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HomeMy WebLinkAboutTract No. 13929 and 13929-1 Hydrology StudyT�AGT No. /3929 -/ �/Y o�Aio /.1/0 /392q • G/LIG /�Ef'o�eT ,PEVrs Au6is7"-- /990 .44 iek3. A44NALASTAS zc,. 29438 eXP /so 12A77 PREPARED IN THE OFFICE OF MADOLE AND ASSOCIATES, INC. CONSULTING CIVIL ENGINEERS AND LAND PLANNERS 1820 E. 16th Street SANTA ANA, CALIFORNIA 92701 PHONE 714.835-2548 Vitl. 133-126� TABLE 0f G�N7 A)1 7 7' 7 A/o. /3929-4 0392.7 .5Sc/2/P770N: MG6 Z7G.E pqG / V966 orOiu7eN7's /7/YpeoC-CGY PGAT� (arvAlA6e /,BABA OAR ¢ 1-/Yp, LoG/G /t S ,ocif 44 P /'o ,771G s /o Y - ! l / i e /I41:V7 /501/Y67�IG 5 /oo Yale, /149P 7 • i22t7 ,A)14L /t4 WoL Nyp,P x c y Q/o V 0/ 8 — /7 ,r0410/)AL 447- oo !�'�'22aLo'y c/0 S7ur7Y /5- 2e • 477// al/A) 2z/A)G 3/ —3 'T G �AG,72_ cAe-ceiGATioNs A, I/Lz-AG-6 P,K/ y y 5 ✓�, V/L/ 46 — P rtr4Y A 97 ,0/v4/ 3� co', / y s 66T T2; / /w S r / t/ Z, sT 2 TQ.�/n) A LEA) .e LfrEeIL. 3(v 4�-4-7 AUGUST 21, 1990 J.N. 133-1265 HYDROLOGY REPORT DISCUSSION OF TRACT NO'S. 13929-1 AND 13929 Tracts 13929-1 and 13929 are located in the City of Fontana, County of San Bernardino, California. The tracts are adjacent to existing single family developments to the south, Tract 13325- 3; and to the west, Tracts'13325-1 and 2; to the east is vacant land that, has a city approved tentative tract map; and to the north is vacant land designated by Rancho Fontana specific Plan as a commercial site. The existing drainagepatterns that affect these tracts have been detailed on Plate 1 of this report. The natural direction of drainage flow is to the southwest to a low point in Village Parkway created by Tracts 13325-1, 2 & 3. SUMMARY: The development of these tracts will increase surface water runoff due to the covering of surface soils with impermeable structures and surfaces. This increased runoff combined with the existing runoff from the vacant land to the north will be carried by street flow, using QI0 within T.C. and Q100 within right-of-way. The runoff flows to the low point created by the existing Tracts 13325-1, 2 and 3, and is picked up in a storm drain system that joins the existing storm drain stub from the above tracts. • **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial IE; 4451 Analysis prepared by: MADOLE AND ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CA 92701 PHONE (714)835-2548 ************************** DESCRIPTION OF STUDY ************************** * 010 HYDROLOGY FOR TRACT NO. 13929-1 AND 13929 * * FONTANA, CA. J.N. 133 - 1265 * * AUGUST 23, 1990 F/GE/3929.0/0 * ************************************************************************** FILE NAME: 13929.010 TIME/DATE OF STUDY: 8:42 8/23/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM. PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR.RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000 9 Moe GoGATlON> **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 490.00 UPSTREAM ELEVATION(FEET) = 334.60 DOWNSTREAM ELEVATION(FEET) = 330.00 ELEVATION DIFFERENCE(FEET) = 4.60 TC(MIN.) _ .304*I( 490.00** 3.00)/( 4.60)l** .20 = 9.214 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.078 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE _6 >))?)COMPUTE STREET FLOW TRAVEL TIME THRU 9UB REc :, :;::<. UPSTREAM ELEVATION(FEET) = 330.00 DOWNSTREAM ELEVATION(FEET) = 325.70 STREET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.88 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY = .78 STREET FLOW TRAVEL TIME(MIN.) = 4.21 TC(MIN.) = 13.42 10 YEAR RAINFALL INTENSITY(INCH/HOIR) = 2.456 SOIL CLASSIFICATION IS "A COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 1.00 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 6.31 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = .83 ****************s*****s***********s**************s************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 2.46 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 sssss*s******s*ssss*ss**ss****ssss**s*s***ss*ss*ssss************ss********** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< NATURAL AVERAGE COVER TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 343.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(NIN.) _ .706*(( 995.00** 3.00)/( 16.00)3** .20 = 25.508 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.671 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(INCH/HR) = .8200 SUBAREA RUNOFF(CFS) = 6.35 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 6.35 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL -CHANNEL FLOW««< »»>TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 343.00 DOWNSTREAM NODE ELEVATION(FEET) = 334.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .040 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.35 FLOW VELOCITY(FEET/SEC.) = 1.73 FLOW DEPTH(FEET) = .32 TRAVEL TIME(MIN.) = 6.73 TC(MIN.) = 32.24 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 ») »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.452 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .8200 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 6.25 EFFECTIVE AREA(ACRES) = 19.30 AVERAGED Fm(INCH/HR) = .820 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 10.97 TC(MIN) = 32.24 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 59.00 IS CODE = 6 »»>COMFIUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 334.90 DOWNSTREAM ELEVATION(FEET) = 331.60 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.09 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.33 PRODUCT OF DEPTH&VELOCITY = 2.36 STREET FLOW TRAVEL TIME(MIN.) = .69 TC(MIN.) = 32.93 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.433 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .24 EFFECTIVE AREA(ACRES) = 19.50 AVERAGED Fm(INCH/HR) _ .81 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 10.