HomeMy WebLinkAboutTract 16046 Drainage StudyC
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TRACT 16046
DRAINAGE STUDY
July 24, 2001
(Revised 8-31-01)
Prepared For:
Stratham Homes
2201 Dupont Drive, Suite 300
Irvine, CA 92612
Ph: 949/833-1554
Fx: 949/833-7853
Prepared By:
Allard Engineering
8253 Sierra Avenue
Fontana, A 92335
Ph: 909/356-1815
Fx: 909/356-1795
Raymond J. Allard, R.C.E. 36052
Q�0'FESSjp
J. ,4
No. 36052
Exp. 6.30.2004
UCL CIVIL
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SAN BERNARDINO COUNTY
A q
R7NAI R6 HYDROLOGY MANUAL
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REDUCED DRAWING
SCALE 1"= 4 WILES
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LEQENpi
.a ISOLINES PRECIPITATION (INCHES)
VALLEY AREA
ISOHYETALS'
YID - 10 YEAR I HOUR
MEED ON U.&M NAAA BLAS 2, 1173
AM"WED my
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DATE .GALE FLE NQ O11w4 N0.
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SAN BERNAR O COUNTY ,.ALE REDUCED E
M BERNARDINO COUNTY
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++#k*k}+fikfit.rwrrfk*ix**ii***#}wk#f****k***}###**}.rtrf+#k}*}ffffffififirrtrwtfi
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA CA. 92336
TEL. (909) 899-5011 FAX (909) 899-5014
*xxxxx*xx*xxxxxxxxx**x*x*x DESCRIPTION OF STUDY xxxxxxxxxxxxxx*xxx*xxxxxxx
* TRACT 16046 - Q100 HYDROLOGY
* FN - TR16046.010
x x
*****xxxx:xxxxx****xiixxx*x*xx**xxx*x*x*xxx*xxxx*xxxxxxx*xx****#+x#x****xx
11
FILE NAME: TR16046.DAT
==TIME/DATE 14:51 8/29/2001
=OF -STUDY:
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(LOG(I;IN/HR) vs. LOG(TC;MIN)) =
.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) - 1.5200
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 20.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250
.01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint - 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
x****ixxixxxxx**xx***xxxxxxxxxxxxxxxxxxxxxx*x*xxxxxxxx+x****x*x*******xxixxx
FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
=a>>USE=TIME-OF=CONCENTRATION=NOMOGRAPH FOR INITIAL
-SUBAREA«_______________
INITIAL SUBAREA FLOW-LENGTH(FEET) 460.00
ELEVATION DATA: UPSTREAM(FEET) - 1421.40 DOWNSTREAM(FEET) = 1414.20
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.379
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.356
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.75 .98 .50 32
10.38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50
SUBAREA RUNOFF(CFS) 9.57
TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) 9.57
.x*0_x********x****0_x*x**x***x*****x*****0_x*x***2__1x0_**x*x**x*x***********ix#x
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 6.1
11
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----------------------------------------------------------------------------
>>>>>C,)MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<<
>>>>>(STANDARD CURB SECTION USED)<<<<< _
UPSTREAMELEVATION(FEET)= 1412.60 DOWNSTREAM ELEVATION(FEET) - 1406.70
STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.06
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .38
HALFSTREET FLOOD WIDTH(FEET) - 12.46
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.47
STREET FLOW TRAVEL TIME(MIN.) - 1.07 TC(MIN.) = 11.44
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.107
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.14 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) 6.97
EFFECTIVE AREA(ACRES) 4.89 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) - 4.89 PEAK FLOW RATE(CFS) = 15.93
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) - 13.55
FLOW VELOCITY(FEET/SEC.) - 4.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) - 1406.70 DOWNSTREAM ELEVATION(FEET) = 1401.00
STREET LENGTH(FEET) - 270.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .42
HALFSTREET FLOOD WIDTH(FEET) - 14.65
AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.70
STREET FLOW TRAVEL TIME(MIN.) a 1.11 Tc(MIN.) - 12.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.886
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.60 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) - 1.60 SUBAREA RUNOFF(CFS) 4.89
EFFECTIVE AREA(ACRES) 6.49 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 6.49 PEAK FLOW RATE(CFS) = 19.85
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END OF SUBAREA STREET FLOW HYDRAULI/.:5:
DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) - 15.12
FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 8.1
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
=MAINLINE TC(MIN) - 12.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.886
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.35 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 7.19
EFFECTIVE AREA(ACRES) 8.84 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 8.84 PEAK FLOW RATE(CFS) = 27.04
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE - 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
------
UPSTREAM ELEVATION(FEET) = 1401.10 DOWNSTREAM ELEVATION(FEET) - 1398.00
STREET LENGTH(FEET) - 300.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.81
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .53
HALFSTREET FLOOD WIDTH(FEET) = 21.59
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.37
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.79
STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 14.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.634
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.25 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) - 1.25 SUBAREA RUNOFF(CFS) = 3.54
EFFECTIVE AREA(ACRES) = 10.09 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) = 28.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 21.59
FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) 1.78
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE TC(MIN) - 14.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.634
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
�J�
LAND USE GROUP ;ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.40 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) 3.96
EFFECTIVE AREA(ACRES) = 11.49 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 11.49 PEAK FLOW RATE(CFS) = 32.54
+++#+##++##+++#++#++#xr##++++##+xtrrrt#xxxxrrr##+###x##++x+#r#+#+++#x#+++x+x
--FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - -
ELEVATION DATA: UPSTREAM(FEET) = 1390.00 DOWNSTREAM(FEET) - 1389.00
FLOW LENGTH(FEET) - 140.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) - 7.64
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) - 32.54
PIPE TRAVEL TIME(MIN.) = .31 Tc(MIN.) = 14.34
kk***k******k***#kk*k****#k#*+*+***k++**+***k****k***k*k**kk*kxk*kk*k******+
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE - 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
sx- aaasaa:::asssass�a -=m=cs=====c==cs=ssssassssasysss==ssssasssxea==:s=
MAINLINE Tc(MIN) = 14.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.587
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.50 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
i SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) - 1.50 SUBAREA RUNOFF(CFS) 4.18
EFFECTIVE AREA(ACRES) 12.99 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap a .50
TOTAL AREA(ACRES) a 12.99 PEAK FLOW RATE(CFS) - 36.24
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE - 2.1
»>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
�w>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
=INITIAL SQBAREA=FLOW'LENGTH(FEET) 800.00
ELEVATION DATA: UPSTREAM(FEET) 1419.00 DOWNSTREAM(FEET) 1399.30
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Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.828
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.027
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 5.46 .98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 17.39
Ap SCS Tc
(DECIMAL) CN (MIN.)
