Engineers• Surveyors • Def enfien Rmen Storage Capaci I* 1 0 IrvineXA flev Area 2 Area Avg Area h V Cumul. V Ft (Ac)' Ac Ac Ft Ac Ft Ac Ft 453.5 2.16 0.0000 . 4.5500 2.2750 2.0000 4.5500 455.5 2.39 4.5500 5.6300 2.8150 1.0000 2.8150 456.5 3.24 7.3650 7.3300 3.6650 1.0000 3.6650 457.5 —4.09 11.0300 (File:G:UtbmlexcellAs built Storage] Specific Plan 90-015 The Norman Course @ PGA West Storage Volume 7/23/99 .MDS Consulting Planners' Engineers* Surveyors SIOMGE Defenfion Basin Sloraae CaoaciN Uvine.CA flev Area 1 Area Avg Area h V Cumul. V Ft Ac Ac Ac Ft Ac Ft Ac Ft 453.5 3.21 0.0000 6.6300 3.3150 2.0000 6.6300 455.5 3.42 6.6300 7.8900 3.9450 1.0000 3.9450 456.5 4.47 10.5750 9.9800 4.9900 1.0000 4.9900 457.5 5.51 15.5650 Specific Plan 90 -015 'lire Norman Course @ PGA West [File:GARbOexceljAs built Storage] Storage Volume 7/23/99 ,3 xipuaddV �J 0 00DATE: 7/26/1999 TIME: 15:18 . 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 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0..00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 5.05 12.79. 0.00 F 0 5 1 5 P. PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 HEADING LINE NO 2 IS - LINE " A ^ HEADING LINE NO 3 IS [ FILE:C: \WSPG1 \NORI4AN \NORMAN.A) DESIGN Q = Q100 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 100.00 442.00 1 ELEMENT NO 2 IS A REACH * ` U/S DATA STATION INVERT .SECT N 247.67 447.91 1 0.010 ELEMENT NO' 3 IS A REACH * ` U/S DATA STATION INVERT SECT N 252.34 448.09 1 0.010 ELEMENT NO 4 IS A REACH * ` U/S DATA STATION INVERT SECT N 367.00 455.55 1 0.010 ELEMENT NO 5 IS A REACH U/S DATA STATION. INVERT SECT N 383.00 456.59 1 0.010 ELEMENT NO 6 IS A JUNCTION U /S.DATA STATION INVERT SECT LAT -1 LAT -2 N 386.75 456.61 1 4 0 0.010 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N m W S ELEV .455.30 RADIUS 0.00 RADIUS 0.00 RADIUS 0.00 RADIUS 0.00 Q3 * Q4 INVERT-3 INVERT-4 11.2 0.0 461.50 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0 ANGLE ANG PT 14AN H 0.00 0.00 1 ANGLE ANG PT MAN H 0.00 .0.00 0 ANGLE ANG PT MAN H 22.00 0.00 0 PHI 3* PHI 4 90.00 0.00 ANGLE ANG PT MAN H F,m 415.75 456.91. 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A WALL ENTRANCE r U/S DATA STATION INVERT SECT FP 415.75' 456.91 5 0.200 ELEMENT NO 9 IS A SYSTEM HEADWORKS * a U/S DATA STATION INVERT SECT W S ELEV 415.75 456.91 5 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 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.A] LINE "A" DESIGN Q = Q100 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 NOR14 DEPTH ZR aaaattaaararaaaaaaa +arrtraraarrrara asararraataaraaaaaaaaaraaarrraaaaaarrataaaataraarrrtarrrrarata taarraaaaarrrratatrraraaaaaraaaaar 100.00 442.00 13.300 455.300 22.3 4.54 0.320 455.620 0.00 1.606 2.50 0.00 0.00 0 0.00 147.67 0.04002 .001749 0.26 0.774 0.00 247.67 447.91 7.648 455.558 22.3 4.54 0.320 455.878 0.00 1.606 2.50 0.00 0.00 0 0.00 4.67 0.03854 .001749 0.01 0.781 0.00 252.34 448.09 7.492 455.582. 22.3 4.54 0.320 455.902 0.00 1.606 2.50 0.00 0.00 0 0.00 70.88 0.06506 .001749 0.12 0.682 0.00 323.22 452.70 3.009 455.710 22.3 4.54 0.320 456.030 0.00 1.606 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 323.22 452.70 0.806 453.507 22.3 16.29 4.120 457.627 0.00 1.606 2.50 0.00 0.00 0 0.00 8.40 0.06506 .032932 0.28 0.682 0.00 331.62 453.25 0.826 454.074 22.3 15.74 3.846 457.920 0.00 1.606 2.50 0.00 0.00 0 0.00 9.00 0.06506 .029421 0.26 0.682 0.00 340.62 453.83 0.855 454.688 22.3 15.01, 3.497 458.185 0.00 1.606 2.50 0.00 0.00 0 0.00 7.30 0.06506 .025786 0.19 0.682 0.00 347.92 454.31 0.886 455.195 22.3 14.31 3.181 458.376 0.00 1.606 2.50 0.00 0.00 0 0.00 6.06 0.06506 .022613 0.14 0.682 0.00 353.98 454.70 0.918 455.621 22.3 13.65 2.892 458.513 0.00 1.606 2.50 0.00 0.00 0 0.00 5.10 0.06506 .019824 0.10 0.682 0.00 • • 359.08 455.04 0.950 455.985 22.3 13.01 2.628 458.613 0.00 1.606 2.50, 0.00 0.00 0 0.00 4.28 0.06506 .017386 0.07 0.682 0.00 363.36 455.31 0.985 456.298 22.3 12.40 2.389 458.687 0.00 1.606 2.50 0.00 0.00 0 0.00 3.64 0.06506 .015262 0.06 0.682 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORMAN.A] LINE ". A " DESIGN Q = Q100 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 NOR14 DEPTH ZR aaaaaaaaaaaaaaaaarararraarrsaaa+ aaaaaaa++ rarrtarrrtaaaatrrraaaaraaasrrraaarraaaaaarraraaaaaara+♦ raaaraaaaraaaraaaaarrrtraasaaararar 367.00 455.55 1.021 456.571 22.3 11.83 2.173 458.744 0.00 1.606 2.50 0.00 0.00 0 0.00 2.87 0.06500 .013449 0.04 0.682 0.00 369.87 455.74 1.055 456.791 22.3 11.31 1.988 458.779 0.00 1.606 2.50 0.00 0.00 0 0.00 2.66 0.06500 .011861 0.03 0.682 0.00 372.53 455.91 1.094 457.004 22.3 10.76 1.806 458.810 0.00 1.606 2.50 0.00 0.00 0 0.00 2.26 0.06500 .010424 .0.02 0.682 0.00 374.79 456.06 1.135 457.192 22.3 10.29 1.643 458.835 0.00 1.606 2.50 0.00 0.00 0 0.00 1.92 0.06500 .009164 0.02 0.682 0.00 376.71 456.18 1.177 457.358 22.3 9.81 .1.493 458.851 0.00 1.606 2.50 0.00 0.00 0 0.00 1.60 0.06500 .008062 0.01 0.682 0.00 378.31 456.29 1.222 457.507 22.3 9.35 1.358 458.865 0.00 1.606 2.50 0.00 0.00 0 0.00 1.33 0.06500 .007097 0.01 0.682 0.00 379.64 456.37 1.268 457.640 22.3 8.91. 1.234 458.874 0.00 1.606 2.50 0.00 0.00 0 0.00 1.08 0.06500 .066251 0.01 0.682 0.00 380.72 456.44 1.317 457.759 22.3 8.50 1.121 458.880 0.00 1.606 2.50 0.00 0.00 0 0.00 0.84 0.06500 .005513 0.00 0.682 0.00 381.56 456.50 1.369 457.865 22.3 8.10 1.020 .458.885. 0.00 1.606 2.50 0.00 0.00 0 0.00 0.64 0.06500 .604867 0.00 0.682 0.00 382.20 456.54 1.423 457.961 22.3 7.73 0.927 458.888 0.00 1.606 2.50 0.00 0.00 0 0.00 0.45 0.06500 .004299 0.00 0.682 0.00 382.65 456.57 1.480 458.047 22.3 7.37 0.843 458.890 0.00 1.606 2.50 0.00 0.00 0 0.00 0.27 0.06500 .003803 0.00 0.682 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NOR4AN \NOR14AN.A] LINE " A ^ DESIGN Q = Q1O0 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 382.92 456.58 1.540 458.125 22.3 7.02 0.766 458.891 0.00 1.606 2.50 0.00 0.00 0 0.00 0.08 0.06500 .003366 0.00 0.682 0.00 383.00 456.59 1.606 458.196 22.3 6.69 0.696 458.892 0.00 1.606 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00727 .001798 0.00 0.00 385.75 456.61 2.527 459.137 11.1 2.26 0.079 459.216 0.00 1.116 2.50 0.00 0.00 0 0.00 2.87 0.01000 .000726 0.00 0.890 0.00 388.62 456.64 2.500 459.139 11.1 2.26 0.079 459.218 0.00 1.116 2.50, 0.00 0.00 0 0.00 23.92 0.01000 .000681 0.02 0.890 0.00 412.54 456.88 2.268 459.146 11.1 2.37 0.087 459.233 0.00 1.116 2.50 0.00 0.00 0 0.00 3.21 0.01000 .000644 0.00 0.890 0.00 415.75 456.91 2.236 459.146 11.1 2.40 0.089 * 459.235 0.00 1.116 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 415.75 456.91 2.406' 459.316 11.1 0.36 0.002 459.318 0.00 0.286 5.05 12.79 0.00 0 0.000 ODDATE: 7/27/1999 TIME: 9:45 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 DIA14ETER WIDTH DROP CD 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD . 5 3 0 0.00 0.50 6.39 0.00 0.00 0.00 CD 6 2 0 0.00 3.91 21.00 0.00 DD F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LI14E 140 1 IS - SPECIFIC PLAN 90 -015 [FILE:C: \WSPGI \NORMAN \NORI4AN.B) HEADING LINE NO 2 IS•- LINE B HEADING LINE NO 3 IS - DESIGN Q = Q100 013 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELE14ENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.00 442.00 2 455.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N - RADIUS ANGLE ANG PT' MAN H 256.00'. 457.60 2 0.010 0.00 55.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 259.25 457.93 2 0.010 0.00 0.00 0.00. 0 ELEMENT NO 4 IS A REACH ` U/S DATA •STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 263.92 457.98 2 0.010 0.00 0.00 0.00 1 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 382.00 459.40 2 0.010 0.00 0.00 0.00. 0 ELEMENT NO 6 IS A TRANSITION * ` U/S DATA STATION INVERT SECT N 386.00 459.45 1 0.010 ELEMENT NO 7 IS A REACH ` ` ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H .432.67 460.01 1 0.010 0.00 90.00 0.00 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 437.34 460.06 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT .SECT N RADIUS ANGLE ANG PT MAN H 450.25 460.22 1 0.010 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 4 453.00 460.25 1. 5 0 0.013 2.0 0.0 465.21 0.00 90.00 0.00 ELE14ENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 547.00 460.72 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 549.75 460.73 1 4 0 0.013 14.4 0.0 465.21 0.00 90.00 O.000D F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELE14ENT NO 13 IS A REACH U/S DATA STATIO14 INVERT SECT N RADIUS ANGLE ANG PT 14AN H 577.00 460.87 1 0.010 0.00 45.00 •0.00 0 ELEMENT NO 14 IS A REACH * ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 607.41 461.02 1 0.010 0.00 45.00 0.00 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT 14AN H 624.41 461.11 1 0.010 0.00 0.00 0.00 0 ELEMENT NO 16 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 624.41 461.11 6 0.200 ELEMENT NO 17 IS A SYSTEM HEADWORKS * a U/S DATA STATION. INVERT SECT W S ELEV 624.41 461.11 6 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING 140. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORI4AN.B[ LINE " 8 " DESIGN Q = Q100 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 at raaaatraaarrrraraaraaaarr• raraarrrarraaaaarrrrraarraaaaaraaasrtarrtraaasartaraatrrarar* raaaartaaaaarrsrarsrarararaarrar *rratrraaaa 100.00 442.00 .13.000 455.000 26.9 8.56 1.138 456.138 0.00 1.806 2.00 0.00 0.00 0 0.00 95.60 0.10000 ..008366 0.80 0.734 0.00 195.60 451.56 4.365 455.925 26.9 .8.56 1.138 457.063 0.00 1..806 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 195.60 451.56 0.865 452.425 26.9 20.66 6.628 459.053 0.00 1.806 2.00 0.00. 0.00 0 -0.00 1.08 0.10000 .055151 '0.06 0.734 0.00 196.68 '. 451.67 0.868 452.536 26.9 20.57 6.568 459.104 0.00 1.806 2.00 0.00 0.00 0 0:00• 11.65 0.10000 .051495 0.60 0.734 0.00 20*8.33 452.83 0.900 453.733 26.9 19.61 5.969 459.702 0.00 1.806 2.00 0.00 0.00 0 0.00 9.32 0.10000 .045252 0.42 0.734 0.00 217.65 453.76 0.933 454.698 26.9 18'.69 5.426 460.124 0.00 1.806 2.00 0.00 0.00 0 0.00 7.61 0.10000 .039788 0.30 0.734 0.00 225.26 454.53 0.968 455.494 26.9 17.83 4.934 460.428 0.00 1.806 2.00 0.00 0.00 0 0.00 6.34 0.10000 .035018 0.22 0.734 0.00 231.60 455.16 1.005 456.165 26.9 17.00 4.490 460.655 0.00 1.806 2.00 0.00 0.00 0 0.00 5.33 0.10000 .030850 0.16 0.734 .0.00 236.93 455.69 1.044, 456.737 26.9 16.20 4.078 460.815 0.00 1.806 2.00 0.00 0.00 0 0.00 4.54 0.10000 .027202 0.12 0.734 0.00 241.47 456.15 1.085 .457.232 26.9 15.45 3.707 460.939 0.00 1.806 2.00 0.00 0.00 0 0.00 3.88 0.10000 .023999 0.09 0.734 0.00 245.35 456.54 1.127 457.662 26.9 14.73 3.370 461.032 0.00 1.806 2.00 0.00 0.00 0 0.00. 3.32 0.10000 .021190 0.07 0.734 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.B] LINE ". B " DESIGN Q = Q100 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 NOR14 DEPTH ZR ' rrattrrtaataaaaar+♦ aaatara++ aaratatrr r.t tar► aaaatrattraaaa+ rrtarta rrsrrat+ taar ++ + +aarrrarraaaatattraatrrrr ssrattraaarattraraaaatr +ar 248.67 456.87 1.172 458.039 26.9 14.05 3.064 461.103 0.00 1.806 2.00 0.00 0.00 0. 0.00 2.83 0.10000 .018741 0.05 0.734 0.00 251.50 457.15 1.220 458.370 26.9 13.40. 2.787 461.157 0.00 1,.806 2.00 0.00 0.00 0 0.00 2.43 0.10000 .016602 0.04 0.734 0.00 253.93 457.39 1.271 458.664 26.9 12.77 2.533 461.197 0.00 1.806 2.00 0.00 0.00 0 0.00 2.07 0.10000 .014732 0.03 0.734 0.00 256.00 457.60 1.325 458.925 26.9 12.18 2.303 461.228 0.00 1.806 2.00 0.00 0.00 0 0.00 0.16 0.10154 .013791 0.00 0.731 0.00 256.16 457.62 1.329 458.945 26.9 12.13 2.286 461.231 0.00 1.806 2.00 0.00 0.00 0 0.00 1.69 0.10154 .012973 0.02 0.731 0.00 257.85 457,79 1.387 459.175 26.9 .11.56 2.077 461.252 0.00 1.806 2.00 0.00 0.00 0 0.00 1.40 0.10154 .011569 0.02 0.731 0.00 259.25 457.93 1.450 459.384 26.9 11.03 1.889 461.269 0.00 1.806 2.00 0.00 0.00 0 0.00 4.67 0.01071 .010923 0.05 1.460 0.00 263.92 457.98 1.449 459.429 26.9 11.03 1.890 461.319 0.00 1.806 2.00 0.00 0.00 0 0.00 22.90 4.01203 .010786 0.25 1.393 0.00 286.82 458.25 1.465 459.720 26.9 10.91 1.848 461.568 0.00 1.806 2.00 0.00 0.00 0 0.00 51.31 0.01203 .010097 0.52 1.393 0.00 338.13 458.87 1.534 460.406 26.9 10.40 1.679 462.085 0.00 1.806 2.00 0.00 0.00 0 0.00 25.79 0.01203 .009091 0.23 1.393 0.00 _ 363.92 459.18 1.611 460.794 26.9 9.92 1.527 462.321 0.00 1.806 2.00 0.00 0.00 0 0.00 13.48 0.01203 .008256 0.11 1.393 0.00 3 013LICENSEE: 140RSE CONSULTING GROUP F0515P PAGE WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NOR14AN \NORMAN.B] LINE " B " DESIG14 Q = Q100 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 } }i #*#** t# kt## i}# tt### ## # #ttii #ttit * }}iiti##} } #t }t}a} iii#* i# k* ik# ii*}# ti##* iiatitktit} at} t}# k* 4itaa} ti} as }aii}}aaii}4#t *it}t#taiiia 377.40 459.35 1.699 461.044 26.9 9.46 1.388 462.432 0.00 1.806 2.00 0.00 0.00 0 0.00 4.60 0.01203 .007614 0.04 1.393 0.00 382.00 459.40 1.806 461.206 26.9 9.01 1.261 462.467 0.00 1.806 2.00 0.00' 0.00 0 0.00 • TRANS STR 0.01250 .004946 0.02 0.00 386.00 459.45 2.650 462.100 26.9 5.48 0.466 462.566 0.00 1.768 2.50 0.00 0.00 0 0.00 22.72 0.01200 .002523 0.06 1.190 0.00 408.72 459.72 2.500 462.223 26.9 5.48 0.466 462.689 0.00 1.768 2.50 0.00 0.00 0 0.00 19.13 0.01200 ..002364 0.05 1.190 0.00 427.85 459.95 2.268 462.220 26.9 5.75 0.513 462.733 0.00 1.768 2.50 0.00 0.00 0 0.00 4.82 0.01200 .002261 0.01 1.190 0.00 432.67' 460.01 2.196 462.206 26.9 5.89 0.538 462.744 0.00 1.768 2.50 0.00 0.00 0 0.00 4.67 0.01071 .002342 0.01 1.230 0.00 437.34 460.06 2.129. 462.189 26.9 6.04 . 0.566 462.755 0.00 1.768 2.50 0.00 0.00 0 0.00 5.52 0.01239 .002502 0.01 1.180 0.00 442.86 460.13 2.018 462.146 26.9 6.33 0.623 462.769 0.00 1.768 2.50 0.00 0.00 0 0.00 2.24 0.01239 .002680 0.01 1.180 0.00 445.10 460.16 1.970 462.126 26.9 6.48 0.653 462.779 0.00 1.768 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 445.10 460.16 1.622 461.778 26.9 7.98 0.989 462.767 0.00 1.768 2.50 0.00 0.00 0 0.00 1.94 0.01239 .004469 0.01 1.180 0.00 447.04 460.18 1.622 461.802 26.9 7.98 0.988 462.790 0.00 1.768 2.50 0.00 0.00 0 0.00 2.43 0.01239 .004219 0.01 1.180 0.00 DDLICENSEE: MORSE'CONSULTING GROUP F0515P PAGE 4 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NOW4AN.B) LINE " B " DESIGN Q = Q100 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 iiii# ittii# i} t} i#* iii#i *iiiii#iii}iii#tit #*# * *it# Lit## iiii44ii ♦#i #i #iiiiiiiti# ## *i #ii#itii## iii }it # }i} } #kti } }iiiiii }i#tiiiiii i}iiii 449.47 460.21 1.692 461.902 26.9 7.61 0.899 462.801 0.00 1.768 2.50 0.00 0.00 0 0.00 0.78 0.01239 .003753 0.00 1.180 0.00 450'.25 460.22 1.768 461.988. 26.9 7.25 0.816 462.804 0.00 1.768 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01091. .004651 0.01 0.00 453.00 460.25 2.194 462.444 24.9 5.45 0.462 462.906 0.00 1.700. 2.50 0.00 0.00 0 0.00 48.97 0.00500 .003466 0.17 1.783 0.00 501.97 460.50 2.073 462.568 24.9 5.72 0.508 463.076 0.00 1.700 2.50 0.00 0.00 0 0.00 43.10 0.00500 .003788 0.16 1.783 0.00 545.07 460.71 1.970 462.680 24.9 6.00 0.559 463.239 0.00 1.700 2.50 0.00 0.00 0 0.00 1.93 0.00500 .003982 0.01 1.783 0.00 547.00 460.72 1.966 462.686 24.9 6.01 0.561 463.247 0.00 1.700 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00364 .002325 0.01 0.00 549.75 460.73 2.836 463.566 10.5 2.14 0.071 463.637 0.00 1.084 2.50. 0.00 0.00 0 0.00 27.25 0.00514 .000388 ' 0.01 0.894 0.00 577.00 460.87. 2.716 463.586 10.5 2.14 0.071 463.657 0.00 1.084 2.50 0.00 0.00 0 0.00. 30.41 0.00493 .000388 0.01 0.904 0.00 607.41 461.02 2.588 463.608 10.5 2.14 0.071 463.679 0.00 1.084 2.50 0.00 0.00 0 0.00 17.00 0.00529 .000388 0.01 0.890 0.00 624.41 • 461.11 2.505 463.615 10.5 2.14 0.071 463.686 0.00 1.084 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0:00 624.41 461.11 2.646 463.756 10.5 0.19 0.001 463.757 0.00 0.198 3.91 21.00 0.00 0 0.000 0 011DATE: 7/26/1999 TIME: 15:12 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 1 4 3.00 CD 2 4 2.50 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 5.04 12.79 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING ' HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORMAN.CI HEADING LINE NO 2 IS - LINE " C " HEADING LINE NO 3 IS - DESIGN Q = Q100 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 144.17 452.00 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 280.16 457.68 1 0.010 ELEMENT NO 3 IS A REACH + + U/S DATA STATION INVERT SECT N 284.84 457.75 1 0.010 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 317.00 458.23 1 0.010 ELEMENT NO 5 IS A REACH U/S DATA STATION. INVERT SECT N 470.54 460.53 1 0.010 ELEMENT NO 6 IS A JUNCTION U /S.DATA STATION INVERT SECT LAT -1 LAT -2 N 473.29 461.03 2 4 0 0.010 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N W S ELEV 463.50 ■K RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 a a a Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12'.1 0.0 465.72 0.00 90.00 0.00 RADIUS ANGLE ANG PT 14AN H 503.29 461.18 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 503.29 461.18 5 0.200 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 503.29 461.18 5 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 EDLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORI4AN.C] LINE " C " DESIGN Q = Q100 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 i }iiiii # #i}}itti ### iii* ii # }#k}} *i*ai }ii }iikiikiiiii}** kilo #}i* iii}} iiiii #i# ##k }* # * } *iii*ii#i}}i}** iii *iii### *4ii}}ikii# # # # #ik }ki *#* 144.17 452.00 11.500 463.500 24.1 3.41 0.180 463.680 0.00 1.582 3.00 0.00 0.00 0 0.00 135.99 0.04177 .000773 0.11 0.745 0.00 280.16 457.68 5.925 463.605 24.1 3.41 0.180 463.785 0.00 1.582 3.00 0.00 0.00 0 0.00 4.68 0.01496 .000773 0.00 0.971 0.00 284.84 457.75 5.868 463.618 24.1 3.41 0.180 463.798 0.00. 