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 13.31 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH#VELOCITY = 2.33 mutt***t***********tt**********tt********t*t**t*sift#*t****************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 8 »»)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(«(< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.433 SOIL CLASSIFICATION IS °A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 21.60 AVERAGED Fm(INCH/HR) = .781 TOTAL AREA(ACRES) = 21.60 PEAK FLOW RATE(CFS) = 12.68 TC(MIN) = 32.93 ***********************!**************t***:********************************* FLOW PROCESS FROM NODE 59.00 TO NODE 25.00 IS CODE = 6 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((‹ UPSTREAM ELEVATION(FEET) = 331.60. DOWNSTREAM ELEVATION(FEET) = 325.70 STREET LENGTH(FEET) = 380.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF: 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.92 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 15.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF'DEPTHSVELOCITY = 2.43 STREET FLOW TRAVEL TIME(MIN.) = 1.52 TC(MIN.) = 34.45 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.395 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = .47 EFFECTIVE AREA(ACRES) = 22.00 AVERAGED Fm(INCH/HR) _ .77 TOTAL AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) = 12.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY = 2.38 !/ • **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «t »»>AND COMPUTE VARIOUS CONFLUENCE? STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 34.45 RAINFALL INTENSITY(INCH/HR) = 1.39 AVERAGED Fm(INCH/HR) = .77 EFFECTIVE STREAM AREA(ACRES) = 22.00 TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.68 • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) i 15.43 13.42 .698 9.57 Z 13.85 34.45 .739 23.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.43 Tc(MIN.) = 13.421 EFFECTIVE AREA(ACRES) = 9.57 AVERAGED Fm(INCH/HR) = .70 TOTAL AREA(ACRES) = 23.00 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 2 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE11** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 344.40 DOWNSTREAM ELEVATION(FEET) = 331.70 ELEVATION DIFFERENCE(FEET) = 12.70 TC(MIN.) = .389*(( 725.00** 3.00)/( 12.70)1** .20 =' 12.173 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.604 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.53 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.53 ************************************************************************,*** FLOW PROCESS FROM NODE 45.00 TO NODE 60.00 IS CODE = 6 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« UPSTREAM ELEVATION(FEET) = 331.70 DOWNSTREAM ELEVATION(FEET) = 327.10 STREET LENGTH(FEET) = 546.53 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMA.L) = .020 OUTSIDE STREET CRG;SFALL(IECIMALU = 114.1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED LING MEAN FLOW(CFS) = 6.82 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., 1S NEGLECTED. STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 1.46 STREET FLOW TRAVEL TIME(MIN.) = 3.20 TC(MIN.) = 15.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.264 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.56 EFFECTIVE AREA(ACRES) = 4.50 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 7.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH -LEI) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 12.88 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY = 1.55 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»?)DESIGNATE INDEPENDEENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.37 RAINFALL INTENSITY(INCH/HR) = 2.26 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.21 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 60.00 IS CODE = 2 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<“ DEVELOPMENT 'IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)I** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330:00 UPSTREAM ELEVATION(FEET).= 333.70 DOWNSTREAM ELEVATION(FEET) _ '327.10 ELEVATION DIFFERENCE(FEET).= 6.60 TC(MIN.) _ .389*(( 330.00** 3.00)/( 6.60)I** .20 = 8.653 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) _ 2.44 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) 2.44 ******************tt*********t***********t********************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 8.65 RAINFALL INTENSITY(INCH/HR) = 3.20 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.1 Fm(INCH/HR) Ae(ACRES) 8.81 15.37 .485 5.50 8.62 8.65 .485 3.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.81 Tc(MIN.) = 15.370 EFFECTIVE AREA(ACRES) = 5.50 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 5.50 *************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE .50.