.98
TOTAL AREA(ACRES) - 5.46 PEAK FLOW RATE(CFS) _
50 32 11.83
17.39
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 6.1
--
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1399.30 DOWNSTREAM ELEVATION(FEET) = 1395.80
STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0
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STREET HALEWIDTH(FEET) = 20.01,
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 19.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .44
HALFSTREET FLOOD WIDTH(FEET) = 15.90
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.70
PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) - 1.64
STREET FLOW TRAVEL TIME(MIN.) _ .99 TC(MIN.) = 12.82
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.837
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.44 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) 4.34
EFFECTIVE AREA(ACRES) - 6.90 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap a .50
TOTAL AREA(ACRES) - 6.90 PEAR FLOW RATE(CFS) = 20.80
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.29
FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY(FT*FT/SEC.) 1.70
FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE - 6.2
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 1 USED) ««<
aa:xsvxas:ms=aaxaazmamxaa:xx==xavmssmmxasxxxsmzaasmxx�a----xxsms=a�s=mesm=
UPSTREAM ELEVATION(FEET) = 1395.80 DOWNSTREAM ELEVATION(FEET) - 1394.40
STREET LENGTH(FEET) = 90.00 CURB HEIGHT(INCHES) s 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.39
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .46
HALFSTREET FLOOD WIDTH(FEET) = 16.52
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72
STREET FLOW TRAVEL TIME(MIN.) = .40 Tc(MIN.) - 13.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.767
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .40 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) 1.18
EFFECTIVE AREA(ACRES) m 7.30 AREA -AVERAGED Fm(INCH/HR) x .49
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 21.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.60
FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY(FT*FT/SEC.) 1.72
I
FLOW PROCESS FROM NODE
60.,0
TO NODE 70.100 IS CODE 6.2
----------- --------------------------------------------------------------
>>>>>COMPUTE STREET FLOW
TRAVEL
TIME THRU SUBAREA<<<<<
TABLE
=N-=I=USED)=<==<
z=>>>>>(STREET- -SECTION
UPSTREAM ELEVATION(FEET)
- 1394.40
DOWNSTREAM ELEVATION(FEET) = 1390.00
STREET LENGTH(FEET) =
220.00
CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) -
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.91
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .46
HALFSTREET FLOOD WIDTH(FEET) - 16.45
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.93
STREET FLOW TRAVEL TIME(MIN.) = .87 Tc(MIN.) = 14.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.626
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.67 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 4.72
EFFECTIVE AREA(ACRES) = 8.97 AREA -AVERAGED Fin(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) - 8.97 PEAK FLOW RATE(CFS) = 25.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) - 16.84
FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99
FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE - 6.1
-----------------------------------------------------------------------
-»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
==UPSTREAM 9ELEVATION(FEET) = 1390.70 DOWNSTREAM ELEVATION(FEET) - 1389.50
STREET LENGTH(FEET) - 90.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFWIDTH(FEET) 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 31.87
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 52
HALFSTREET FLOOD WIDTH(FEET) = 21.08
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 2.04
STREET FLOW TRAVEL TIME(MIN.) _ .38 Tc(MIN.) = 14.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.568
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.71 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 4.71 SUBAREA RUNOFF(CFS) = 13.06
EFFECTIVE AREA(ACRES) = 13.68 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 13.68 PEAK FLOW RATE(CFS) - 37.93
J
0
END OF ;;U3AREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 22.56
FLOW VELOCITY(FEET/SEC.) = 4.03 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22
*t***#*+t*t*ftt****xtkxx*xx******************k*********t****k******x******k*
--FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 6.2
----------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 1 USED) ««<
==UPSTREAM ELEVATION(FEET)== 1389.50 DOWNSTREAM =ELEVATION(FEET) 1386.50
STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 39.12
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .57
HALFSTREET FLOOD WIDTH(FEET) - 23.72
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 2.15
STREET FLOW TRAVEL TIME(MIN.) - 1.29 TC(MIN.) - 15.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.389
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .91 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = .91 SUBAREA RUNOFF(CFS) = 2.38
EFFECTIVE AREA(ACRES) = 14.59 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) - 14.59 PEAK FLOW RATE(CFS) - 38.11
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) - 23.54
FLOW VELOCITY(FEET/SEC.) - 3.70 DEPTH*VELOCITY(FT*FT/SEC.) 2.11
FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE - 3.1
PR----------------------------------------------------------------------------
»>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM (FEET) - 1380.50 DOWNSTREAM(FEET) = 1380.00
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.49
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) - 38.11
PIPE TRAVEL TIME(MIN.) = .08 Tc(MIN.) - 15.84
FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE - 8.1
»>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 15.84
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.379
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.07 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
0
11
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBARE.. AREA(ACRES) = '.07 SUBAREA RCINOFF(CFS) = 5.3"
EFFECTIVE AREA(ACRES) = 16.66 AREA -AVERAGED Fm(INCH/HR) = .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 16.66 PEAK FLOW RATE(CFS) - 43.36
FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE - 3.1
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
==ELEVATION DATA: UPSTREAM(FEET) - 1380.00 DOWNSTREAM(FEET) 1379.40
FLOW LENGTH(FEET) = 125.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.07
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.36
PIPE TRAVEL TIME(MIN.) = .29 Tc(MIN.) = 16.14
*x*x#*#**x*****x**xx*x******xxxx**xxxxxxxxxxxxxxx*xxxx*.xxxx********x**x****
FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
e=MAINLINE 9Tc(MIN)====16.14=
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.342
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 85 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = .85 SUBAREA RUNOFF(CFS) = 2.18
EFFECTIVE AREA(ACRES) = 17.51 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 17.51 PEAR FLOW RATE(CFS) = 44.99
xxxxxxxxxx*xxxx*xxx*xxx*xxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*******xx#.xxxx*
FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
=_ =-= -=------- =-====------------- ___===---- =_
ELEVATIONDATA: UPSTREAM(FEET)=1379.40 DOWNSTREAM(FEET) - 1378.70
FLOW LENGTH(FEET) = 120.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) - 7.77
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) - 44.99
PIPE TRAVEL TIME(MIN.) _ .26 Tc(MIN.) = 16.40
xxxxxxxxxx*xxxxxxxxxx*xx*xxxxtrxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx******xxx**xxx
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) - 16.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.311
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCA/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.06 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 5.23
EFFECTIVE AREA(ACRES) 19.57 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 19.57 PEAK FLOW RATE(CFS) = 49.72
rrsrk+rr+rr.wss+++r+xxaa++s+ss..s.Tsar+x+a+sxssss....ssss+xrxrrrrrrssressx+r
FLOW PROCESS FROM NODE 75.00 TO NODE 76.)J IS CODE - 3.1
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1378.70 DOWNSTREAM(FEET) - 1378.50
g_ FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) - 7.16
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) a 49.72
PIPE TRAVEL TIME(MIN.) _ .10 Tc(MIN.) - 16.50
� aaaaaataaaaaaaaaaaa**,t,taaaa+*aaa*x,r*a,raa*aaa++ax++xaaxaaaa*::xaaaaaxaaxax***
FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8.1
-
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 16.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.298
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.77 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) - 1.77 SUBAREA RUNOFF(CFS) 4.48
EFFECTIVE AREA(ACRES) a 21.34 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 21.34 PEAK FLOW RATE(CFS) = 53.98
FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 3.1
------------------^---------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1377,30 DOWNSTREAM(FEET) = 1377.00
ELEVATION DATA: UPSTREAM(FEET) - 1378.50 DOWNSTREAM(FEET) -
1377.30
FLOW LENGTH(FEET) = 125.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES
tw
PIPE -FLOW VELOCITY(FEET/SEC.) - 9.88
-
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES =
1
PIPE-FLOW(CFS) = 53.98
PIPE TRAVEL TIME(MIN.) - .21 Tc(MIN.) - 16.71
£LOW PROCESS FROM NODE 00 77.00 IS CODE
8.1
----7700-TO -NODE-
---7 7