1.582 3.00 0.00 0.00 0 0.00 32.16 0.01493 .000773 0.02 0.972 0.00 317.00 458.23 5.413 463.643 24.1 3.41 0.180 463.823 0.00 1.582 3.00 0.00 0.00 0 0.00 153.54 0.01498 .000773 0.12 0.971 0.00 470.54 460.53 3.231 463.761 24.1 3.41 0.180 463.941 0.00 1.582. 3.00 0.00 0.00 0 0.00 JUNCT STR 0.18182 .000640 0.00 0.00 473.29 461.03 3.007 464.037 12.0 2.44 0.093 464.130 0.00 1.162 2.50 0.00 0.00 0 0.00 30.00 0.00500 .000856 0.03 1.120 0.00 503.29 461.18 2.883 464.063 12.0 2.44 0.093 464.156 0.00 1.162 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 503.29 461.18 3.066 464.246 12.0 0.31 0.001 464.247 0.00 0.301 5.04 12.79 0.00 0 0.000 HEADING LINE NO 2 IS - LINE " D " HEADING LINE NO 3 IS - 0.00 0.00 0.00 0 OODATE: 7/26/1999 ANG PT MAN H DESIGN Q = Q100 ' 0.00 TIME: 14:18 F 0 5.1 5 P ANG PT MAN H 0.00 0.00 0.00 PAGE NO 2 F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELE14ENT NO WATER SURFACE PROFILE - CHANNEL DEFINITION 1.T.STING 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 1 4 2. 2.50 ELE14ENT NO 2 CD 2 4 ` 2.00 CD 3 4 STATION 1.50 SECT N CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 0.010 CD 5 2 0 0.00 4.32 12.79 0.00 00 F 0 5 1 5 P U/S DATA PAGE NO 3 INVERT SECT N WATER SURFACE PROFILE - TITLE CARD LISTING HEADI14G LINE NO 1 IS - 2 0.010 ELEMENT NO 4 IS A REACH SPECIFIC PLAN 90 -015 [FILE: C: \WSPG1 \NORMAN\NORMAN. D) HEADING LINE NO 2 IS - LINE " D " HEADING LINE NO 3 IS - 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H DESIGN Q = Q100 ' 0.00 1 F 0 5.1 5 P ANG PT MAN H 0.00 0.00 0.00 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELE14ENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.00 456.00 2. ELE14ENT NO 2 IS A REACH • ` ` U/S DATA STATION INVERT SECT N 152.67 463.90 2 0.010 ELE14ENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 157.34 .464.00 2 0.010 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 180.00 464.33 2 0. 01:0 . ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 184.00 464.41 1 0.010 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 333.70 467.33 1 0.010 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N W S ELEV 467.50 ■N RADIUS ANGLE 'ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 * ` * Q3 Q4 INVERT -3 INVERT -4 .PHI 3. PHI 4 336.45 467.34 1 4 0 0.010 14.3 0.0 471.31 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 366.45 467.49 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 366.45 467.49 5 0.200 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 366.45 467.49 5 0.00 NO EDIT ERRORS ENCOUNTERED- CO14PUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THA14 OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.D) LINE " D " DESIGN Q = Q100 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 NOR14 DEPTH ZR arraaataaaraaaaaa+ aaraaaaaraaaaaaararraaaraararaaarraaarraaaa aaraaaaaasaaaaaaarataaraararaa rtraataaattaaaaaaaaarrtaaattatrraraaaaar 100.00 456.00 11.500 467.500 28.7 9.13 1.296 468.796 0.00 1.841 2.00 0.00 0.00 0 0.00 .52.67 0.14999 . .009524 0.50 0.681 0.00 152.67 463.90 4.102 468.002 28.7 9.13 1.296 469.298 0.00 1.841 2.00 0.00 0.00 0 0.00 4.67 0.02141 .009524 0.04 .1.192 0.00 157.34 464.00 4.111 468.111 28.7 9.13 1.296 469.407 0.00 1.841 2.00 0.00 0.00 0 0.00 22.66 0.01456 .009524 0.2.2 1.361 0.00 180.00 464.33 3.997 468.327 28.7 9.13 1.296 469.623 0.00 1.841 2.00 0.00 0.00 0 0.00 TRANS STR 0.02000 .006210 0.02 0.00 184.00 464.41 4.783 469.193 28.7 5.85 0.531 469.724 0.00 1.827 2.50 0.00 0.00 0 0.00 137.46 0.01951 .002873 0.39 1.075 0.00 321.46 467.09 2.500 .469.591 28.7 5.85 0.531 470.122 0.00 1.827 2.50 0.00 0.00 0 0.00 10.58 0.01951 .002691 0.03 1.075 0.00 332.04 467.30 2.268 469.566 28.7 6.13 0.584 470.150 0.00 1.827 2.50 0.00 0.00 0 0.00 1.66 0.01951 .002557 0.00 1.075 0.00 333.70 467.33 2.223 469.553 28.7 6.22 0.602 470.155 0.00 1.827 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00364 .001654 0.00 0.00 336.45 467.34 3.107 470.447 30.00 0.00500 366.45 467.49 2.994 470.484 WALL. ENTRANCE 366.45 467.49 3.258 470.748 14.4 2.93 0.134 470.581 0.00 1.278 .001233 0.04 1.243 14.4 2.93 0.134 470.618 0.00 1.278 14.4 0.35 0.002 470.750 0.00 0.340 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 4.32 12.79 0.00 0 0.000 00DATE: 7/26/1999 TIME: 14:40 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 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 6.61 21.00 0.00 ❑O F. 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE IJO 1 IS - SPECIFIC PLAN 90 -015 .[FILE:C: \WSPG1 \NORMAN \NORMAN.E] HEADING LINE NO 2 IS - LINE E " HEADING LINE NO 3 IS - DESIGN Q = Q100 OD F 0 5 1 5 P. PAGE NO 2 .WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEI4ENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.00 456.00 2 467.50 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 335.65 464.74 2 0.010 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 340.32 464.83 2 0.010 0.00 0.00 0.00 1 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE. ANG PT MAN H 342.99 464.88 2 0.010 0.00 45.00 0.00 0 ELEMENT NO 5 IS REACH ` ` ` .A U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 489.63 467.81 2 0.010 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 518.91 468.40 2 0.013 0.00 0.00 0.00 0 ELEMENT NO '7 IS A WALL ENTRANCE + U/S DATA STATION INVERT SECT FP 518.91 468.40 5 0.200 ELEMENT NO 8 IS A SYSTEM HEADWORKS * a U/S DATA STATION INVERT SECT W S ELEV 518.91 468.40 5 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 130LICENSEE: MORSE CONSULTING GROUP E0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.E] LINE " E " DESIGN Q = Q100 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 raaaaaaaraaaraaaaararraraaaaartaaatararaaaaaaaaataaaaraaataaaaraaartrraaraaaaaraaararaaaaaaaraarrrrartaaatarataa 'aaaaaaaaaaaaaaaaata 100.00 456.00 11.500 467.500 12.3 3.91 0.238 467.738 0.00 1.261 2.00 0.00 0.00 0 0.00 235.65 0.03709 .001749 0.41 0.630 0.00 335.65 464.74 3.172 467.912 12.3 3.91 0.238 468.150 0.00 1.261 2.00 0.00 0.00 0 0.00 4.67 0.01927 .001749 0.01 0.750 0.00 340.32 464.83 3.102 467.932 12.3 3.91 0.238 468.170 0.00 1.261 2.00 0.00 0.00 0 0.00 2.67 0.01873 .001749 0.0.0 0.760 0.00 342.99 464.88 3.091 467.971 12.3 3.91 0.238 468.209 0.00 1.261 2.00 0.00 0.00 0 0.00 59.82 0.01998 .001733 0.10 0.743 0.00 402.81 466.07 2.000 468.075 12.3 3.91 0.238 468.313 0.00 1.261 2.00 0.00 0.00 0 0.00 2.45 0.01998 .001643 0.00 0.743 0.00 405.26 466.12 1.963 468.087 12.3 3.93 0.240 468.327 0.00 1.261 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 405.26 466.12 0.785 466.909 12.3 '10.75 1.795 468.704 0.00 1.261 2.00 0.00 0.00 0 0.00 6.06 0.01998 .016511 0.10 0.743 0.00 411.32 466.25 0.785 467.030 12.3 10.75 1.795 468.825 0.00 1.261 2.00 0.00 0.00 0 0.00 30.14 0.01998 .015496 0.47 0.743 0.00 441.46 466.85 0.813 467.660 12.3 10.25 1.631 469.291 0.00 1.261 2.00 0.00 0.00 0 0.00 18.54 0.01998 .013601 0.25 0.743 0.00 460.00 467.22 0.843 468.061 12.3 9.77 .1.482 469.543 0.00 1.261 2.00 0.00 0.00 0 0.00 12.93 0.01998 .011947 0.15 0.743 0.00 472.93 467.48 0.874 468.350 12.3 9.32 1.348 469.698 0.00 1.261 2.00 0.00 0.00 0 0.00 9.54 0.01998 .010495 0.10 0.743 0.00 ®LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.E] LINE " E " DESIGN Q Q100 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 t/ELEM SO SF AVE HF NOR14 DEPTH ZR . aaarrrrarraraaraarrtrrrrrrrrtrrrra+ aara+« ra+ a+ r', taararaaaraararrrrrarrarrarrra+ aaa+ rrrrrrara+ aaaaaaaaarrrrrsrtrrarrrrarrrraarrara +rr 482.47 467.67 0.906 468.573 12.3 8.89 1.226 469.799 0.00 1.261 2.00 0.00 0.00 0 0.00 7.16 0.01998 .009227 0.07 0.743 0.00 489.63 467.81 0.941 468.751 12.3 8.47 1.114 469.865 0.00 1.261 2.00 0.00 0.00 0 0.00 6.58 0.02015 .014064• 0.09 0.860 0.00 496.21 467.94 0.961 468.904 12.3 8.23 1.053 469.957 0.00 1.261 2.00 0.00 0.00 0 0.00 8.04 0.02015 .012719 0.10 0.860 0.00 504.25 .468.11 0.997 469.102 12.3 7.85 0.958 470.060 0.00 1.261 2.00 0.00 0.00 0 0.00 5.37 0.02015 .011201 0.06 0.860 0.00 509.62 468.21 1.036 469.249 12.3 7.49 0.870 470.119 0.00 1.261 2.00 0.00 0.00 0 0.00 3.81 0.02015 .009875 0.04 0.860 0.00 513.43 468.29 1.076 469.365 12.3 7.14 0.7.91 470.156 0.00 1.261' 2.00 0.00 0.00 0 0.00 2.61 0.02015 .008709 0.02 0.860 0.00 516.04 468.34 1.118 469.460 12.3 6.81 0.719 470.179 0.00 1.261 2.00 0.00 0.00 0 0.00 1.72 0.02015 .007688 0.01 - 0.860 0.00 517.76 468:38 1.162 469.539 12.3 6.49 0.654 470.193 0.00 1.261 2.00 0.00 0.00 0 0.00 0.86 0.02015 .006797 0.01 0.860 0.00 518.62 468.39 1.210 469.604 12.3 6.19 0.594 470.198 0.00 1.261 2.00 0.00 0.00 0 0.00 0.29 0.02015 .006014 0.00 0.860 0.00 518.91 468.40 1.261 469.661 12.3 5.89 0.539 470.200 0.00 1.261 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 '518.91 468.40 2.079 470.479 12.3 0.28 .0.001 470.480 0.00 0.220 6.61 21.00 0.00 0 0.000 00DATE: 7/26/1999 TIME: 13:40 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITJON 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 1 '4 2.50 CD 2 4 • 2.00 CD 3 4 1.50 CD - 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 5.00 12.79 0.00 00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - SPECIFIC PLAN 90 -015 LINE " G " DESIGN Q = Q100 (FILE:C: \WSPG1 \NORMAN \NORMAN.GJ 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 100.00 456.00 1. ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 155.93 465.22 1 0.010 ELEMENT NO 3 IS A REACH + ` U/S DATA STATION INVERT SECT N 160.60' 465.24 1 0.010 ELEMENT NO 4 IS A REACH + ` U/S DATA' STATION INVERT SECT N 313.32 466.00 1 0.010 ELEMENT NO 5 IS .A REACH + ` U/S DATA STATION INVERT SECT N 331.32 466.10 1 0.010 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 334.07 466.11 1 4 0 0.010 .ELEMENT NO '7 IS A REACH + ` U/S DATA STATION INVERT SECT N W S ELEV 469.50 A RADIUS ANGLE ANG PT MAN H- 0.00 20.00 0.00 0 RADIUS A14GLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE. ANG PT MAN H 0.00 0.00 0.00 0 RADIUS 0.00 + + 03 Q4 INVERT -3 INVERT -4 8.6 0.0 470.76 0.00 RADIUS ANGLE- ANG PT MAN H 0.00 0.00 0 PHI 3 PHI 4 90.00 0.00 ANGLE ANG PT MAN H 384.07 466:26 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 384.07 466.26 5 0.200 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 384.07 466.26 5 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 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.GJ LINE " G " DESIGN Q = Q100 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 NOR14 DEPTH ZR aaaaaaaaarraararaaataataaaaaataaaaaraaaaaraataataraaaaaraarrarrrrraar aaaaaaaararatrt krtata raatra ataaraarar taatasaraaraaaaaaaaaaaaaa 100.00 456.00 13.500 469.500 17.3 3.52 0.193 469.693 0.00 1.407 2.50 0.00 0.00 0 0.00 55.93 0.16485 .001053 0.06 0.480 0.00 155.93 465.22 4.357 469.577 17.3 3.52 0.193 469.770 0.00 1.407 2.50 0.00 0.00 0 0.00 4.67 0.00428 .001053 0.00 1.242 0.00 160.60 465.24 4.352 469.592 17.3 3.52 0:193 469.785 0.00 1.407 2.50 0.00 0.00 0 0.00 152.72 0.00498 .001053 0.16 1.190 0.00 313.32 466.00 3.752 469.752 17.3 3.52 0.193 469.945 0.00 1.407 2.50 0.00 0.00 0 0.00 18.00 0.00556 .001053 0.02 1.152 0.00 331.32 466.10 3.671 469.771 17.3 3.52 0.193 469.964 0.00 1.407 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00364 .000659 0.00 0.00 334.07 466.11 3.951 470.061 8.7 1.77 0.049 470.110 0.00 0.983 2.50 0.00 0.00 0 0.00 50.00 0.00300 .000450 0.02 1.080 0.00 384.07 466.26 3.824 470.084 8.7 1.77 0.049 470.133 0.00 0.983 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 384.07 466.26 3.921 470.181 8.7 0.17 0.000 470.181 0.00 0.243 5.00 12.79 0.00 0 0.000 • DDDATE: 7/26/1999 TIME: 15:41 F0515P WATER SURFACE PROFILE - CHANNEL,DEFTNITION 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 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 4.50 12.79 0.00 DD F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 [FILE:C:'NWSPG1 \NORMAN \NORMAN.H] HEADING LINE NO 2 IS - - LINE H ^ HEADING LINE NO 3 IS - - DESIGN Q = Q100 OD 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 '100.00 452.00 2 465.50 ELEMENT NO 2 IS A REACH + + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 193.77 461.71 2 0.010 0.00 35.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 198.44 461.73 2 0.010 0.00 0.00 0.00 1 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N •RADIUS ANGLE ANG PT MAN H 257.00 462.02 2 0.010 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 277.25 462.13 2 0.010 0.00 0.00 0.00 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 280.00 462.14 2 4 0 0.010 2.5 0.0 466.25 0.00 90.00 0.00 ELEMENT NO. 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS .ANGLE ANG PT MAN H 302.00 462.25 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A WALL ENTRANCE + U/S DATA STATION INVERT SECT FP 302.00 462.25 5 0.200 ELE14ENT NO 9 IS A SYSTEM HEADWORKS + a U/S DATA STATION INVERT SECT W S ELEV 302.00 462.25 5 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 00LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLA14 90 -015 [ FILE:C: \WSPG1 \NORI4AN \NORMAN.H] LINE " H " DESIGN Q = Q100 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 aaaaaa +aaaaa a "a raastaaaaa aaraaraaaaaaaraaaar aaaaarraraarraraaaaaarraaaararaa aaaaaaa rraarraaraaarttaraara aarraaaataaararaaraaarraaaaa 100.00 452.00 13.500' 465.500 5.0 1.59 0.039 465.539 0.00 .0.788 2.00 0.00 0.00 0 0.00 93.77 0.10355 .000289 0.03 0.310 0.00 193.77 461.71 3.822 465.532 5.0 1.59 0.039 465.571 0.00 0.788 2.00 0.00 0.00 0 0.00 4.67 0.004P8 .000289 0.00 0.692 0.00 198.44 461.73 3.805 465.535 5.0 1.59 0.039 465.574 0.00 0.788 2.00 0.00 0.00 0 0.00 58.56 0.00495 .000289 0.02 0.670 0.00 257.00 462.02 3.532 465.552 5.0 1.59 0.039 465.591 0.00 0.788 2.00 0.00 0.00 0 0.00 20.25 0.00543 .000289 0.01 0.650 0.00 277.25 462.13 3.428 465.558 5.0 1.59 0.039 465.597 0.00 0.788 2.00 0.00 0.00 0 0.00 JUNCT STR 0.00364 .000180 0.00 0.00 280.00 462.14 3.478 465.618 2.5 0.80 0.010 465.628 0.00 0.550 2.00 0.00 0.00 0 0.00 22.00 0.00500 .000122 0.00 0.531 0.00 302.00 462.25 3.370 465.620 2.5 0.80 0.010 465.630 0.00 0.550 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 302.00 462.25 3.390 465.640 2.5 0.06 0.000 ' 465.640 0.00 0.106 4.50 12.79 0.00 0 0.000 • .. [XIDATE: 7/26/1999 TIME: 15:53 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 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 4.48 12.79 0.00 GO F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 HEADING LINE NO 2'IS - LINE " I " HEADING LINE NO 3 IS - [FILE: C: \WSPG1 \NORMAN\NORMAN. I] DESIGN Q = Q100 F 0 5.1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEI4ENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET + * + U/S DATA STATION INVERT SECT 100.00 445.00 2 ELEMENT NO 2 IS A REACH U/S DATA. STATIO14 INVERT SECT N 265.40 459.49 2 0.010 ELEI4ENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 2.70.07 459..52 2 0.010 ELEMENT NO 4 IS A REACH ` UIS DATA STATION INVERT SECT N 280.14 459.57 2 0.010, ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N. 282.89 459.58 2 4 0 0.010 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 304.89 459.69 2 0.013 ELEMENT NO, 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP a Q3 1.6 0■ W S ELEV 455.30 RADIUS ANGLE ANG PT MA14 H .0.00 28.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0'.00 0.00 0 a Q4 INVERT -3 INVERT -4 a PHI 3 PHI 4 0.0 463.67 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 304.89 459.69 5 0.200 ELEMENT NO 8 IS A SYSTEM HEADWORKS a a U/S DATA STATION INVERT SECT W S ELEV 304.89 459.69 5 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING a+ WARNING NO. 2 as - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [ FILE:C: \WSPG1 \NORI4AN \NORMAN.II LINE " I " DESIGN Q = Q100 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 NOR14 DEPTH ZR raaraaaaaaararaataaaaaarrraaraaaaaaaaraaasaaarrrtaaaaarrarararaaaarrrrrrrrataaaaaaartrraraaaaaaararraaatta attaaratrrraarrrrarrariaa 100.00 445.00 10.300 455.300 3.2 1.02 0.016 455.316 0.00 0.625 2.00 0.00 0.00 0 0.00 94.89 0.08761 .000117 0.01 0.260 0.00 194.89 453.31 2.000 455.313 3.2 1.02 0.016 455.329 0.00 0.625 2.00 0.00 0.00 0 0.00 2.09 0.08761 .000110 0.00 0.260 0.00 196.98 453.50 1.814 455.310 3.2 1.07 0.018 455.328 0.00 0.625 2.00 0.00 0.00 0 0.00 1.22 0.08761 .000107 0.00 0.260 0.00 198.20 453.60 1.706 455.308' 3.2 1.12 0.019 455.327 0.00 0.625 2.00 0.00 0.00 0 0.00 0.98 0.08761 .000116 0.00 0.260 0.00 199.18 453.69 1.618 455.307 3.2 1.18 0.021 455.328 0.00 0.625 2.00 0.00 0.00 0 0.00 0.87 0.08761 .000128 0.00 0.260 0.00 200.05 453.76 1.540 455.305 3.2 1.23 0.024 455.329 0.00 0.625 2.00 0.00 0.00 0 0.00 0.77 0.08761 .000141 0.00 0.260 0.00 200.82 453.83 1.470 455.302 3:2 1.29 0.026 455.328 0.00 0.625 2.00 0.00 0.00 0 0.00 0.70 0.08761 .000158 0.00 0.260 0.00 201.52 453.89 1.406 455.300 3.2 1.36 0.029 455.329 0.00 0.625 2.00 0.00 0.00 0 0.00 0.65 0.08761 .000177 0.00 0.260 0.00 202.17 453.95 1.346 455.297 3.2 1.42 0.031 455.328 0.00 0.625 2.00 0.00 0.00 0 0.00 0.60 0.08761 .000199 0.00 0.260 0.00 202.77 454.00 1.291 455.294 3.2 1.49 0.035 455.329 0.00 0.62,5 2.00 0.00 0.00 0 0.00 0.31 0.08761 .000225 0.00 0.260 0.00 203.08 454.03 1.239 455.269 3.2 1.57 0.038 455.307 0.00 0.625 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 ®LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [ FILE:C: \WSPG1 \NOR14AN \NORMAN.I] LINE " I " DESIGN Q'= Q100 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 NOR14 DEPTH ZR s+ aaaaaaaaaaaa+ raraaaaaaraarrraaraaraaaaaatatartarr rs+ ataaa+ raaaasraraaaatra+ aaaaa+ aataaaaaaaararsraaaaaaaaraaaararaaa +taarara+ataa 203.08 454.03 0.261 454.291 3.2 13.28 2.738 457.029 0.00 0..625 2.00 0.00 0.00 0 0.00 13.47 0.08761 .083014 1.12 •0.260 0.00 216.55 455.21 0.270 455.480 3:2 12.60 2.465 457.945 0.00 0.625 2.00 0.00 0.00 0 0.00 13.67 0.08761 .071911 0.98 0.260 0.00 230.22 456.41 0.279 456.687 3.2 11.99 2.230 458.917 0.00 0.625 2.00 0.00 0.00 0 0.00 7.81 0.O$761 062754 0.49 0.260 0.00 238.03 457.09 0.288 457.380 3.2 11.43 2.028 459.408 0.00 0.625 2.00 