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)1** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 645.00 UPSTREAM ELEVATION(FEET) = 344.40 DOWNSTREAM ELEVATION(FEET) = 331.70 ELEVATION DIFFERENCE(FEET) = 12.70 TC(MIN.) _ .389*(( 645.00** 3.00)/( 12.70)1** .20 = 11.348 10 YEAR RAINFALL INTENSITY(INCH/H0IJR) = 2.716 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.61 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.716 SOIL CLASSIFICATION) IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.30 SUBAREA RIJNOFrFICFS) = 4.62 EFFECTIVE AREA(ACRES) = 4.10 AVERAGED Fm(INCH/HR) _ .485 TOTAL ARP(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 8.23 TC(MIN) = 11.35 xx*******x******xx******x****xx***x******x*************************x******** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE 6 »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 331.70 DOWNSTREAM ELEVATION(FEET) = 329.20 STREET LENGTH(FEET) = 260.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.79 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE. BASED ONTHE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 14.38 AVERAGE FLOW VELOCITY(FEET/SEC.) _3.14 PRODUCT OF DEPTH&VELOCITY = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 12.73 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.535 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 4.70 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY = 1.68 *x*x**********************x***********x*****xxxx**********x***************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.535 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.77 EFFECTIVE AREA(ACRES) = 6.20 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 11.44 TC(MIN) = 12.73 #******:**********************x***t********************x***x********txx**t FLOP PROCESS FROM MODE 55.00 TO NODE 65.00 IS CODE = 6 • »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((«( UPSTREAM ELEVATION(FEET) = 329.20 DOWNSTREAM ELEVATION(FEET) = 327.10 STREET LENGTH(FEET) = 265.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.04 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASS1JMIPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY = 1.94 STREET FLOW TRAVEL TIME(MIN.) = 1.38 TC(MIN.) = 14.11 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.384 SOIL CLASSIFICATION IS "A RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 6.90 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 11.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 >)»)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.11 RAINFALL INTENSITY(INCH/HR) = 2.38 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 6.90 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.79 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 65.00 IS CODE = 2 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS(« DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -) 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00 UPSTREAM ELEVATION(FEET) = 240.70 • DOWNSTREAM ELEVATION(FEET) = 327.10 ELEVATION DIFFERENCE(FEET) = 13.60 TC(MIN.) _ .389*[( 690.00** 3.00)/( 13.60)1** .20 = 11.656 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.673 SOIL CLASSIFICATION IS "A RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.54 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 »»)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((<(< )>»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« (« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 2.67 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 RAINFALL INTENSITY AND TIME OF CONC:ENTRATIOtN RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** O(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 14.87 14.11 .485 8.70 2 14.77 11.66 .485 7.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.87 Tc(MIN.) = 14.108 EFFECTIVE AREA(ACRES) = 8.70 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) •= 8.70 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.70 TC(MIN.) = 14.11 EFFECTIVE AREA(ACRES) = 8.70 AVERAGED Fm(INCH/HR) .49 PEAK FLOW RATE(CFS) = 14.87 *** PEAK FLOW RATE TABLE *** R(C:FS) Tc(MIN.) Fm(INC1i/HR) Ae(ACRES) 14.87 14.11 .485 8.70 14.77 11.66 .485 7.50 END OF RATIONAL METHOD ANALYSIS /7 ♦**M+t***********************#*************************************xxxxxx** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial It 4451 Analysis prepared by: MADOLE AND ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CA 92701 PHONE (714)835-2548 ************************** DESCRIPTION OF STUDY ************************** * 0100 HYDROLOGY FOR TRACT 13929-1 AND 13929 * * FONTANA , CA. J.N. 133 1265 * * AUGUST 23, 1990 FILEE13929.1001 SEE PLATE 1 * **********************************************t*x************************* FILE NAME: 13929.100 TIME/DATE OF STUDY: 11:16 8/23/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED ?-HOUR INTENSITY(INCH/HOUR) = 1.5000 *************x**************x*********************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« t DEVELOPMENT IS COMMERCIAL TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**`.20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 490.00 UPSTREAM ELEVATION(FEET) = 334.60 DOWNSTREAM ELEVATION(FEET) = 330.00 ELEVATION DIFFERENCE(FEET) = 4.60 TC(MIN.) _ .304*(( 490.00** 3.00)/( 4.60)1** .20 = 9.214 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =- 4.617 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) _ .50 PEAK FLOW RATE(CFS) = 2.03 **x*************************************************xxxxxx**********xx****** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 I5 CODE = 6 I'� »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 330.00 DOWNSTREAM ELEVATION(FEET) = 325.70 STREET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) : 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.86 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET} = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 3.72 TC(MIN.) = 12.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) : 3.767 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 1.00 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC. = 2.63 DEPTH*VELOCITY = 1.09 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.93 RAINFALL INTENSITY(INCN/HR) = 3.77 AVERAGED Fm(INCH/HR) _ .10 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 *****#********************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 2 »»)RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< NATURAL AVERAGE COVER TC = K*1(LENGTH** 3.00)/(ELEVATION CHANGE)1** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 343.00 ELEVATION DIFFERENCE(FEET) = 16.00 TC(MIN.) = .706*1( 995.00** 3.00)/( 16.00)1** .20 = 25.508 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.506 /9 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .8200 SUBAREA RUNOFF(CFS) = 12.59 TOTAL AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) = 12.59 **************************************************************************:* FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5 »»)COMPUTE TRAPEZOIDAL -CHANNEL FLOW(<«< »»)TRAVEL TIME THRU SUBAREA« M UPSTREAM NODE ELEVATION(FEET) = 343.00 DOWNSTREAM NODE ELEVATION(FEET) = 334.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .040 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.59 FLOW VELOCITY(FEET/SEC.) = 2.13 FLOW DEPTH(FEET) = .48 TRAVEL TIME(MIN.) = 5.47 TC(MIN.) = 30.98 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 »»)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.230 SOIL CLASSIFICATION IS 'A" NATURAL AVERAGE COVER 'GRASS" SUBAREA LOSS RATE, Fm(INCH/HR).= .8200 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 13.96 EFFECTIVE AREA(ACRES) = 19.30 AVERAGED Fm(INCH/HR) = .820 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 24.50 TC(MIN) = 30.98 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 59.00 IS CODE = 6 » »)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(«« UPSTREAM ELEVATION(FEET) = 334.90 DOWNSTREAM ELEVATION(FEET) = 331.60 STREET LENGTH(FEET) = 180.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.69 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .64 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.82 SPLIT DEPTH(FEET) = .43 SPLIT FLOOD WIDTH(FEET) = 7.81 SPLIT VELOCITY(FEET/SEC.) = 3.83 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.82 PRODUCT OF DEPTH&VELOCITY = 3.08 STREET FLOW TRAVEL TIME(MIN.) = .62 TC(MIN.) = 31.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.204 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/ R) = .0970 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .38 EFFECTIVE AREA(ACRES) = 19.50 AVERAGED Fm(INCH/HR) = .81 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 24.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH#VELOCITY = 3.08 ************t*************************t************************************* FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 8 »»)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««t 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.204 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = ..4850 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 21.60 AVERAGED Fm(INCH/HR) _ .781 TOTAL AREA(ACRES) = 21.60 PEAK FLOW RATE(CFS) = 27.66 TC(MIM) = 31.60 ****************************t*******t*************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 25.00 IS CODE = 6 »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((«< UPSTREAM ELEVATION(FEET) = 331.60 DOWNSTREAM ELEVATION(FEET) = 325.70 STREET LENGTH(FEET) = 380.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 28.03 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .64 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.44 SPLIT DEPTH(FEET) = .54 SPLIT FLOOD WIDTH(FEET) = 13.31 SPLIT VELOCITY(FEET/SEC.) = 3.96 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 PRODUCT OF DEPTH&VELOCITY = 2.83 STREET FLOW TRAVEL TIME(MIN.) = 1.43 TC(MIN.) = 33.03 • • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.146 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .74 EFFECTIVE AREA(ACRES) = 22.00 AVERAGED Fm(INCH/HR) _ .77 TOTAL AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) = 27.66 END OF SUBAREA STREET FLOW HYDRAULICS DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH#VELOCITY = 2.83 ***************:************************************************************ FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEttttt >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESttttt TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 33.03 RAINFALL INTENSITY(INCH/HR) = 2.15 AVERAGED Fm(INCH/HR) _ .77 EFFECTIVE STREAM AREA(ACRES) = 22.00 TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR '2 STREAMS. ** PEAK FLOW RATE TABLE **_ Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 26.88 12.93 .698 9.61 2 29.51 33.03 .739 23.