---------------------- ---------------------------------
SUBAREAs=O=MAINLINE
==PEAK
===>>==ADDIITI=ON=OFF aFLOW<<<=====a=:===____¢_=====a==
MAINLINE Tc(MIN) = 16.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.273
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.93 .98 .50
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) - 1.93 SUBAREA RUNOFF(CFS) 4.84
EFFECTIVE AREA(ACRES) Q 23.27 AREA -AVERAGED Fm(INCH/HR) _
.49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) - 23.27 PEAR FLOW RATE(CFS) =
58.34
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1377,30 DOWNSTREAM(FEET) = 1377.00
END OF RATIONAL METHOD ANALYSIS
C
r
I
FLOW LENGTH(FEET) = 20*611 MANNING'$ N = 013
DEPTH OF FLOW IN 33.0 INCE{ PIPE IS 25.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.77
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES =
1
PIPE-FLOW(CFS) = 58.34
PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 16.74
****#iff#*************h******#******frR***t..... ****************t*********k**
FLOW PROCESS FROM NODE 78.00 TO NODE 78.00 IS CODE =
8.1
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE -PEAK =FLOW<=<=a=______________________
MAINLINE Tc(MIN) = 16.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE' A .83 .98 .50
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = .83 SUBAREA RUNOFF(CFS) = 2.08
EFFECTIVE AREA(ACRES) = 24.10 AREA -AVERAGED FM(INCH/HR) _
.49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 24.10 PEAK FLOW RATE(CFS) =
=a=======------===____________
60.34
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 24.10 TC(MIN.) 16.74
EFFECTIVE AREA(ACRES) 24.10 AREA -AVERAGED FM(INCH/HR)=
.49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap .50
PEAK FLOW RATE(CFS) = 60.34
END OF RATIONAL METHOD ANALYSIS
C
r
I
RATIONAL MET:{OD HYDROLOGY COMPC7ER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA CA. 92336
TEL. (909) 899-5011 FAX (909) 899-5014
DESCRIPTION OF STUDY *********X*********1XXXXXX
* TRACT 16046 - Q10 HYDROLOGY
* FN = TR16046.010
* X
FILE NAME: TR16046.DAT
TIME/DATE OF STUDY: 14:15 8/29/2001
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(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) - 1.0200
i *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
___ =-=a= =xa===a=s asxasxxxasxs=sx=x xsssas =s=aa ------ _____=CCaSs=
1 20.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1250 .01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
XXXXXOXXX+XXXXX..XXXXX*22X1XXX2X*XXXXXXXXXXXXXXXXXX*XXXXXXXX*XXXXX**........
--FLOW-PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1
--------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
=x x==a=====x=x==axx=aaxxxaa===a:xa=axaaxa==m==aaasaa=====ax=xx
INITIAL SUBAREA FLOW-LENGTH(FEET) 460.00
ELEVATION DATA: UPSTREAM(FEET) = 1421.40 DOWNSTREAM(FEET) = 1414.20
L
FIJI
r
Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.379
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923
SUBAREA TC AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.75 .98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .50
SUBAREA RUNOFF(CFS) = 6.03
Ap SCS Tc
(DECIMAL) CN (MIN.)
.98
TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) =
.50 32 10.38
6.03
XX*******XXX***XXXXX*XXXXXXX.20..2#X*X**22X...1*21X0***XXXXXXX*.XXXXXXXX*XXX.
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 6.1
>,» ,COMPUTE STREET :'LOW TRAVEL TIME TH!tU SUBAREA<<<<<
-- » >>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1412.60 DOWNSTREAM ELEVATION(FEET) = 1406.70
STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.20
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .33
HALFSTREET FLOOD WIDTH(FEET) - 10.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.16
STREET FLOW TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 11.57
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.738
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.14 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 4.33
EFFECTIVE AREA(ACRES) = 4.89 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) = 9.90
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.13
FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6.1
---------------------------------------------------------------------------
-_>===-,COMPUTE=STREET-FLOW==RAVEL=TIME=THRII SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1406.70 DOWNSTREAM ELEVATION(FEET) = 1401.00
STREET LENGTH(FEET) - 270.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
E
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.41
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .37
HALFSTREET FLOOD WIDTH(FEET) = 12.07
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33
STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 12.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.576
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.60 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 3.01
EFFECTIVE AREA(ACRES) = 6.49 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 6.49 PEAK FLOW RATE(CFS) = 12.20
E
ttttttttttttttttttttttttttttttttt,ttttttttttttttttttttttttttttttt*ttttttttttt
--FLOW-PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6.1
--------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1401.10 DOWNSTREAM ELEVATION(FEET) = 1398.00
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 17.69
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .46
HALFSTREET FLOOD WIDTH(FEET) - 16.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.41
STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 14.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.398
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.25 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) 2.15
EFFECTIVE AREA(ACRES) - 10.09 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) - 17.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) - 16.52
FLOW VELOCITY(FEET/SEC.) - 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39
t..tt.....t...tttttttt.t.ttttttttt.....tttttt.ttt.t....... ***..... *.... ....t
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE - 8.1
-------- -------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE -PEAK FLOW<<<<< - - - -- - --
MAINLINE Tc(MIN) = 14.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.398
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
I
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.38
FLOW VELOCITY(FEET/SEC.) - 3.69 DEPTH*VELOCITY(FT*FT!3EC.) = 1.38
xrxx+xx+x+r++xx+rrxrrxxxx+xxx+xxxrrrxrrrxr+rrrrrrr+rr+rrxrrxrxxrxx+xxrrrrx+x
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE
-
---------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE TC(MIN) = 12.81
YEAR RAINFALL INTENSITY(INCH/HR) - 2.576
*DEVELOPMENT
(
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.35 .98 .50
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) 4.42
EFFECTIVE AREA(ACRES) = 8.84 AREA -AVERAGED FM(INCH/HR) _
.49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 8.84 PEAK FLOW RATE(CFS) =
16.61
ttttttttttttttttttttttttttttttttt,ttttttttttttttttttttttttttttttt*ttttttttttt
--FLOW-PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6.1
--------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1401.10 DOWNSTREAM ELEVATION(FEET) = 1398.00
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 17.69
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .46
HALFSTREET FLOOD WIDTH(FEET) - 16.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.41
STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 14.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.398
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.25 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) 2.15
EFFECTIVE AREA(ACRES) - 10.09 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) - 17.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) - 16.52
FLOW VELOCITY(FEET/SEC.) - 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39
t..tt.....t...tttttttt.t.ttttttttt.....tttttt.ttt.t....... ***..... *.... ....t
FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE - 8.1
-------- -------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE -PEAK FLOW<<<<< - - - -- - --
MAINLINE Tc(MIN) = 14.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.398
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
I
�I
RESIDENTIAL
"5-7 DWELLINGS'AC;RE" A i.40 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .99
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.41
EFFECTIVE AREA(ACRES) 11.49 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 11.49 PEAK FLOW RATE(CFS) = 19.75
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 3.1
»>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: =UPSTREAM(FEET)a= 1390.00 =DOWNSTREAM(FEET) =1389.00
FLOW LENGTH(FEET) - 140.00 MANNING'S N a .013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.93
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) - 19.75
PIPE TRAVEL TIME(MIN.) = .34 TC(MIN.) = 14.78
*xxrxr**x**xx**x*xx*r*x#******xz**+*x*x**rrr*xxxxxx****+***xxrx*x**####x*zzx
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8.1
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
ss -- - - -- - aaasxsasasaxxsaxmaaaxeamaaaaaaasax=xaaxxxaxxacc==
MAINLINE Tc(MIN) = 14.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.365
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.50 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) - 1.50 SUBAREA RUNOFF(CFS) 2.53
EFFECTIVE AREA(ACRES) = 12.99 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) 12.99 PEAK FLOW RATE(CFS) 21.95
*+x*xxxx*xxx#t#ztxxxxxxr*xrxxxxxrxrrxkxx#rxxx#xx*z*xxxxxx*xxxr*rxxzxzx**kx#x