0.00 0.00 0 0.00 5.33 0.08761 .054788 0.29 0.260 0.00 243.36 457.56 0.298 457.857 3.2 10.92 1.852 459.709 0.00 0.625 2.00 0.00 0.00 0 0.00 3.97 0.08761 .047859 0.19 0.260 0.00 247.33 457.91 0.308 458.215 3.2 10.39 1.676 459.891 0.00 0.625 2.00 0.00 0.00 0 0.00 3.11 0.08761 .041777 0.13 0.260 0.00 250.44 458.18 0.318 458.498 3.2 9.91 1.524 460.022 0.00 0.625 2.00 0.00 0.00 0 0.00 2.50 0.08761 .036479 0.09 0.260 0.00' 252.94 458.40 0.329 458.728 3.2 9.47 1.392 460.120 0.00 '0.625 2.00 0.00 0.00 0 0.00 2.07 0.087.61 .031867 0.07 0.260 0.00 255.01 458.58 0.340 458.920 3.2 9.01 1.262 460.182 0.00 0.625 2.00 0.00 0.00 0 0.00 1.72 0.08761 .027846 0.05 0.260 0.00 256.73 458.73 0.352 459.082 3.2 8.60 1.149 460.231 0.00 0.625 2.00 0.00 0.00 0 0.00 ' 1.47 0.08761 .024317 0.04 0.260 0.00 258.20 45 8.86 0.363 459.222 3.2 8.21 1.045 460:267 0.00 0.625 2.00 0.00 0.00 0 0.00 1.23 0.08761 .021237 0.03 0.260 '0.00 OC]LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORMAN.IJ LINE " I " DESIGN Q = Q100 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 araaaraaaaaaaaaaararaaraaaraaraaaaaaaaraaaaaaaaaaraaaaaaaaarasaaaaaaaaraarrraaaaaraarraaarraaaraaaaaraaaraaarraraaaaaaaaaaaraararra 259.43 458.97 0.376 459.343 3.2 7.80 0.946 460.289 0.00 0.625 2.00 0.00 0.00 0 0.00 1.08 0.08761 .018557 0.02 0.260 0.00 260.51 459.06 0.388 459.450 3.2 7.44 0.860 460.310 0.00 0.625 2.00 0.00 0.00 0 0.00 0.91 0.08761. .016200 0.01 0.260 0.00 261.42 459.14 0.401 459.543 3.2 7.11 0.785 460.328 0.00 0.625 2.00 0.00 0.00 0 0.00' 0.78 0.08761 .014159 0.01 0.260 0.00 262.20 459.21 0.415 459.625 3.2 6.78 0.714 460.339 0.00 0.625 2.00 0.00 0.00 0 0.00 0.68 0.08761 .012376 0.01 0.260 0.00 262.88 459.27 0.429 459.698 3.2 6.45 0.646 460.344 0.00 0..625 2.00 0.00 0.00 0 0.00 0.57 0.08761 .010819 0.01 0.260 0.00 263.45 459.32 0.444 459.763 3.2 6.15 0.588 460.351 0.00 0.625 2.00 0.00 0.00 0 0.00 0.49 0.08761 .009460 0.00 0.260 0.00 263.94 459.36 0.459 459.821 3.2 5.87 0.535 460.356 0.00 0.625 2.00 0.00 0.00 0 0.00 0.41 0.08761 .008271 0.00 0.260 0.00 264.35 459.40 0.475 459.873 3.2 5.59 0.486 460.359 0.00 0.625 2.00 0.00 0.00 0 0.00 0.36 0.08761 .007232 0.00 0.260 0.00 264.71 459,43 0.491 459.920 3.2 6.33 0.442 460.362 0.00 0.625 2.00 0.00 0.0 0 0.00 0.28 0.08761 .006324 0.00 0.260 0.00 264.99 459.45 0.508 459.962 3.2 5.09 0.402 460.364 0.00 0.625 2.00 0.00 0.00 0 0.00 0.24 0.08761 .005529 0.00 0.260 0.00 265.23 459.48 0.525 460.000 3.2 4.85 0.365 460.365 0.00 0.625 2.00 0.00 0.00 0 0.00 0.17 0.08761 .004838 0.00 0.260 0.00 EOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 4 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NORMAN.I] LINE " I " DESIGN Q = Q100 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 i} i♦}#+ 4} ttti++ t#+# t} iiittitt# 4}# 4} it# it# 4tttitii} i# i# i4ii4i #titt4ittit+it+it+t +4i+#i++# iii }4}i# #ikt +ki }# }it}kt}}it }44}4 } +}4 ♦t +tilt 265.40 459.49 0.544 460.034 3.2 4.62 0.332 460.366 0.00 0.625 2.00' 0.00 0.00 0 0.00 4.67 0.00642 .004271 0.02 0.500 0.00 270.07 459.52 0.560 460.080 3.2 4.44 0.306 460.386 0.00 0.625 2.00 0.00 0.00 0 0.00 0.88 0.00496 .003987 0.00 0.530 0.00 270.95 459.52 0.562 460.086 3.2 4.41 0.303 460.389 0.00 0.625 2.00 0.00 0.00 0 0:00 5.92 0.00496 .003705 0.02 0.530 0..00 276.87 459.55 0.582 460.136 3.2 4.20 0.275 460.411 0.00 .0.625 2.00 0.00 0.00 0 0.00 2.89 0.00496 .003244 0.01 0.530 0.00 279.76 459.57 0.602 460.170 3.2 4.01 0.250 460.420 0.00 0.625 2.00 0.00 0.00 0 0.00 0.38 0.00496 .002832 0.00 0.530 0.00 280.14 459.57 0.625 460.195 3.2 3.81 0.226 460.421 0.00 0.625 2.00 0.00 0.00, 0 0.00 JUNCT STR 0.00364 .001401 0.00 0.00 282.89 459.58 0.908 460.488 1.6 1.15 0.021 460.509 0.00 0.438 2.00 0.00 0.00 0 0.00 6.56 0.00500 .000296 0.00 0.430 0.00 289.45. 459.61 0.875 460.488 1.6 1.21 0.023 460.511 0.00 0.438 2.00 0.00 0.00 0 0.00 6.16 0.00500 .000340 0.00 0.430 0.00 2.95.61 459.64 0.844 460.488 1.6 1.27 0.025 460.513 0.00- 0.438 2.00 0.00 0.00 0 0.00 5.97 0.00500 .000387 0.00 0.430 0.00 301.58 459.67 0.814 460.487 1.6 1.33 0.028 460.515 0.00 0.438 2.00. 0.00 0.00 0 0.00 3.31 0.00500 .000428 0.00 0.430 0.00 304.89 459.69 0.798 460.488 1.6 1.37 0.029 460.517 0.00 0.438 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 5 WATER SURFACE PROFILE LISTING SPECIFIC. PLAN 90 -015 IFILE:C: \WSPG1 \NORMAN \NORMAN.I) LINE " I " DESIGN Q = Q100 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 *i4#4 *i4ii * # ## *ti #4# iii**# ti4# }#Mii* # # #t* # #4 #i4i }#i }iit44t44# iii #it* #t4 #44k4k4ttitti* #414#4 # # * # # * # #* *iii #4# *44#iiiti # *i #iMMi # # #4#ik 304.89 459.69 0.853 460.543 1.6 0.15 0.000 460.543 0.00 0.079 4.48 12.79 0.00 0 0.000 (IODATE: 7/26/1999 TIME: 13:23 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 DIAI4ETER WIDTH DROP CD 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 5.00 12.79 0.00 00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NOR14AN \NORI4AN.JI HEADING LINE NO 2 IS - LINE " J " HEADING LINE NO 3 IS - DESIGN Q = Q100 m F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEI4ENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 92.35 456.00 1 469.50 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 473.75 471.81 1 0.010 0.00 75.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 480.75' 472.10 1 0.010 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE. ANG PT MAN H 485.42 472.13 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 5 IS A REACH + * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 507.00 472.24 1 0.010 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 660.75 473.00 1 0.010 0.00 0.00 0.00 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 663.50 473.02 1 4 0 0.010 8.7 0.0 477.67 0.00 90.00 0.00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 693.50 473.17 1 0.013 0.00 0.00 0.00 •0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 693.50 473.17 5 0.200 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 693.50 473.17 5 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 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NORMAN \NOR14AN.J) LINE " J " DESIGN Q = Q100 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 NOP14 DEPTH ZR 92.35 456.00 13.500 469.500 17:4 3.54 0.195 469.695 0.00 1.412 2.50 0.00 0.00 0 0.00 270.88 0.04145 .001065 0.29 0.674 0.00 363.23 467.23 2.599 469.828 17.4 3.54 0.195 470.023 0.00 1.412 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 363.23 467.23 0.714 467.943 17.4 15.03 3.506 471.449 0.00 1.412 2.50 0.00 0.00 0 0.00 22.16 0.04145 .032405 0.72 0.674 0.00 385.39 468.15 0.727 468.874 17.4 14.66 3.337 472.211 0.00 1.412 2.50 0.00 0.00 0 0.00 22.97 0.04145 .029331 0.67 0.674 0.00 408.36. 469.10 0.752 469.852 17.4 13.98 3.033 472.885 0.00 1.412 2.50 0.00 0.00 0 0.00 15.84 0.04145 .025670 0.41 0.674 0.00 424.20 469.76 0.778 470.534 17.4 13.33 2.761 473.295 0.00 1.412 2.50 0.00 0.00 0 0.00 11.74 0.04145 .022482 0.26 0.674 0.00 435.94 470.24 0.806 471.049 17.4 12.71 2.508 473.557 0.00 1.412 2.50 0.00 0.00 0 0.00 9.20 0.04145 .019695 0.18 0.674 0.00 445.14 470.62 0.834 471.458 17.4 12.12 2.280 473.738 0.00 1.412 2.50 0.00 0.00 0 0.00 7.32 0.04145 .017254 0.13 0.674 0.00 452.46 470. -93 0.864 471.792 17.4 11.55 2.073 473.865 0.00 1.412 2.50 0.00 0.00 0 0.00 5.98 0.04145 .015126 0.09 0.674 0.00 458.44 471.18 0.895 472.071 17.4 11.02 1.886 473.957 0.00 1.412 2.50 0.00 0.00 0 0.00 4:95 0.04145 .013261 0.07 0.674 0.00 463.39 471.38 0.927 472.307 17.4 10.50 1.712 474.019 0.00 1.412 2.50 0.00 0.00 0 0.00 4.11 0.04145 .011628 0.05 0.674 0.00 OCILICENSEE, MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 (FILE:C: \WSPG1 \NOR14AN \NOR14AN.J] LINE " J ^ DESIGN Q = Q100 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 NOR14 DEPTH ZR ititt *}ttitiiitttttttt#t*i} }iii }iti} } }ii* #i ### iii**#**##**# t* ki*} kii*}** t} ii# t* titti# tt* it##*# t#*#* i #i ##ik44#i*i }#t*i}ti *i* ###4k##* ' 467.50 471.55 0.960 472.511 17.4 10.02 1.558 474.069 0.00 1.412 2.50 0:00 0.00 0 0.00 3.41 0.04145 .010200 0.03 0.674 0.00 470.91 471.69 0.995 472.687 17.4 9.55 1.416 474.103 0.00 1.412 2.50 0.00 0.00 0 0.00 2.84 0.04145 .008954 0.03 0.674 0.00 . 473.75 471.81 1.032 472.842 17.4 9.11 1.287 474.129 0.00 1.412 2.50 0.00 0.00 0 0.00 2.20 0.04143 .007894 0.02 0.674 0.00 475.95 471.90 1.066 472.967 17.4 8.71 1.178 474.145 0.00 1.412 2.50 0.00 0.00 0. 0.00 1.94 0.04143 .006967 0.01 0.674 0.00 477.89 471.98 .1.106 473.088 17.4 8.31 1.071 474.159 0.00 1.412 2.50 0.00 0.00 0 0.00 1.60 0.04143 .006124 0.01 0.674 0.00 479.49 472.05 1.147 473.195 17.4 7.92 0.973 474.168 0.00 1.412 2.50 0.00 0.00 0 0.00 1.26 0.04143 .005385 0.01 0:674 0.00 480.75 472..10 1.190 473.290 17.4 7.55 0.885 474.175 0.00 1.412 2.50 0.00. 0.00 0 0.00 4.67 0.00642 .004990 .0.02 1.110 0.00 485.42 472.13 1.197 473.327 17.4 7.49 0.872 474.199 0.00 1.412 2.50 0.00 0.00 0 0.00 21.58 0.00510 .004906 0.11 1.185 0.00 507.00 472.24 1.202 473.442 17.4 .7.46 0.863 474.305 0.00 1.412 2.50 0.00 0.00 0 0.00 . 