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.51 Tc(MIN.) = 33.027 EFFECTIVE AREA(ACRES) = 23.00 AVERAGED Fm(INCH/HR) _ TOTAL AREA(ACRES) = 23.00 �-- G7/cn Tv .74 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSISCtttt DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 344.40 DOWNSTREAM ELEVATION(FEET) = 331.70 ELEVATION DIFFERENCE(FEET) = 12.70 TC(MIN.) = .389*1( 725.00** 3.001/1 12.70)1** .20 = I2.173 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.906 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 8.93 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.93 22 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 60.00 IS CODE = 6 >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( UPSTREAM ELEVATION(FEET) = 331.70 DOWNSTREAM ELEVATION(FEET) = 327.10 STREET LENGTH(FEET) = 546.53 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL CiRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.06 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW 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 FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 16.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DEPTH&VELOCITY = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 2.88 TC(MIN.) = 15.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.439 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 4.50 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 11.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 »»?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.05 RAINFALL INTENSITY(INCH/HR) = 3.44 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.96 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 60.00 IS CODE = 2 >>>>)RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20 23 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 UPSTREAM ELEVATION(FEET) = 333.70 DOWNSTREAM ELEVATION(FEET) = 327.10 ELEVATION DIFFERENCE(FEET) = 6.60 TC(MIN.) = .389*I( 330.00** 3.00)/( 6.60)1** .20 = 8.653 100 YEAR RAINFAALL INTENSITY(INCH/HOUR)= 4.794 SOIL CLASSIFICATION) IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES)= 1.00 PEAK FLOW RATE(CFS) = 3.88 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.65 RAINFALL INTENSITY(INCH/HR) = 4.79 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) ` Fm(INCH/HR) Ae(ACRES) 1 14.62 15.05 .485 5.50 2 13.91 8.65 .485 3.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.62 Tc(MIN.) = 15.054 - Cam, 2 EFFECTIVE AREA(ACRES) = 5.50 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 5.50 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAt4ILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 645.00 UPSTREAM ELEVATION(FEET) = 344.40 DOWNSTREAM ELEVATION(FEET) = 331.70 ELEVATION DIFFERENCE(FEET) = 12.70 TC(MIN.) = .389*I( 645.00** 3.00)/( 12.70)1** .20 = 11.348 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.074 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 5.81 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.81 *************************************************#************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 »)))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<«< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.074 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 7.43 EFFECTIVE AREA(ACRES) = 4.10 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.24 TC(MIN) = 11.35 ******t********************************************************************* FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6 »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 331.70 DOWNSTREAM ELEVATION(FEET) = 329.20 STREET LENGTH(FEET) = 260.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS GARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.15 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .62 HALFSTREET FLOOD WIDTH(FEET) = 18.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH€VELOCITY = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 12.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.830 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.81 EFFECTIVE AREA(ACRES) = 4.70 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 14.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .62 HALFSTREET FLOOD WIDTH(FEET) = 18.13 FLOW VELOCITY(FEET/SEC.) = 3.52 , DEPTH*VELOCITY = 2.18 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 »»)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.830 2� SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.52 EFFECTIVE AREA(ACRES) = 6.20 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 18.66 TC(MIN) = 12.58 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 65.00 IS CODE = 6 »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < UPSTREAM ELEVATION(FEET) = 329.20 DOWNSTREAM ELEVATION(FEET) = 327.10 STREET LENGTH(FEET) = 265.