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
x-cx-c=Sxxaaxaaaa-ac--c--c-sccxa x'LSamcaaamamcmaa-a-----=--saaaaxx----�x----
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1419.00 DOWNSTREAM(FEET) = 1399.30
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 11.828
*DEVELOPMENT
YEAR RAINFALL INTENSITY(INCH/HR) - 2.702
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 5.46 .98 .50 32 11.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 10.88
TOTAL AREA(ACRES) = 5.46 PEAK FLOW RATE(CFS) = 10.88
FLOW PROCESS FROM-NODE-----40_00-TO-NODE-----50_00-IS- -
CODE= --6_1---------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
-aa---xx=a-a-a-aa--ca-aaxcxaaacxxaac=ba®CaimxxmmxmaSxcaaaamaOxaSx-cxx-a-aaa-
UPSTREAM ELEVATION(FEET) - 1399.30 DOWNSTREAM ELEVATION(FEET) - 1395.80
STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
r
1
0
pl___
u
DISTANCE FROM CROWN TO CROSSFekLL GRADEBREAK(FEET' = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.23
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .39
HALFSTREET FLOOD WIDTH(FEET) = 13.16
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.29
STREET FLOW TRAVEL TIME(MIN.) - 1.11 Tc(MIN.) = 12.94
* 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.561
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.44 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) 2.69
EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fm(INCH/HR) = 49
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 6.90 PEAK FLOW RATE(CFS) = 12.87
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.40
FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33
x++++++++++xx++xxxxx+++xxxx+++++xxxxx+xx++x+++xxxxxx++xxxxxxxxx+++++++xx++++
FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE - 6.2
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION M 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 1395.80 DOWNSTREAM ELEVATION(FEET) 1394.40==
STREET LENGTH(FEET) = 90.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.24
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .40
HALFSTREET FLOOD WIDTH(FEET) = 13.63
AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.34
STREET FLOW TRAVEL TIME(MIN.) _ .45 Tc(MIN.) = 13.39
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.509
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .40 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) - .40 SUBAREA RUNOFF(CFS) _ .73
EFFECTIVE AREA(ACRES) 7.30 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) 13.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.63
FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34
x+++++++xx+x++++x++xxxx+xxxxx++x+xx+x++++x+x++xx:xx+++++++++++xxx+x+++x+++++
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 6.2
» » >COMPU'PE STREET FLOW TPAVEL TIME THRU SUBAREA« «<
->>>>>(STREET TABLE SECTION 4 1 USED)<<<<< _-
UPSTREAM ELEVATION(FEET) = 1394.40 DOWNSTREAM ELEVATION(FEET) = 1390.00
STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.72
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .40
HALFSTREET FLOOD WIDTH(FEET) = 13.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.50
STREET FLOW TRAVEL TIME(MIN.) _ .97 Tc(MIN.) = 14.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.405
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.67 .-98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
�1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) 2.88
EFFECTIVE AREA(ACRES) = 8.97 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) 8.97 PEAK FLOW RATE(CFS) = 15.48
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) - 13.79
FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54
FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< `
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1390.70 DOWNSTREAM ELEVATION(FEET) = 1389.50
STREET LENGTH(FEET) = 90.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 19.46
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .46
HALFSTREET FLOOD WIDTH(FEET) - 16.45
AVERAGE FLOW VELOCXTY(FEET/SEC.) - 3.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.57
STREET FLOW TRAVEL TIME(MIN.) _ .44 Tc(MIN.) - 14.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.363
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.71 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 4.71 SUBAREA RUNOFF(CFS) 7.95
EFFECTIVE AREA(ACRES) = 13.68 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 13.68 PEAK FLOW RATE(CFS) = 23.09
J
END OFSUBAREA STREET '-LOW HYDRAULICS:
DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTII(FE:ET) = 17.54
FLOW VELOCITY(FEET/SEC., = 3.61 DEPTH *VEDDCITY(FT*FT/SEC.) = 1.72
--FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 6.2
-----------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>(STREET TABLE SECTION 4 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1389.50 DOWNSTREAM ELEVATION(FEET) = 1386.50
STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.80
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .50
HALFSTREET FLOOD WIDTH(FEET) = 18.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65
STREET FLOW TRAVEL TIME(MIN.) - 1.46 Tc(MIN.) = 16.25
* 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.233
to SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .91 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
fig SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) = .91 SUBAREA RUNOFF(CFS) = 1.43
(w EFFECTIVE AREA(ACRES) = 14.59 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 14.59 PEAK FLOW RATE(CFS) = 23.09
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.48
FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.) 1.62
Fl
0
FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1380.50 DOWNSTREAM(FEET) 1380.00
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.54
ESTIMATED PIPE DIAMETER(INCH) a 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) - 23.09
PIPE TRAVEL TIME(MIN.) = .09 Tc(MIN.) = 16.34
xx+x+x+++x++xxt+x+xxxxxxxxxxxx+xxxx++x++:xxxxxxxxxxx*xx+x++*++x+xxxx+xxxxxxx
FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE - 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
aa=saaaaaeaaxaaxe=aaaasxaaas=asaxss=sssasssssxss=ssssx=sa=s:aoaaxeaaxaas=ass
MAINLINE Tc(MIN) - 16.34
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.226
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.07 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 3.24
EFFECTIVE AREA(ACRES) = 16.66 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 16.66 PEAK FLOW RATE(CFS) = 26.07
+x*x++rx+xxxxx*x**xx*xxxxrrrrxxxxrx+r*xx:xxrrx++:xr++rrrxx+xrxxrr*xrxx+x+r++
FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 3.1
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
:=ELEVATION DATA UPSTREAM(FEET) = 1380.00 DOWNSTREAM(FEET) _ =1379.40 =
FLOW LENGTH(FEET) 125.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.26
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 26.07
PIPE TRAVEL TIME(MIN.) = .33 Tc(MIN.) = 16.67
FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE - 8.1
----------------------------------------------------------------------------
=-s»=ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -c<<<<
MAINLINE Tc(MIN) = 16.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.199
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
iw RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .85 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .91
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = .85 SUBAREA RUNOFF(CFS) 1.31
EFFECTIVE AREA(ACRES) 17.51 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 17.51 PEAK FLOW RATE(CFS) = 26.98
*****xxxxxxxxxx+xxxx**xxxx*x*xxxxxxxxx+xxxxxx*x************xx***************
FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE - 3.1
----------------------------------------------------------------------------
_)
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1379.40 DOWNSTREAM(FEET) = 1378.70
FLOW LENGTH(FEET) = 120.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.86
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.98
PIPE TRAVEL TIME(MIN.) _ .29 Tc(MIN.) - 16.97
--FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE - 8.1
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---- -------------
=----
=---
-----
=-----
=====
MAINLINE TC(MIN) - 16.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR) - 2.176
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.06 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) 3.13
EFFECTIVE AREA(ACRES) = 19.57 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) - 19.57 PEAK FLOW RATE(CFS) = 29.75
****************xx***xxxx*x*xxxx*x***x***xx*x**x*xxx*xxxx*x*****xxxx*x*xx.t**
hl
��l
F]
D
FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3.1
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
_===>>>USING= COMPUTER -ESTIMATED =PIPESIZE
=(NON-PRESSURE=FLOW)<=« <
ELEVATION DATA: UPSTREAM(FEET) = 1378.70 DOWNSTREAM(FEET) - 1378.50
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.36
ESTIMATED PIPE DIAMETER(INCH) 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.75
PIPE TRAVEL TIME(MIN.) _ .12 Tc(MIN.) = 17.08
x....x.x..x.xxxx.xx..x.x..xxxxxxxxx.xx.xxxxxxxxxxxxx.xx.x.xxt.....xx.xxxxxxx
FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) - 17.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.167
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.77 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) - 1.77 SUBAREA RUNOFF(CFS) = 2.68
EFFECTIVE AREA(ACRES) = 21.34 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 21.34 PEAK FLOW RATE(CFS) - 32.26