60.48 0.00494 .004801 0.29 1.195 0.00 567.48 472.54 1.212 473.751 17.4 7.37 0.844 474.595 0.00 1.412 2.50 0.00 0.00 0 0.00 61.81 0.00494 .004446 0.27 1.195 0.00 629.29 472.84 1.258 474.102 17.4 7.03 0.767 '474.869 0.00 1.412 2.50 0.00 0.00 0 0.00 21.17 0.00494 .003915 0.08 1.195 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [ FILE:C: \WSPG1 \NORI4AN \NORMAN.J] LINE " J " DESIGN Q = Q100 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR 1 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR araaa +rrrrararraaaarrsa+ rata+ aara++ raa+ aa+ rraaarsasraartaraaat +ra +t +tt +aa+ tart++++++ aa+ a+ taraar+ trrtarrararr +r +ttrtt +aarrttrrrratar 650.46 472.95 1.306 474.255 17.4 6.70 0.698 474.953 0.00 1.412 2.50 0.00 0.00 0 0.00 8.32 0.00494 .003451 0.03 1.195 0.00 658.78 472.99 1.357 474.347 17.4 6.39 0.634 474.981 0.00 1.412 2.50 0.00 0.00 0 0.00 1.97 0.00494 .003043 0.01 1.195 0.00 660.75 473.00 1.412 474.412 17.4 6.09 0.576 474.988. 0.00 1.412 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00727 .001548 0.00 0.00 663.50 473.02 2.149 475.169 8.7 1.94 0.058 475.227 0.00 0.983 2.50 0.00 0.00 0 0.00 23:70 0.00500 .000436 0.01 0.940 0.00 687.20 473.14 2.035 475.174 8.7 2.03 0.064 475.238 0.00 0.983 2.50 0.00 0.00 0 0.00 6.30 0.00500 .000462 0.00 0.940 0.00 693.50 473.17 2.005 475.175 8.7 2.06 0.066 475.241 0.00 0.983 2.50 0.00 0.00 0 0.00 0.00 WALL ENTRA14CE 693.50 473.17 2.131 475.301 8.7 0.32 0.002 475.303 0.00 0.243 5.00 12.79 0.00 0 0.000 E13DATE: 7/26/1999 TIME: 15:59 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 1 4 2.50 CD 2 4 2.00 CD 3 4 1.50 CD 4 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 5 2 0 0.00 8.69 12.79 0.00 00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NOR14AN \J4ORMAN.L] HEADING LINE NO 2 IS - LINE L " HEADING LINE NO 3 IS - DESIGN Q Q100 oll 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 100.00 444.00 1 455.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 352.66 449.63 1 0.010 0.00 0.00 0.00 0 ELE14ENT NO 3 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 357.33 449.65 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 4'IS A REACH * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 610.00 450.92 1 0.010 0.00 4,5.00 0.00 0 ELEMENT NO' S IS A REACH + + + I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 613.00 450.93 1 0.010 0.00 0.00 0.00 0 li ELEMENT NO 6 IS A REACH + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 617.67 450.95. 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 7 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT 14AN H 852.66 452.13 1 0.010 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 857.33 452.15 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1101.00 453.37 1 0.010 0.00 18.50 0.00 0 ELE14ENT NO 10 IS A REACH " U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1104.00 453.39 1 0.010 0.00 0.00 0.00 1 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT 14AN H 1112.00 453.43 1 0.010 0.00 0.00 0.00 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT' SECT N RADIUS ANGLE ANG PT 14AN H 1125.00 453.49 1 0.010 0.00 0.00 0.00 0 ELEMENT 110 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1127.75 454.00 2 4 0 0.010 7.0 0.0 462.53 0.00 90.00 0.0000 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT 14AN H 1153.75 454.14 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A WALL ENTRANCE ` U/S DATA STATION INVERT SECT FP 1153.75 454.14 5 0.200 ELE14ENT NO 16 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1153.75 454.14 5 0.00 NO EDIT ERRORS ENCOUNTERED "* - COMPUTATION IS NOW BEGINNING WATER SURFACE ELEVATION GIVEN IS LESS THA14 OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OOLICENSEE: MORSE ** WAR14ING NO. 2 - PAGE 1 CONSULTING GROUP F0515P WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORMAN.L) LINE " L ^ DESIGN Q = Q100 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 aaaaaaraaraaarraaaaataataaataaaa taararatrraaraaararraararrrsaasaaaatrarrraarraaaaarraaarrarraaaarrrarraaaaaaaaaaaaaraaatraarartaarr 100.00 444.00 11.300 455.300 14.0 2.85 0.126 455.426 0.00 1.260 2.50 0.00 0.00 0 0.00 252.66 0.02228 .000689 0.17 0.710 0.00 352.66 449.63 5.844 455.474 14.0 2.85 0.126 455.600 . 0.00 1.260 2.50 0.00 0.00 0 0.00 4.67 0.00428 .000689 0.00 .1.100 0.00 357.33 449.65 5.834 455.484 14.0 2.85 0.126 455.610 0.00 1.260 2.50 0.00 0.00 0 0.00 252.67. 0.00503 .000689 0.17 1.052 0.00 610.00 450.92 4.756 455.676 14.0 2.85 0.126 455.802 0.00 1.260 2.50 0.00 0.00 0 0.00 3.00 0.00333 .000689 0.00 1.181 0.00 613.00 450.93 •4.748 455.678 14.0 2.85 0.126 455.804 0.00 1.260 2.50 0.00 0.00 0 0.00, 4.67 0.00428 .000689 0.00 1.100 0.00 617.67 450.95 4.737 455.687 14.0 2.85 0.126 455.81.3 0.00 1.260 2.50 0.00 0.00 0 0.00 234.99 0.00502 .000689 0.16 1.052 0.00 852.66 452.13 3.719 455.849 14.0 2.85 0.126 455.975 0.00 1.260 2.50 0.00 0.00 0 0.00 4.67 0.00428 .000689 0.00 1.100 0.00 857.33 452.15 3.709 455.859 14.0 2.85 0.126 455.985 0.00 1.260 2.50 0.00 0.00 0 0.00 243.67 0.00501 .000689 0.17 1.053 0.00 1101.00 453.37 2.668 456.038 14.0 2.85 0.126 456.164 0.00 1.260 2.50 0.00 0.00 0 0.00 3.00 0.00667 .000689 0.00 0.973 0.00 1104.00 453.39 2.657 456.047 14.0 2.85 0.126 456.173 0.00 1.260, 2.50 0.00 0.00 0 0.00 8.00 0.00500 .000689, 0.01 1.053 0.00 1112.00 453.43 2.622 456.052 14.0 2.85 0.126 456.178 0.00 1.260 2.50 0.00 0.00 0 0.00 13.00 0.00462 .000689 0.01 1.080 0.00 OOLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 ( FILE:C: \WSPG1 \NORI4AN \NORMAN.L] LINE " L " DESIGN Q = Q100 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 t* i* i*** i' t♦ i*** i* i** iiiitti* itiiitifi*i itfittiit ttitttt* ii** iiititiii* t* iit* itt* tt* tiiit* tikiait* tiiiiiiiiiiiiiiiliii iikiikiitiiiit 1125.00 453.49 2.571 456.061 14.0 2.85 0.126 456.187 0.00 1.260 2.50 0.00 0.00 0 0.00 JUNCT STR 0.18546 .000628 0.00 0.00 1127.75. 454.00 2.251 456.251 7.0 2.23 0.077 456.328 0.00 0.939 2.00 0.00 0.00 0 0.00 26.00 0.00539 .000957 0.02 0.904 0.00 1153.75 454.14 WALL ENTRANCE 1153.75 454.14 2.136 456.276 7.0 2.23 0.077 456.353 0.00 0.939 2.289 456.429 7.0 0.24 0.001 456.430 0.00 0.210 2.00 0.00 0.00 0 0.00 0.00 8.69 12.79 0.00 0 0.000 00DATE: 7/27/1999 TIME: 7:14 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. 1 4 4.00 CD 2 4 3.50 CD 3 4 3.00 CD 4 4 2.50 CD 5 4 2.00 CD 6 4 1.50 CD 7 3 0 0.00 0.50 12.79 0.00 0.00 0.00 CD 8 3 0 0.00 0.50 6.39 0.00 0.00 0.00 CD 9 2 0 0.00 4.00 3.00 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - 'TITLE CARD LISTING HEADING LINE NO 1 IS - SPECIFIC PLAN 90 -015 [FILE: C: \WSPG1 \NORMAN \NORMAN.M] HEADING LINE NO 2 IS - LINE " 14 " HEADING LINE NO-3 IS - DESIGN Q = Q100 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 100.00 444.78 2 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 144.66 445.01 2 0.010 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 147.41 445.03 2 7 0 0.013. ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 169.41 445.14 2 0.013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 172.16 445.15 2 7 0 0.010 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N WE W S ELEV 455.00 1.■ RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 10.7 0.0 454.70 0.00 90.00 0.00 RADIUS ANGLE. ANG PT MAN H 0.00 0.00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 10.7 0.0 454.70 0.00 90.100 0.00 RADIUS ANGLE ANG PT MAN H 1.■ 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 11.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT 14AN H 0.00 0.00 0.00 000 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 * r s Q3 Q4 INVERT -3 INVERT -d PHI 3 PHI 4 8.3 0.0 457.90' 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 r + + Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8.4 0.0 457.90 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 180.58 445.20 2 0.010 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N 185.25 445.72 3 .0.010 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 316.25 446.37 3 0.010 ELEI4ENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 367.81 446.63 3 0.010 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 523.52 447.41 3 0.010 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 526.52 447.43 3 0.010 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 531.19 447.45 3 0.010 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 550.86 447.55 3 0.010 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 704.61 448.32 3 0.010 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 707.36 448.33 3 8 0 0.013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 733.36 448.46 3 0.013 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 736.11 449.47 5 8 0 0.010 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 771.90 449.67 5 0.010 ELEMENT NO 19 IS A TRANSITION * r r U/S DATA STATION INVERT SECT N 776.32 450.19 6 0.010 ELEMENT NO 20 IS A REACH 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 11.