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.65 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .66 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.32 SPLIT DEPTH(FEET) _ .44 SPLIT FLOOD WIDTH(FEET) = 9.12 SPLIT VELOCITY(FEET/SEC.) = 2.52 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW 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 FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 13.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.605 SOIL CLASSIFICATION IS °A° RESIDENTIAL-) 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 6.90 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 19.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY = 2.18 ***********************************m************************************* FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 )»))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.91 RAINFALL INTENSITY(INCH/HR) = 3.61 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 6.90 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.38 ********xx*xxx**x**xxx************x**xx*x*xxx****xxx*****xxx***x*******x***x FLOW PROCESS FROM NODE 58.00 TO NODE 65.00 IS CODE = 2 >)»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<(« DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)I** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00 UPSTREAM ELEVATION(FEET) = 340.70 DOWNSTREAM ELEVATION(FEET) = 327.10 ELEVATION DIFFERENCE(FEET) = 13.60 TC(MIN.) _ .389*I( 690.00** 3.00)/4 13.60)1** .20 = 11.656 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.009 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.71 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.71 ************x**********************x**************x***************x****x*x** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 ))»)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««i >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««««. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 4.01 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** O(CFS). Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 24.43 13.91 .485 8.70 2 24.05 11.66 .485 7.58 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.43 Tc(MIN.) = 13.912 $- /CGo uJ TD GB, .3 EFFECTIVE AREA(ACRES) = 8.70 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 8.70 END OF.STUDY SUMMARY: TOTAL AREA(ACRES) = 8.70 TC(MIN.) = 13.91 EFFECTIVE AREA(ACRES) = 8.70 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 24.43 *** PEAK FLOW RATE TABLE *** 27 Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 24.43 13.91 .485 8.70 2 24.05 11.66 .485 7.58 END OF RATIONAL METHOD ANALYSIS 28 I.2 Bureau of P;:.b c ,ands D%wsion Two iYOsh, O.C. c a loco/ Decressio1(a) /2 /2P AJ//)6 Cuurrb T - .IS —0.1 r-- TABLE L -30- cifY of curb Nomo,9rnp�i f�� cow open/fig in/efs S /oW-;ooin ' GE 5• .8' -/0 9 -8 • -7.5 6 -7 6.5 e0 - .25 - .0 .2 — ./5 - -1.5 le• I.z 11, %II 10- 8 / . .3 .2- • ik /— .08 .06 .04 - tO: -30- .02- O /63 " Loco/ Decress o'7 (a> k • ^a - .8 .7 6 -.4 -.3 - .25 - .I5. TABLE Nonmo9P7 /S kr co,cocity of curb goervily in/efs at /oW-;001#11s' - L Et,reoL/ of Ph.bc .`?cads D%vision Two &Mash, O.C. Given: C . 1. / ��N� 2� iA) Pi1-wy) CURB OPEN NG (SUMP) (a) Discharge. Q /do = OF; 4" Rolled Solution: H (depth at opening) _ 12 inches h (height of opening) _ inches CFS SEE ZZ or -77li 6" Rolled gE'T- Fran-. Chart: Qift. of opening = 2 CFS L required = 29� % 7 /0.%3 ft. • U.S E ft. Civet: CTJRB• OPEC°iNG (SUMP) (a) Discharge Q /c, _ /46 CFS -30- 5& P Atof Wii dr•Porar (b) Curb type "A-2" "D" 4" Rolled 6" Rolled Solution: H (depth at opening) _ /0 inches h (height of opening) = 61 inches Hill = /0 i 6 /41 [ Fro= Chart: Q/ft. of opening = 2.0 CFS L required = % 20 = 1.3. ft. • U.S E /O,o ft. �2 Given: . B . rietr /01,6 Lor 9c) CURB OPENING (SUMP) (a) Discharge Q /oo = 24 ¢ CFS Sig P, 27 72PS , 02i (b) Curb type " " "D" 4" Rolled 6" Rolled Solution: H (depth at opening) /0 h (height of opening) _ �D '7 Fror.. Cha-t: Q fft. of opening = 2.0 L required = 2¢ ¢ % Z0 ELSE inches inches i CFS 16. • T GAPA orrY .4 - .(0,go-e- a /0 2 a67-t-../8 /8.67. A ohs _a 2 Sys Z WNW cvsr case B /5 //VG Peg CITY APPROVED /MPR /Nr ittAA/5, rte. E � ,KWs�Y, f/GE No /508 SOWN 8 VILLAGE PARKWAY N.rs. 34- A= 3.4615 I2%GV C4PAof7 ' / /4/P cuA Y s —r-- deii'10iTy Cd4d l,oz�L�-1- (Igos-horg (pS-F- Nor" /Ncwo60 s , 12- P=,a7ZZ517 Z/ = 0.8o4-9 A h le' SY_- B /B O, IS / Gl 13• ¢9tl I +'-- SEt7 Ns ,go OF O. aFr vt. 1• ooi) 0.8045 ST--L eve Assume M Fiu) /) fkwY, SE az fa77.'Y3? s'/z — 8� , 'z- STp-��T G4 PA c. i'T�J 0160 gvoes'T ilqs a 1. s= 6876 Q� /3 e I 6/ee, 144/ EX/ST/Nd PEe CITY APPROVED /MPJ 'OYEMfM FLA .5, TR. E P.25 -/ FLEE NO. /bad ato /559 RESPL`ZTBELy -'SovTN 8„C� VILLAGE PARKWAY To Coi)S VAT iR- ASSOME& No M,e,-rvAV Du To LOscp. filoutJa /. GAPAG1-r'f' /cAeit?._ 11 _ e?5°- -o' r'=--'9L5 (oz °�)12 4.815 _2 - O Sow-- 00_ 20, 5c 478/y.... -57573. q 378g Watz67-- GAsg 0,8a l GoT Q /<o./6 e: . 4io=3r'J docrii • d/- CR/a =244-°/•' 544-rn Q= /6,/6 50' R/W NT.s tclarzsr. Gvs o • og 6?/d=04- 0,0 doserA p*/ Qto = 7.13 avgm 3Co G,QF 1 rY • (o+°i)ci (= /. t...�¢9t- �.5+ 3 t.21) z = Zoo Z Z / Z - = 0.27706, /_ 7ex5 /ov8 o.¢23/8. 246.132/85 s%-1is a 2 .,0,/, iaoo 0./0 /O / Z Q = 22.06 alcv2s7- GAsg., 28 QDO ` /? 