*****..xx.....xx..x..xxxx.....x.xx.xx.xxxxxx.xx...x....x.x...******.......xxxx...
FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 3.1
**** -------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) a 1378.50 DOWNSTREAM(FEET) - 1377.30
FLOW LENGTH(FEET) - 125.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.71
ESTIMATED PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) - 32.26
PIPE TRAVEL TIME(MIN.) = .24 Tc(MIN.) - 17.32
.....................xxxxxxxx xxxxxxxx xxx*.xxxx..*xxx*x......................
FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE - 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
:aaaa::as�saxx==:aaaa=a:aasasas=aasssass=assz=saas=x=esm:=ssaa=sass=s==s=a==
MAINLINE TC(MIN) = 17.32
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.149
SUBAREA LOSS RATE.DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.93 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 1.93 SUBAREA RUNOFF(CFS) 2.89
EFFECTIVE AREA(ACRES) 23.27 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap - .50
TOTAL AREA(ACRES) - 23.27 PEAK FLOW RATE(CFS) - 34.81
.x...x.x...x.x...x.xxxx..x.x...x.x...x.xx..x......x...x.x.xxxx..x.xxx..xx..x
FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE - 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA, UPSTREAM(FEET) _ 1377.30 DOWNSTREAM(FEET) = 1377.00=a==
FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013
is
K-1
0
0
DEPTH OF FLOW IN 27.0 INCH PIPE
IS 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) -
10.31
ESTIMATED PIPE DIA.METER(INCH) =
27.00 NUMBER OF PIPES =
1
PIPE-FLOW(CFS) = 34.81
PIPE TRAVEL TIME(MIN.) _ .03
Tc(MIN.) = 17.35
FLOW PROCESS FROM NODE 78.00
TO NODE 78.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW««<
a
MAINLINE =TC(MIN)=E= 17.35______________________________________==_=s=====_
* 10 YEAR RAINFALL INTENSITY(INCH/HR)
= 2.147
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A
.83 .98 .50
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .50
SUBAREA AREA(ACRES) _ .83
SUBAREA RUNOFF(CFS) 1.24
EFFECTIVE AREA(ACRES) = 24.10
AREA -AVERAGED Fm(INCH/HR) _
.49
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 24.10
PEAK FLOW RATE(CFS)
36.00
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 24.10
TC(MIN.) 17.35
EFFECTIVE AREA(ACRES) = 24.10
AREA -AVERAGED Fm(INCH/HR)=
.49
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap .50
PEAK FLOW RATE(CFS) 36.00
=======a=u
END OF RATIONAL METHOD ANALYSIS
is
K-1
0
0
DESCRIPTION
ALLARD ENGINEERING g 2� .
Engineering • Surveying • Land Planning JOB #: SHEET / OF6194 Gh9FFy Avenue /
DESIGNED BY DATE
Fentene, GA 92396
99"99 694 i APPROVED
y
d Zo�
D o 0 D oa
Kf�
/0'
0
HYDRAULIC ELEMHPtTS - I PROGRAM PACKAGE
(G Copyright 1982-95 Advanced Engineeri:y Software (aes)
-ler. 5.1A Release Date: 08/01/95 Lic_nse ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
--------------------------------------------------------------------
' TIME/DATE OF STUDY: 14:49 3/ 3/2001
***a* a** ###k +#+lF'# xDES RI8� Vl'' STUDY +x+*##k#k#xk#k#xxxxxxx###*
* TRACT 16046 - CATCH BASIN CAPACITY CALC FOR CB ON OARSPRING @ 15+89
* W = 14 FT.
# #
>>>>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) = 38.30
GUTTER FLOWDEPTH(FEET) = 51
BASIN LOCAL DEPRESSION(FEET) _ .33
FLOWBY BASIN WIDTH(FEET) = 14.00
>>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 77.5
>>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.6
TWO 14 FT. C.B.'S WILL INTERCEPT 21.2 CFS
17.1 CFS FLOW BY
------------------------------------------
0
F, I
HF,
G
JA
LJ
D
J
0
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
----------------------------------------------------------------
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA, CA. 92336
TEL 909-899-5011 FAX 909-899-5014
G'. 12to.�S / 2.
++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++
* TRACT 16046 - DEPTH OF FLOW CALCS FOR OAKSPRINGS DR 0 STA 15+89
* Q100 = 38.3 CFS
*
TIME/DATE OF STUDY: 14:39 3/ 3/2001
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER X-'-'-
COORDINATE Y' COORDINATE
1 .00 100.00
2 7.00 99.85
3 7.17 99.35
4 8.50 99.46
5 8.51 99.49
6 27.00 99.86
SUBCHANNEL SLOPE(FEET/FEET) = .019000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) = 18.8
SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.08
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.600
SUBCHANNEL FROUDE NUMBER - 1.816
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.47
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 27.00 99.86
2 44.99 99.49
3 45.00 99.46
4 46.83 99.35
5 47.00 99.85
6 54.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) = .019000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
....................................................................
SUBCHANNEL FLOW(CFS) 19.8
SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.21
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.701
SUBCHANNEL FROUDE NUMBER = 1.826
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 20.47
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .21
------------------------ -
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED - 38.30
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 38.57
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.86
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
DEPTH OF FLOW - 0.51 FT.
*R*k**4i'h+*x..t.Y.x**k#**xkk#x*xfFH.lklr+t*kxxkxk,***k//...4*ttr lrJtr+V art ktillt/*.+..