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT 14AN H 0.00 0.00 0.00 000 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 * r s Q3 Q4 INVERT -3 INVERT -d PHI 3 PHI 4 8.3 0.0 457.90' 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 r + + Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8.4 0.0 457.90 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.66 451.36 6 0.010 0.00 0.00 0.00 0 ELEMENT NO 21 IS A REACH * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.33 451.38 6 0.010 0.00 0.00 0.00 1 ELEMENT NO 22 IS A REACH + * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1243.27 452.51 6 0.010 0.00 11:25 0.00 001 F 0 5 1 5 P PAGE NO 4 WATER SURFACE PROFILE - ELE14ENT CARD LISTING ELEMENT NO 23 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE. ANG PT MAN H 1258.65 452.60 6 0.010 0.00 0.00 0.00 0 ELEMENT NO 24 IS A WALL ENTRANCE + UIS DATA STATION INVERT SECT FP 1258.65 452.60 9 0.200 ELEMENT NO 25 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECT W S ELEV 1258.65 452.60 9 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 ODLICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [FILE:C: \WSPG1 \NORMAN \NORMAN.M] LINE " M " DESIGN Q = Q100 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 aaa aaaaaaraaaartrrrararaaaaaaaaaaaaaa aaa araaaraaaaaaaaraatra rarraaaaaa raaratarta asara asarararrraaaraaaaaaaaaaaaarara rarraaaaaaaaraa 100.00 444.78 10.220 455.000 40.7 4.23 0..278 455.278 0.00 1.985 3.50 0.00 0.00 0 0.00 44.66 0.00515 .000968 0.04 1.611 0.00 144.66 '445.01 10.033 455.043 40.7 4.23 0.278 455.321 0.00. 1.985 3.50 0.00 0.00 0 .0.00 JUNCT STR 0.00727 .001263 0.00 0.00 147.41 445.03 10.271 455.301 30.0 3.12 0.151 455.452 0.00 1.692 3.50 0.00 0.00 0 0.00 22.00 0.00500 ..000889 0.02 1.585 0.00 169.41 445.14 10.180 455.320 30.0 3.12 0.151 455.471 0.00 1.692 3.50 0:00 0.00 0' 0.00 JUNCT STR 0.00364 .000372 0.00 _ 0.00 172.16 445.15 10.348 455.498 19.3 2.01 0.062 455.560 0.00 1.344 3.50 0.00 0.00 0 0.00 8.42 0.00594 .000218 0.00 1.037 0.00 180.58 445.20 10.300 455.500 19.3 2.01 0.062 455.562 0.00 1.344 3.50 0.00 0.00 0 0.00 TRANS STR 0.11135 .000356 0.00 0.00 185.25 445.72 9.739 455.459 19.3 2.73 0.116 455.575 0.00 1.409 3.00 0.00 0.00 0 0.00 131.00 0.00496 .000495 0.06 1.160 0.00 316.25 446.37 9.162 455.532 19.3 2.73 0.116 455.648 0.00 1.409 3.00 0.00 0.00 0 0.00 51.56 0.00504 .000495 0.03 1.152 0.00 367.81 446.63 8.928 455.558 19.3 2.73 0.116 455.674 0.00 1.409 3.00 0.00 0.00 0 0.00 155.71 0.00501 .000495 0.08 1.155 0.00 523.52 447.41 8.241 455.651 19.3 2.73 0.116 455.767 0.00 1.409 3.00 0.00 0.00 0 0.00 3.00 0.00667 .000495 0.00 1.070 0.00 526.52 447.43 8.223 455.653 19.3 2.73 0.116 455.769 0.00 1.409 3.00 0.00 0.00 0 0.00 4.67 0.00428 .000495 0.00 1.205 0.00 CIDLICENSEE: 14ORSE CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 [ FILE :C: \WSPG1 \NORI4AN \NORI4AN.14J LINE " 14 " DESIGN Q = Q100 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 /ELE14 SO SF AVE HF NOR14 DEPTH ZR ki# t} i#+}} ik}}} 4k#+ i} k}#} ti+} i #kki++i}}ii+i}i +++i ++i }i}k}}#t iii }+ikiiikikiii}ki} kit+ i} i} i# ittiMi+k+ ti + }itk+kitk +ii +i# ##kkt # #i }kkkti 531.19 447.45 8.211 455.661 19.3 2.73 0.116 455.777 0.00 1.409 3.00 0.00 0.00 0 0.00 19.67 0.00508 _ .000495 0.01 1.150 0.00 550.86 447.55 8.120 455.670 19.3 2.73 0.116 455.786 0.00 1.409 3.00 0.00 0.00 0 0.00 153.75 0.00501 .000495 0.08 1.155 0.00 704.61 448.32 7.427 455.747 19.3. 2.73 0.116 455.863 0.00 1.409 3..00 0.00 0.00 0 0.00 JUNCT STR 0.00364 .000554 0.00 0.00 707.36 448.33 7.574 455.904 11.0 1.56 0.038 455.942 0.00 1.051 3.00 0.00 0.00 0 0.00 26.00 0.00500 .000272 0.01 0.984 0.00 733.36 448.46 7.452 455.912 11.0 1.56 0.038 455.950 0.00 1.051 3.00 0.00 0.00 0 0.00 JUNCT STR 0.36727 .000120 0.00 0.00 736.11 449.47 6.533 456.003 2.6 0.83 0.011 456.014 0.00 0.562 2.00 0.00 0.00 0 0.00 • • • 35.79 0.00559 .000078 0.00 0.460 0.00 771.90 449.67 6.336 456.006 2.6 0.83 0.011 456.017 0.00 0.562 2.00 0.00 0.00 0 0.00 TRANS STR 0.11765 .000220 0.00 0.00 776.32 450.19 5.798 455.988 2.6 1.47 0.034 456.022 0.00 0.611 1.50 0.00 0.00 0 0.00 237.34 0.00493 .000363 0.09 0.530 0.00 1013.66 451.36 4.714 456.074 2.6 1.47 0.034 456.108 0.00 0.611 1.50 0.00 0.00 0 0.00 4.67 0.00428 .000363 0.00 0.550 0.00 1018.33 451.38 4.698 456.078 2.6 1.47 0.034 456.112 0.00 0.611 1.50 0.00 0.00 0 0.00 224.94 0.00502 .000363 0.08 0.530 0.00 1243.27 452.51 3.652 456.162 2.6 1.47 0.034 456.196 0.00 0.611 1.50 0.00 0.00 0 0.00 15.38 0.00585 .000363 0.01 0.510 0.00 OOLICE14SEE: MORSE CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING SPECIFIC PLAN 90 -015 ( FILE :C: \WSPG1 \NORI•tAN \NORI4AN.141 LINE " 1.1 " DESIGN Q = Q100 STATIO14 INVERT DEPTH W.S. Q VEL VEL E14ERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELE14 SO SF AVE HF NORM DEPTH ZR + a++ a+ at++ aara+ rr+ taarrt++ ta+ t+ raaaa+ ar+ raaataraaat+ aa+ tattaarstarrarr+ rrta+ ataa+ at+ raatta+ a+++ ttrtttttttr +ttaattratrrat +tararaaaar 1258.65 452.60 3.567 456.167 2.6 1.47 0.034 456.201 0.00 0.611 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1258.65 452.60 3.633 456.233 2.6 0.24 0.001 456.234 0.00 0.286 4.00 3.00 0.00 0 0.000 U-.� _• f) XTPUaddv-0 0 • • COVER TYPE DESCRIPTIONS NATURAL COVERS - Barren - Areas with 15 percent or less of the ground surface covered by plants or. 1 tter. It includes rockland, eroded land, and shaped or graded land. Barren land does not include fallow land. Chaparral, Broadleaf - Areas on which the principal vegetation consists of ever- green shrubs with broad, hard, stiff leaves such as manzonita, ceanothus and scrub oak. The brush cover is usually dense or moderately dense. Chaparral, Narrowleaf - Land on which the principal vegetation consists of dif- fusely branched evergreen shrubs with fine needle -like leaves such as chamise and redshank. The shrubs are usually widely spaced and low in growth. If the narrowleaf chaparral shrubs are dense and high; the land should be included with broadleaf chaparral cover. Grass, Annual - Land on which the principal vegetation consists of annual grass and weeds such as annual brumes, wild barley, soft chess, ryegrass and filaree. Grass, Perennial - .Areas on which the principal vegetation consists of perennial grass, either native or introduced, and which grows under normal dryland condi- tions. Examples are Stipa or needle grass, Harding grass and wheat grass. It does not include irrigated and meadow grasses. Meadow - Land areas with seasonally high water table, often called cienegas. Principal vegetation consists of sod - forming grasses interspersed with other plants. Open Brush - Principal vegetation consists of soft wood shrubs, usually grayish in color. Examples include California buckwheat, California sagebrush, black sage, white sage and purple sage. It also includes vegetation on desert facing slopes where broadleaf chaparral predominate in an open shrub cover. Woodland - Areas on which coniferous or broadleaf trees predominate. The crown or canopy density, the amount of ground surface shaded at high noon, is at . least 50 percent. Open areas may have a cover of annual or perennial grasses or of brush. Plant cover under the trees is usually sparse because of leaf or needle litter accumulation. Woodland, Grass - Areas with an open cover of broadleaf or coniferous trees usu- ally live oak and pines, with the intervening ground space occupied by annual grasses or weeds. The trees may occur singly or in small clumps. Canopy den - sity,the amount of ground surface shaded at high noon,is from 20 to 50 percent. URBAN COVERS - Residential or Commercial Landscaping - The pervious portions of commercial establishments, single and multiple family dwellings, trailer parks and schools where the predominant land cover is lawn, shrubbery and trees. RCFC a WCD TJYDROLOGY MANUAL PLATE C -2 (1 of 2) COVER TYPE DESCRIPTIONS IuRBAN COVERS (cont.) - Turf = Golf courses, parks, cemeteries, and similar lands where the predominant cover is irrigated mowed close -grown turf grass.