9g s a C, C /Vann, S DE) 50' R/W �7 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 13929 LINE " A " 1139291 W.S.P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 DATE: 1/ 1/1980 TIME: 0:10 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(41 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD CD CD CD 1 4 2 4 3 4 3.00 2.50 1.50 0.00 4.92 4.00 0.00 39 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 3883.65 319.38 1 322.20 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT 3885.08 319.39 1 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT 3938.03 319.73 1 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT 3967.71 319.92 1 N RADIUS ANGLE ANG FT MAN H 0.013 0.00 8.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 75.50 0.00 0 } ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG FT MAN H 4058.28 320.50 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A JUNCTION $ * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 FHI 3 FHI 4 4063.28 321.00 2 3 0 0.013 14.5 0.0 322.69 0.00 45.00 0.00 ELEMENT NO 7 IS A REACH $ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4107.28 322.14 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A WALL ENTRANCE * U/5 DATA STATION INVERT SECT 4107.28 322.14 4 FP 0.200 ELEMENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 4107.28 322.14 4 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WRNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWkDS, W.S.ELEV = INV 4. DC F0515P WATER SURFACE FROFILE LISTING TRACT NO. 13929 LINE ' A " 113929] W.S.P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH PAGE 1 HGT/ BASE/ a NO AVBPR DIA ID NO. PIER LJELEM SO SF AVE HF NORM DEPTH ZR ssssssstssssusssssssssss:s:ssssssssssss:ssssmsssssstsssssssssssssmsssssssssssmsssssssssssssss:ssss:sssstsssssssss mwssss 3883.65 319.38 2.820 322.200 38.9 5.64 0.494 322.694 0.00 2.030 3.00 0.00 0.00 0 0.0( 1.43 0.00699 .002940 0.00 1.844 0.00 3885.08 319.39 2.813 322.203 38.9 5.65 0.496 322.699 0.00 2.030 3.00 0.00 0.00 0 0.0( 39.62 0.00642 .003008 0.12 1.900 0.00 3924.70 319.64 2.628 322.272 38.9 5.93 0.545 322.817 0.00 2.030 3.00 0.00 0.00 0 0.0( 13.33 0.00642 .003131 0.04 1.900 0.00 3938.03 319.73 2.561 322.291 38.9 6.05 0.569 322.860 0.00 2.030 3.00 0.00 0.00 0 0.00 24.94 0.00640 .003334 0.08 1.900 0.00 3962.97 319.89 2.427 322.317 38.9 6.35 0.626 322.943 0.00 2.030 3.00 0.00 0.00 0 0.0( 4.74 0.00640 .003521 0.02 1.900 0.00 3967.71 319.92 2.400 322.320 38.9 6.42 0.639 322.959 0.00 2.030 3.00 0.00 0.00 0 0.0( 19.02 0.00640 .003750 0.07 1.900 0.00 3986.73 320.04 2.286 322.328 38.9 6.73 0.703 323.031 0.00 2.030 3.00 0.00 0.00 0 0.0n 14.62 0.00640 .004167 0.06 1.900 0.00 4001.35 320.13 2.183 322.318 38.9 7.06 0.773 323.091 0.00 2.030 3.00 0.00 0.00 0 0.00 3.03 0.00640 .004395 0.01 1.900 0.00 4004.38 320.15 2.183 322.337 38.9 7.06 0.774 323.111 0.00 2.030 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 4004.38 320.15 1.900 322.054 38.9 8.24 1.055 323.109 0.00 2.030 3.00 0.00 0.00 0 0.00 44.76 0.00640 .006196 0.28 1.900 0.00 4049.14 320.44 1.945 322.386 38.9 8.02 0.999 323.385 0.00 2.030 3.00 0.00 0.00 0 0.06 9.14 0.00640 .005648 0.05 1.900 0.00 4l F0515P WATER SURFACE PROFILE LISTING TRACT NO. 13929 LINE " A " 1139291 W.S.P.6. HYDRAULIC CALCULATION J.N. 133 - 1265 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV PAGE 2 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM S0 SF AVE HF NORM DEPTH ZR ittittstttitttttttttttititti mttttttitttttitttttttttitttttttttittttttttttttttttttttttttttittttttttttttitttttittttttttttitttttittt 4058.28 320.50 2.030 322.530 38.9 7.64 0.907 323.437 0.00 2.030 JUNCT STR 0.10000 4063.28 321.00 1.171 322.171 24.4 10.81 1.815 323.986 0.00 1.683 4.24 0.02591 017411 0.07 1.050 4067.52 321.11 1.183 322.293 24.4 10.67 1.768 324.061 0.00 1.683 11.85 0.02591 .016064 0.19 1.050 4079.37 321.42 1.227 322.644 24.4 10.17 1.606 324.250 0.00 1.683 8.41 0.02591 .014139 0.12 1.050 4087.78 321.63 1.274 322.909 24.4 9.70 1.460 324.369 0.00 1.683 6.23 0.02591 .012457 0.08 1.050 4094.01 321.80 1.323 323.119 24.4 9.25 1.327 324.446 0.00 1.683 4.60 0.02591 .010985 0.05 1.050 4098.61 321.92 1.375 323.290 24.4 8.82 1.207 324.497 0.00 1.683 3.38 0.02591 .009698 0.03 1.050 4101.99 322.00 1.430 323.433 24.4 8.41 1.097 324.530 0.00 1.683 2.46 0.02591 .008570 0.02 1.050 4104.45 322.07 1.487 323.554 24.4 8.01 0.997 324.551 0.00 1.683 1.62 0.02591 .007581 0.01 1.050 4106.07 322.11 1.548 323.657 24.4 7.64 0.907 324.564 0.00 1.683 0.91 0.02591 .006719 0.01 1.050 4106.98 322.13 1.613 323.745 24.4 7.29 0.824 324.569 0.00 1.683 0.30 0.02591 .005962 0.00 1.050 3.00 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 2.50 0.00 0.00 0 0.00 0.00 F0515P WATER SURFACE PROFILE LISTING TRACT NO. 13929 LINE " A " [139291 W.S. P.G. HYDRAULIC CALCULATION J.N. 133 1265 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV PAGE 3 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ r1 NO AVAPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM S0 SF AVE HF NORM DEPTH ZR s:::::sstts:ttsx::::::s:tx:t::::::::::::::::stms:ttt::::st:::tsst::tt::t:::ss:ttt:::t:tsstsstssmstttttttsss::t::tt:tt::ts:::ss: 4107.28 322.14 1.683 323.823 24.4 6.94 0.748 324.571 0.00 1.683 WALL ENTRANCE 4107.28 322.14 2.692 324.832 24.4 2.27 0.080 324.912 0.00 1.050 2.50 0.00 0.00 0 0.00 0.00 4.92 4.00 0.00 0 0.00 