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) CDpyright 1982-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
----------------------------------------------------------------------------
TIME/DATESOF STUDY: 19:13 7/17/2001
/V • �D
*************}************ DESCRIPTION OF STUDY **************+*****+*****
* TRACT 16046 — CATCH BASIN CAP. CALCS. FOR CB NO. 3
*W=21 FT.
*
x*x#*#*kk*##*k*x**xk***#k*xxxkx*kk***t*##**x*xtkk**#xkkkkxk*x***kxkxx****k
»»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) = 34.00
GUTTER FLOWDEPTH(FEET) _ .60
BASIN LOCAL DEPRESSION(FEET) = .33
FLOWBY BASIN WIDTH(FEET) a 21.00
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION 57.9
»»CALCULATED ESTIMATED INTERCEPTION(CFS) 18.0
----------=
n
u
fl
C
+++:+T++a,✓ ++***** ++*.*+ DESCRIPTION OF STUDY ++++++++++++++++++++++++++
* TRACT 16046 - DEPTH OF PLOW CALCS FOR OAKSPRINGS @ STA. 12+60
* Q100 = 34.0 = 17.1 + 5.3 + ( 49.9 - 38.3 }
*++*+*++*+*++*****+**++*+*++++++*+++++++++*****+***********+*+*+********++
OF STUDY: 19: 8 7/17/2001
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
----TIME/DATE
----------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
CALCULATIONS BASED ON MANNINGS EQUATION
NODE NUMBER "X" COORDINATE
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
---------SUBCHANNEL
----------------------------------------------------------------------------
(c) Copyright 1983-95 Advanced Engineering Software (aes)
100.00
Ver. 5.1A Release Date: 08/01/95 License ID 1400
2 7.00
99.85
Analysis prepared by:
99.35
ALLARD ENGINEERING
3
6101 CHERRY AVE.
FONTANA, CA. 92336
99.49
TEL 909-899-5011 FAX 909-899-5014
+++:+T++a,✓ ++***** ++*.*+ DESCRIPTION OF STUDY ++++++++++++++++++++++++++
* TRACT 16046 - DEPTH OF PLOW CALCS FOR OAKSPRINGS @ STA. 12+60
* Q100 = 34.0 = 17.1 + 5.3 + ( 49.9 - 38.3 }
*++*+*++*+*++*****+**++*+*++++++*+++++++++*****+***********+*+*+********++
3 45.00 99.46
4 46.83 99.35
5 47.00 99.85
6 54.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) _ .005000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
OF STUDY: 19: 8 7/17/2001
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) 2.774
----TIME/DATE
----------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
SUBCHANNEL FROUDE NUMBER - .972
NODE NUMBER "X" COORDINATE
"Y" COORDINATE
---------SUBCHANNEL
----------------------------------------------------------------------------
1 .00
100.00
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 34.00
2 7.00
99.85
3 7.17
99.35
ELEVATION ............................. 99.95
4 8.50
99.46
5 8.51
99.49
LEFT AND RIGHT BANK ELEVATIONS.
6 27.00
99.86
SUBCHANNEL SLOPE(FEET/FEET) _ .005000
SUBCHANNEL MANNINGS FRICTION FACTOR
- .015000
...............................•...
........•SUBCHANNEL FLOW(CFS)'16.7
SUBCHANNEL FLOW AREA(SQUARE FEET)
6.11
SUBCHANNEL FLOW VELOCITY(FEET/SEG.)
2.734
SUBCHANNEL FROUDE NUMBER - .968
SUBCHANNEL FLOW TOP-WIDTH(FEET)
24.67
SUBCHANNEL HYDRAULIC DEPTH(FEET) _
.25
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL
NUMBER 2 :
NODE NUMBER "X" COORDINATE
"Y" COORDINATE
1 27.00
99.86
2 44.99
99.49
3 45.00 99.46
4 46.83 99.35
5 47.00 99.85
6 54.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) _ .005000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) - 17.3
SUBCHANNEL FLOW AREA(SQUARE FEET) 6.25
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) 2.774
SUBCHANNEL FROUDE NUMBER - .972
SUBCHANNEL FLOW TOP-WIDTH(FEET) - 24.67
---------SUBCHANNEL
----------------------------------------------------------------------------
HYDRAULIC DEPTH(FEET) .25
_----
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 34.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 34.03
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.95
DEPTH OF FIA90 = 0.60'
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
!C) Copyright 1982-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 16:22 7/21/2001
a=a=aaaasaaa=a_=a=__aa__aaz_=__=,a=saa=aaaaa __
DESCRIPTION OF STUDY #**#}}#**########**#*#****
* TRACT 16046 - CATCH BASIN CALCS. FOR C.B. NO.S 4 & 5
* W = 28 FT. ON THE NORTH AND 20 FT. ON THE SOUTH
# *
»»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) - 26.70
GUTTER FLOWDEPTH(FEET) = .56
BASIN LOCAL DEPRESSION(FEET) = 33
FLOWBY BASIN WIDTH(FEET) = 48.00 ( 28 t 20 )
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 48.9
»»CALCULATED ESTIMATED INTERCEPTION(CFS) - 26.5
SINCE C.B. NO.S 4 & 5 ARE CLOSE TOGETHER, BOTH ARE CONNED IN THIS CALL.
FLOUTS INTO EACH BASIN WOUILD BE AS FOLLOWS: C.B. NO. 4 ( W - 20' ) = 11.0 CFS
C.B. NO. 5 ( W - 28' ) = 15.5 CFS
=zaz=axaaasy=aaaaseeae=a==zza=xea==amacasaaaaaaaaa==z=eaa=aaxamaaaaaaa:�:a: `
u
7
15/
***** 1)ES9IPTION OF STUDY
* TRACT 16046 - DEPTH OF FLON CALCS FOR ORKSPRINGS DR. Q STA 11+00
* Q100 : 26.7 16.0 + ( 60.6 + 49.9 )
*
TIME/DATE OF STUDY: 19:45 7/17/2001
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUFIDER "X" COORDINATE "Y^ COORDINATE
1 .00 100.00
2 7.00 99.85
3 7.17 99.35
4 8.50 99.46
5 8.51 99.49
6 27.00 99.86
SUBCHANNEL SLOPE(FEET/FEET) _ .005000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) - 13.3
SUBCHANNEL FLOW AREA(SQUARE FEET) 5.16
SUSCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.572
SUBCHANNEL FROUDE NUMBER = .953
SUBCHANNEL FLOW TOP-WIDTH(FEET) - 22.81
SUBCHANNEL HYDRAULIC DEPTH(FEET) 23
---------------------------------------------------------------------------- `
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 .