- Parks in which trees are dense ray be classified as woodland. (AGRICULTURAL COVER - Fallow - Fallow land is land plowed but not yet seeded or tilled. It is more effective than barren land in reducing storm runoff. Legumes, Close Seeded - Alfalfa, sweetclover, timothy, etc. and combinations, either planted in close rows or broadcast. Orchards, Deciduous - Land planted to such deciduous trees as apples, apricots, pears, walnuts and.almonds.. The ground cover during the rainy reason alters the hydrologic response to storm rainfall. Ground cover may be annual grass or perennial grass with or without legumes. Occasionally legumes are used alone. Use runoff index numbers which apply to the land use or the kind and condition of'cover during storm periods. If orchards are kept bare by disking, or through the use of herbicides, fallow applies. Orchards, Evergreen - Land planted to evergreen trees which include citrus and avocado orchards and coniferous plantings. The effectiveness of this kind of land use is in part determined by the tree, the litter and the ground cover. In these groves the ground cover may be legumes alone or annual or perennial grasses with or without legumes. The ground cover may be entirely litter if the tree canopy is sufficiently dense to produce a substantial quantity of fallen leaves or needles. As with deciduous orchards, management practices affect the runoff potential of evergreen orchards. Pasture, Dryland - Equivalent to annual. grass. Land on which the principal veg- etation consists of annual grasses and weeds such as annual brumes, wild barley, soft chess, ryegrass and filaree. Pasture, Irrigated - Irrigated land planted to perennial grasses and legumes for production of forage and which is cultivated only to establish or renew the stand of plants. Row Crops - Lettuce, tomatoes, sugar beets, tulips or any field crop planted in rows far enough apart that most of the soil surface is exposed to rainfall im- pact throughout the growing. season. At plowing, planting and harvest times it is equivalent to fallow. Small Grain - Wheat, oats, barley, flax, etc. planted in rows close enough that the soil surface is not exposed except during planting and shortly thereafter. Vineyards - As with orchards, ground cover and land condition must be consider- ed in estimating runoff potential. Use runoff index numbers which apply to the kind and condition of cover. For example either annual grass or fallow may apply. Reference: Bibliography item No. 17. R C F C a W C D COVER TYPE HYDROLOGY MANUAL DESCRIPTIONS PLATE C -2 (2 of 2) C RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS ARIA -A-MC II Cover Type (3). Quality of Soi1.G Cover (2) , A.. , • 0 • • NATURAL COVERS - Barren (Rockland, eroded and graded land) Chaparrel, Broadleaf (Manzonita, ceanothus and scrub oak) Chaparrel,'Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Meadows or Cienegas (Areas with seasonally high water-table, principal - vegetation is sod forming grass) Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Woodland (Coniferous or broadleaf trees predominate. Canopy density -is at least 50 percent) Woodland, Grass (Coniferous or broadleaf trees with canopy density frcm.20 to 50 percent) URBAN COVERS Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) RCFC a WCD HYDROLOGY MANUAL 78 186 191 193 Poor 53 70 80 85 Fair 40 63 75 81 Good 31 57 71 78 Poor 71 82 88 91 Fair 55 72 81 86 Poor 67 78 86 89, Fair 50 69 79 84 Good 38 61 74 80 Poor 63 77 85 88 Fair 51 70 80 84 Good 30 58 72 78 Poor 62 76 84 88 Fair 46 66 77 83 Good 41 63 75 81 Poor 45 66 77 83 Fair 36 60 73 79 Good _ 28 55 70 77 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Good 132 )156 169' 175 Poor k44 74 183 187 Fair 65 77 82 Good 158 72 79 76 185 190 192 RUNOFF INDEX-. NUMBERS FOR . PERVIOUS AREA PLATE D -5.5 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Quality of Soil Group Cover Type (3) Cover (2) A B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 133 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 vineyard See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor- Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C. a w C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREA PLATE D-5.5(2 of 2) 1 0 C7 ACTUAL IMPERVIOUS COVER Land Use (1) Natural or Agriculture Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 20,000 S. F. (� Acre) Lots 7,200 - 10,000 S. F. Lots Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial Notes: Range- Percent 0 - 10 10 -25 30 -45 45 55 45 - 70 65 -90 60 - 85 80 -100 Recommended Value For Average Conditions- Percent42 7 37 40 50 65 80 75 90 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a WCD }'HYDROLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE D-5.6 1 • RUNOFF COEFFICIENT CURVE DATA The data in the following tables may be used to develop runoff coefficient (C) curves for any combination of runoff index (RI) number and antecedent mositure condition (AMC). For an RI number with an AMC of II (from Plate D-5.5) enter the tables on the following pages and plot the . "C" curve data directly on Plate D-5.6. "C" curve data is given for even RI numbers only, but values may easily be interpolated for odd RI numbers: For an AMC of.I or III enter the tabulation on this page with the RI for AMC II, and read the appropriate RI for AMC I or III. Use this revised RI to enter the tables on the following pages to deter- mine "C ". For example if RI = 40 for AMC II, then RI 22 for AMC I and RI = 60 for AMC III. AMC ADJUSTMENT RELATIONSHIPS RI x011 RI R0R OTHER 6RC II 6HC COHOITI011S/ RI ►00 6HC II RI R00 OTHER 6HC COMOITIOHSI 6110 I 6HC III 6HC I INC tt1 ' 10 -- 22 ll -- 24 SS S6 1S 7• 7• TS 12 -- 2S 13 -- 27 S1 S6 77 76 7S 76 14 -- 26 S+ 7+ 77 1S — 10 16 -- 71 60 61 40 •1 76 16 1 7 -- 33 62 42 1+ 16 -- 34 l9 -- 76 67 64 47 •• 60 61 20 -- 77 2l IO 76 6S 66 •S •6 62 62 22 to 7+ 61 47 63 23 I1 •1 24 11 42 66 6+ 46 so 6• 6• ' 2S 12 •) 26 l2 •• 7O 71 S1 32 6S 66 27 13 46 26 14 47 72 73 SD S• 66 67 2+ 1• 49 74 SS 66 10 IS SO 31 16 S1 75 76 S7 Se 66 6+ 32 6 S2 77 7e S9 60 6+ 90 )• 16 S• 79 .62 91 7S 16 SS 76 10 16 60 61 61 6• +l 92 77 20 ST 36 21 56 62 63 66 •7 it 9] 3+ 21 S9 6• 66 97 40 22 ee ♦1 21 •l sS e6 to 72 o• +• 42 2• 62 •3 2S 61 67 66 71 75 +S 9S •• 2S 64 69 76 96 4S 26 6S 46 27 66 90 91 76 00 96 v7 7 20 67 •6 29 6e 92 93 61 63 97 96 49 )0 69 94 6S 96 So 71 70 Sl ll 70 9S 96 67 69 96 99 92 32 71 S3 )] 72 97 96 91 9• 99 99 S• )• 77 99 97 -- R C F C a W C D RUNOFF COEFFICIENT HYDROLOGY MANUAL CURVE DATA PLATE x-5.7 0 of 12) rams FAMES mass 1' /f i :10' 1 ■or ■DA ■ /A■ INFILTRATION RAPE FOR PERVIOUS AREAS VERSUS RUNOFF INDEX NUMBERS ' VIA A all a. ow'051_4 d s4111111i, KIM MWAP 6�j R IM, f A16 VAR "I'll" ENO, ull MR NITA Iva J.., I Raq fit r% A Mi MIT ~ r , � ^ MAP P. 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Nn :` L i �•� .:a .`f % rte%.\ . ,�•.11 ` i �• _ wno« /� yam{ i /. • �{�� I .. i, l - �pa •'J I M C•m 1: ••dry � PCC ANC11 � 1 • . !� • �' y,• I a /� - 9w::i•• 'c 1 EarA s. L E ,* f._:r•'i Ems.' `,.ystjpa.y a' �Ift '�\� ' .�w T RIVERSIDE COUNTY FLOOD CONTROL c s. I Q'� 'ylir+�''°t' �•a. `.'s. " r EV Al �: ` 7` y �� '`7> ��' ••�.! <:w1� `r 1 <` t �� ,� is ,.O y;. ttr\ and;,. ►'' .ir I . iEX AND �\ j ,dE: :;�t' .'`` ""' r , — �x� '` �,a 1 •,,_:� WATER CONSERVATION DISTRICT �: � ��x.a'' 1•r •� a.., :� —' _ �.-' =� ,1•_,. ::�..;. 2 -YEAR 24 HOUR .et A •� �� '�R•.t MI`��.Y w . J. .� er j � .�L �,•,• I °T j1 :•• � �'s - - `Y � ��/ -I T'- r, •i '.1: .V 'S: , y \ - L 0 _ /y i>' fl i • '� '�,!� I L! • f 1 - .' <•1'.a�•� L i`' ��( � • 1 ��..'.,�t ., .�•.. PRECIPITATION �•fr,�•%[f,/1t��'11�t NA ''�•'' �-� tt • ` a •[i'�•r ,•.�• 1 :f`II M NS Al ~,• ' -i0 i:'i �' „• 1 hl - c.• -a .1 1 >°"1 ' \^j;. \ -._'.1 _ f rs•' 1 "i . o....n/�Q. •fp '\ , `p` \`� 1' , •rll. P•^ ," \C'% n '�.. a 6., \ �L�;� �.J. '.1. -\ 1.' rA..owr• • Mm,N 1, low. / /Q(j1 �;'� • i r Y••,n, .< •• GK•u •• 4 th Taal •,�iw"11• ••r.'; '�'i' }'! �. ,,: ,�.a•\ •.21 -e 1 4 /t ,Jj ) \- i D. n. ��Iaa �,M,.t.�.,,, e . • .., ,.;' ., ti.. 1 .. PLATE- E -5 ♦51' `� � t: � �, MUMM o. "07' �' 71 ip 42� �mo 0 rw7 —27 Mt%* 44 xi ow;' ZL. r i Is ,fir. g Awl u 0, Le 4y • tar 0- 4 3r-p Nis b;_:0 24 k kilo L� A4 76 JL';L .1 64, A Pp. IN X_il lk L wif i V� Nike ;S1�1N m -1 - - ;I 1 1. 9c C 0— 95MA V-4 ';U A'AULA M limm A A T 0 5 V 13 —RIVERSIDE COU WATER C 0 Ml 100 -YEN PREa............ ,,-:I k N C...:: "41 -94- 7— wl liar 'A K 02 pol PAVIA, -7 r Li4i A'. v. ILI =41 Q r 'Nor" .11 ;U�p to � z 41A :67 rr Li '-Ilbwl.f X S){I np. 0 L Atli , K;lv F.0 -no IN t. 0A zg g M Yll 11FAR AIL �m ;ill �XIM IF IL AM !,U PL &d%\q rim 0 M RIVERSIDE COL WATER CON! 100-YEAF PREC in. wq imice. out 5 F '�yA .4.. Zia, AMI ;;;5m IwI �` V e 11A . A .Moe ■rm aim moo mrmmm poho tin p%MI "rj III NA W liar mow 'A" IT AN, "A ffl%tt :P- ��x _15 --j �&Ml- gt'§. �" . t"N &M * FM ri I f. �j der - ml.:aw IL 14 X, 7VIL 0.1 All 0 (I SIVA 0 NA RIVERSIDE COUNTY FLOOD CC AND WATER CONSERVATION DISI _; M-N, 100-YEAR-24-HO PRECIPITATION i 1- CL W 0 J J a / Z fs r _ 3.5 3.5 Iti 3 3 N • W2.5 OF 2.5 U. Z Z . = 2 2 H L ' W J 1.5 / Z Q G� I .5 _ .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: Z ¢0�� I. For intermediate return periods plot 2-year and 100 -year one hour values from maps,theq connect points and read value for desired return period. For example given 2 -year one hour =.50 and 100= year one hour = 1.60' *,25 -year one hour =1.18° - Reference:NOAA Atlas 2,Volume 31- California, 1973. RAINFALL DEPTH VERSUS R C FC. 15 W C D RETURN PERIOD FOR HYDROLOGY 1 \. /JANUAL PARTIAL DURATION SERIES PLATF7 4.5