HEADING LINE NO 1 IS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F0515P WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 13929 LATERAL °S" 1139291 W.S. P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 PAGE NO 3 DATE: 1/ 1/1980 TIME: 0:20 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT tHN 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 2 0 0.00 5.63 4.00 0.00 • 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 3.50 319.50 1 W S ELEV 322.20 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 14.82 320.40 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT 14.82 320.40 2 FP 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 14.82 320.40 2 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 r DC 4-6 F0515P WATER SURFACE PROFILE LISTING TRACT NO. 13929 LATERAL "B" 1139291 W.S.P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV PAGE VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL N0 AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ttttttutttttttttttttttttttttttttttttttttttttttttttt:tttttt:ttttttttttttttttstttttttttttttttttttttstttttttttttttttttttt:ttttttttts 3.50 319.50 2.700 322.200 29.4 5.99 0.557 322.757 0.00 1.849 2.50 0.00 0.00 0 0.00 1.68 0.07951 .005138 0.01 0.860 0.00 5.18 319.63 2.580 322.214 29.4 5.99 0.557 322.771 0.00 1.849 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 5.18 319.63 1.281 320.915 29.4 11.61 2.094 323.009 0.00 1.849 2.50 0.00 0.00 0 0.00 2.22 0.07951 .017785 0.04 0.860 0.00 7.40 319.81 1.331 321.141 29.4 11.07 1.901 323.042 0.00 1.849 2.50 0.00 0.00 0 0.00 1.90 0.07951 .015670 0.03 0.860 0.00 9.30 319.96 1.383 321.344 29.4 10.55 1.728 323.072 0.00 1.849 2.50 0.00 0.00 0 0.00 1.55 0.07951 .013833 0.02 0.860 0.00 10.85 320.08 1.438 321.523 29.4 10.06 1.571 323.094 0.00 1.849 2.50 0.00 0.00 0 0.00 1.26 0.07951 .012226 0.02 0.860 0.00 12.11 320.19 1.496 321.681 29.4 9.59 1.429 323.110 0.00 1.849 2.50 0.00 0.00 0 0.00 1.01 0.07951 .010818 0.01 0.860 0.00 13.12 320.26 1.557 321.821 29.4 9.14 1.299 323.120 0.00 1.849 2.50 0.00 0.00 0 0.00 0.75 0.07951 .009587 0.01 0.860 0.00 13.87 320.32 1.622 321.947 29.4 8.72 1.180 323.127 0.00 1.849 2.50 0.00 0.00 0 0.00 0.53 0.07951 .008515 0.00 0.860 0.00 14.40 320.37 1.692 322.059 29.4 8.31 1.073 323.132 0.00 1.849 2.50 0.00 0.00 0 0.00 0.31 0.07951 .007581 0.00 0.860 0.00 14.71 320.39 1.767 322.158 29.4 7.93 0.976 323.134 0.00 1.849 2.50 0.00 0.00 0 0.00 0.11 0.07951 .006766 0.00 0.860 0.00 47 F0515P WATER SURFACE PROFILE LISTING TRACT NO. 13929 LATERAL "B" 1139291 W.S.P.6. HYDRAULIC CALCULATION J.N. 133 - 1265 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV PAGE VEL ENERGY SUPER CRITICAL WIT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO, SF AVE HF NORM DEPTH ZR nisi*****tittititititttttititttttttsttms msnit####ttitttttttttitttttttttitttttttttitittttttt*tttttttttitititt#ttttitttttttit 14.82 320.40 1.849 • 322.249 29.4 7.55 0.886 323.135 0.00 1.849 WALL ENTRANCE 14.82 320.40 3.139 323.539 29.4 2.34 0.085 323.624 0.00 1.189 2.50 0.00 0.00 0 0.00 0.00 5.63 4.00 0.00 0 0.00 45 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 3' WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 13929 LATERAL "C" 1139291 W.S.P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 4 DATE: 1/ 1/1980 TIME: 0:26 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 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 2.00 CD 2 2 0 0.00 5.50 4.00 0.00 • 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 2.00 321.25 1 322.70 ELEMENT NO 2 IS A REACH : $ $ U/S DATA STATION INVERT SECT N 8.43 321.56 1 0.013 ELEMENT NO 3 IS A WALL ENTRANCE : U/S DATA STATION INVERT SECT FP 8.43 321.56 2 0.200 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 8.43 321.56 2 0.00 NO EDIT ERRORS ENCOUNTERED-00FUTATI0N IS NOW BEGINNING :: WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV f DC F0515P WATER SURFACE PROFILE LISTING TRACT NO. 13929 LATERAL 'C' 1139291 W.S.P.G. HYDRAULIC CALCULATION J.N. 133 - 1265 PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ a NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM S0 SF AVE HF NORM DEPTH Zi u**t******t*t*sts*smssoats*******t*****s***tss*****ss**t*smss*t*tst*st*st*ssss**stsettst****tsars****t**s**utsu*uuuss* 2.00 321.25 1.043 322.293 14.5 8.75 1.188 323.481 0.00 1.372 2.00 0.00 0.00 0 0.00 1.60 0.04821 .013531 0.02 0.740 0.00 3.60 321.33 1.076 322.403 14.5 8.41 1.097 323.500 0.00 1.372 2.00 0.00 0.00 0 0.00 1.58 0.04821 .012072 0.02 0.740 0.00 5.18 321.40 1.119 322.522 14.5 8.02 0.998 323.520 0.00 1.372 2.00 0.00 0.00 0 0.00 1.24 0.04821 .010662 0.01 0.740 0.00 6.42 321.46 1.163 322.626 14.5 7.64 0.907 323.533 0.00 1.372 2.00 0.00 0.00 0 0.00 0.92 0.04821 .009423 0.01 0.740 0.00 7.34 321.51 1.210 322.717 14.5 7.29 0.824 323.541 0.00 1.372 2.00 0.00 0.00 0 0.00 0.62 0.04821 .008342 0.01 0.740 0.00 7.96 321.54 1.260 322.797 14.5 6.95 0.750 323.547 0.00 1.372 2.00 0.00 0.00 0 0.00 0.35 0.04821 .007401 0.00 0.740 0.00 8.31 321.55 1.314 322.868 14.5 6.62 0.681 323.549 0.00 1.372 2.00 0.00 0.00 0 0.00 0.12 0.04821 .006573 0.00 0.740 0.00 8.43 321.56 1.372 322.932 14.5 6.31 0.619 323.551 0.00 1.372 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 8.43 321.56 2.268 323.828 14.5 1.60 0.040 323.868 0.00 0.742 5.50 4.00 0.00 0 0.00 qe