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 27.00 99.86
2 44.99 99.49
3 45.00 99.46
4 46.83 99.35
5 47.00 99.85
6 54.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) = .005000
.SUBCHANNEL MANNINGS FRICTION FACTOR .015000
•
•SUBCHANNEL FLOW(CFS)- 13.9
SUBCHANNEL FLOW AREA(SQUARE FEET) 5.30
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) 2.617
SUBCHANNEL FROUDE NUMBER - .957
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 22.81
SUBCHANNEL HYDRAULIC DEPTH(FEET) m .23
----------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 26.70
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 27.13
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.91
DEPTH OF FLOW = 0.56'
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
P
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA, CA. 92336
TEL 909-899-5011 FAX 909-899-5014
15/
***** 1)ES9IPTION OF STUDY
* TRACT 16046 - DEPTH OF FLON CALCS FOR ORKSPRINGS DR. Q STA 11+00
* Q100 : 26.7 16.0 + ( 60.6 + 49.9 )
*
TIME/DATE OF STUDY: 19:45 7/17/2001
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUFIDER "X" COORDINATE "Y^ COORDINATE
1 .00 100.00
2 7.00 99.85
3 7.17 99.35
4 8.50 99.46
5 8.51 99.49
6 27.00 99.86
SUBCHANNEL SLOPE(FEET/FEET) _ .005000
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) - 13.3
SUBCHANNEL FLOW AREA(SQUARE FEET) 5.16
SUSCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.572
SUBCHANNEL FROUDE NUMBER = .953
SUBCHANNEL FLOW TOP-WIDTH(FEET) - 22.81
SUBCHANNEL HYDRAULIC DEPTH(FEET) 23
---------------------------------------------------------------------------- `
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 .
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 27.00 99.86
2 44.99 99.49
3 45.00 99.46
4 46.83 99.35
5 47.00 99.85
6 54.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) = .005000
.SUBCHANNEL MANNINGS FRICTION FACTOR .015000
•
•SUBCHANNEL FLOW(CFS)- 13.9
SUBCHANNEL FLOW AREA(SQUARE FEET) 5.30
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) 2.617
SUBCHANNEL FROUDE NUMBER - .957
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 22.81
SUBCHANNEL HYDRAULIC DEPTH(FEET) m .23
----------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 26.70
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 27.13
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.91
DEPTH OF FLOW = 0.56'
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
P
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 16:38 7/22/2001
=a====a=s===—=_____=====a=aa=a=====_=====a==s===a=_a=a�a=_�_�___:::______
*+*** •*:***kkk**kk****** DESCRIPTION OF STUDY *kkkkkkk**+kk***kkkkkkkkk+
* TRACT 16046 - CATCH BASIN CALLS FOR C.H. NO.$ 6 i 7
* N : 20 FT. NORTH AND SOUTH SIDS
***k**kkk**k*k*kk**kkk*****kkkkkk++*k*kk*k*x**k*****k**kkkkkkkkkkkkkk**kk*k*
»»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) = 28.60
GUTTER FLOWDEPTH(FEET) _ .57
BASIN LOCAL DEPRESSION(FEET) = .33
s�
FLOWBY BASIN WIDTH (FEET) = 40.00 ( 20, f 201
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 51.4
»»CALCULATED ESTIMATED INTERCEPTION(CFS) - 25.5
SINCE C.B. NO.S 6 6 7 ARE CLOSE TOGETHER, BOTH ARS COMINBD IN THIS CALC
o:xsa—--- ass==s------=ssasaaasaaess==v---------- —smsass::mas--- ------ =
0
** RESULTS OF IRREGULAR CHANNEL ANALYSIS *`
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA, CA. 92336
TEL 909-899-5011 FAX 909-899-5014
497 $
DErSCRIPTZON OF STUDY
* TRACT 16046 - DEPTH OF FLOW CALLS FOR ELKHORN DR @ STA. 12+60
* Q100 = 28.6 CFS
+
TIME/DATE OF STUDY: 16:26 7/22/2001
on----------------------------------------------------------------------------
Vi'_s * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
iW NODE NUMBER "X" COORDINATE "Y" COORDINATE
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
D
1 .00
100.00
2 7.00
99.85
3 7.17
99.35
4 8.50
99.46
5 8.51
99.49
6 27.00
99.86
SUBCHANNEL SLOPE(FEET/FEET) = .005300
SUBCHANNEL MANNINGS FRICTION FACTOR
= .015000
............................................................................
SUBCHANNEL FLOW(CFS) = 14.5
SUBCHANNEL FLOW AREA(SQUARE FEET) =
5.39
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) =
2.690
SUBCHANNEL FROUDE NUMBER = .985
SUBCHANNEL FLOW TOP-WIDTH(FEET) -
23.27
SUBCHANNEL HYDRAULIC DEPTH(FEET) _
.23
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 :
Im
NODE NUMBER "X" COORDINATE
"Y" COORDINATE
1 27.00
99.86
2 44.99
99.49
3 45.00
99.46
ON
4 46.83
99.35
5 47.00
99.85
6 54.00
100.00
SUBCHANNEL SLOPE(FEET/FEET) _ .005300
SUBCHANNEL MANNINGS FRICTION FACTOR
= .015000
SUBCHANNEL FLOW(CFS) = 15.1
SUBCHANNEL FLOW AREA(SQUARE FEET)
5.53
SUBCHANNEL FLOW VELOCITY(FEET/SEC.)
2.735
SUBCHANNEL FROUDE NUMBER = .989
SUBCHANNEL FLOW TOP-WIDTH(FEET) =
23.27
SUBCHANNEL HYDRAULIC DEPTH(FEET) _
.24
------------------------------
- ^
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 28.60
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
29.62
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION .............................
99.92
DEPTH OF FLOW = 0.57'
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
D
**fit}}kk#*t*tkkkk+ktfttk*#}*fiYt*}R xx4*t*4***#*k*****txtkt****R**fiYt}*ttk.4
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Cooyright 1982-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
----------------------------------------------------------------------------
asTIME/D=TEaOFaSTUDY=_169=96-_7/22/2001
*************"0***** DESCRIPTION OF STUDY ********************+****+
* TRACT 16046 - CATCH BASIN CAP. CALCS rOR C.B. NO. 8
* W a 14 M
tw
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
OR----------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) 6 5.30
GUTTER FLOWDEPTH(FEET) - .42
BASIN LOCAL DEPRESSION(FEET) = .33
FLOWBY BASIN WIDTH(FEET) = 13.15
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION - 13.2
USE A 14 FT. C. S.
»»CALCULATED ESTIMATED INTERCEPTION(CFS) 5.3
Cms---asSxa-s¢3s-ssss--access----- ----- tOia9C--=-------a====--------cs=Svgs=s
xarxx*#}*#*#***Y#}#}}allr*#}##fit#***44f*#w 4}}}}**+t*tYlff}wwrro-x
HYDRAULIC ELEMENTS -- I PROGRAM PACKAGE..
(C) Copyright 1982-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVENUE
FONTANA CA. 92336
FAX (909) 899 - 5014 TEL (909) 899-5011
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 16:46 7/22/2001
G �Cla.
+++++++*+++++++ +++++++ + DESCRIPTION OF STUDY ++++++++++++++++++++++++++
* TRACT 16046 - DEPTH OF FL01F FOR ZLKHORN DR. @ STA. 11+00
* PUWS CONTAINED ON THE NORTH SIDE
+ +
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
»»STREETFLOW MODEL INPUT INFORMATION««
----------------------------------------------------------------------------
))j CONSTANT STREET GRADE(FEET/FEET) _ .005300
CONSTANT STREET FLOW(CFS) = 5.30
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) .015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 10.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .017000
OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) - .50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03000
i.# CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
P'
----STREET-FLOW MODEL RESULTS: �
-------------------------------------------------------------
STRFET FLOTii DEPTH (FEET) � . 42
HALFSTREET FLOOD WIDTH(FEET) - 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.03
-� PRODUCT= OF DEPTH4VELOCITY.85
fl
0
ti
T1 TRACT 16046
T2 OAKSPRING S.D.
T3
SO
1000.0001374.440
1
1379.500
R
1085.2501376.020
1
JX
1086.7501376.750
1
5
R
1169.2501377.570
1
JX
1170.7501377.600
1
2
R
1259.9401379.250
1
.000
JX
1264.6001379.770
3
2
R
1549.9401381.280
3
JX
1554.6001382.300
2
2
R
1608.4601383.000
2
.000
WE
1608.4601383.000
4
SH
1608.4601383.000
4
CD
1 4 1 .000
3.000
CD
2 4 1 .000
1.500
CD
3 4 1 .000
2.500
CD
4 2 0 .000
0
5.000
CD
5 4 1 .000
2.000
Q
10.600
.0
.000
0
1379.500
.013
60.000
.000
0
.013
15.500
1376.750
72.0
.000
.013
.000
.000
0
.013
11.000
1378.140
60.0
.000
.013
.000
.000
0
.014
18.000
1380.010
70.0
.000
.013
.000
.000
0
.014
10.600
1382.300
60.0
.000
.013
.000
.000
0
.500
1383.000
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
5.000
.000
.000
.00
.000 .000
.000
.00
FILE: TR16046OAKSP.WSW
W S P
G W- CIVILDESIGN Version 12.95
PAGE
1
For:
Allard Engineering,
Fontana, California -
SIN 643
WATER
SURFACE
PROFILE LISTING
Date: 7-22-2001
Time:
2: 9:
9
TRACT 16046
OAKSPRING S.D.
I
Invert I
Depth I
Water I
4 I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station I
-I-
Elev I
-I-
(FT) I
-I-
Elev I
-1-
(CFS) I
-I-
(FPS)
-I-
Head I
-I-
Grd.El.l
-I-
Elev
I Depth
I Width
IDia.-FTIor
I.D.I
2L
IPrs/Pip
L/Elem ICh Slope I
I
I
I
SF Avel
HF
-I-
ISE DpthlFroude
-I-
NINorm
Dp
-i- -I-
I "N" I
-I-
X -Fall)
2R
-I
IType
Ch
++x++++++I+++++x+++I++++++++I+++++++++I+x+++x+xxlxxx++x+I+++++++I++++xx++x1+++++++I++x+++++t++xx++++I+++xx+x1+++++++t+xxx+
I
I
I
I
I
1
I
Ix+++xx«
1000.000
-1-
1374.440
-I-
5.060
-I-
1379.500
-I-
65.70
-I-
9.29
-I-
1.34
-I-
1380.84
-I-
.00
-I-
I
2.60
I
.00
I I
3.000
I
.000
.00
I
1
.0
85.250
I
.0185
I
I
I
I
.0097
I
.83
.00
-I-
.00
1.89
-I- -i-
.013
-I-
.00
.00
1-
PIPE
1085.250
1376.020
4.526
1380.546
65.70
9.29
1.34
1381.89
I
.00
I
2.60
I
.00
I I
3.000
I
.000
.00
I
1
.0
JUNCT STR
I
.4867
I
I
i
I
.0077
.01
4.53
.00
.013
.00
.00
PIPE
1086.750
-I-
1376.750
-I-
4.821
-I-
1381.571
-I-
50.20
-I-
7.10
-I-
I
.78
-I-
1382.35
-I-
I
.00
I
2.31
I
.00
I I
3.000
I
.000
.00
I
1
.0
82.500
.0099
.0057
.47
-1-
4.82
-I-
.00
1.95
-I- -I-
.013
-I-
.00
.00
1-
PIPE
1169.250
-I-
1377.570
-I-
4.468
-I-
1382.038
-I-
50.20
-I-
7.10
-i-
.78
-I-
1382.82
-I-
.00
2.31
.00
3.000
.000
.00
1
.0
JUNCT STR
I
.0200
I
I
I
I
.0046
.01
-I-
4.47
-I-
.00
-I- -I-
.013
-I-
.00
.00
I-
PIPE
1170.750
-I-
1377.600
-t-
4.906
-I-
1382.505
-I-
39.20
-I-
5.55
-I-
I
.48
-1-
1382.98
-i-
I
.00
I
2.04
I
.00
I I
3.000
I
.000
.00
I
1
.0
89.190
I
.0185
I
I
I
I
.0035
.31
-I-
4.91
-I-
.00
1.38
-I- -i-
.013
-I-
.00
.00
1-
PIPE
1259.940
-I-
1379.250
-I-
3.564
-I-
1382.814
-I-
39.20
-I-
5.55
-I-
I
.48
-I-
1383.29
I
.00
I
2.04
I
.00
I I
3.000
I
.000
.00
1
1
.0
JUNCT STR
I
.1116
I
I
I
I
.0036
I
-I-
.02
-I-
3.56
-I-
.00
-I- -I-
.014
-I-
.00
.00
i-
PIPE
1264.600
1379.770
3.387
1383.157
21.20
4.32
.29
1383.45
I
.00
►
1.56
I
.00
I I
2.500
I
.000
.00
I
1
.0
285.340
I
.0053
I
I
I
I
.0027
.76
3.39
.00
1.56
.013
.00
.00
PIPE
1549.940
-I-
1381.280
-t-
2.640
-I-
1383.920
-I-
21.20
-I-
4.32
-I-
I
.29
-I-
1384.21
-i-
I
.00
-I-
I
1.56
I
.00
I I
2.500
I
.000
.00
I
1
.0
JUNCT STR
l
.2189
I
I
I
1
.0075
I
' .03
2.64
-I-
.00
-I- -I-
.014
-I-
.00
.00
I-
PIPE
1554.600
-I-
1382.300
-I-
1.619
-I-
1383.919
-I-
10.60
-I-
6.00
-I-
.56
`-I-
1384.48
t
.00
I
1.25
I
.00
I f
1.500
i
.000
.00
I
1
.0
42.279
.0130
.0101
-I-
.43
-I-
1.62
-I-
.00
1.10
-i- -I-
.013
-I-
.00
.00
1-
PIPE
FILE: TR16046OAKSP.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2
For: Allard Engineering, Fontana, California - SIN 643
TRACT 16046 WATER SURFACE PROFILE LISTING Date: 7-22-2001 Time: 2: 9: 9
OAKSPRING S.D.
***#********************************************************************************************************************** *******#
I Invert I Depth I Water ( Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth
Station I Elev ( (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem (Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Falls ZR (Type Ch
1596.879 1382.849 1.500 1384.349 10.60 6.00 .56 1384.91 .00 1.25 .00 1.500 .000 I .00 I1 .0
-I- -I- -I- -i- -i- -I- -I- -i- -I- -i- -I- -I- -I- 1-
11.581 .0130 .0094 .11 1.50 .00 1.10 .013 .00 .00 PIPE
I i I 1 I I I I I I I
1608.460 1383.000 1.444 1384.444 10.60 6.07 .57 1385.02 .00 1.25 .57 1.500 .000 I .00 I1 .0
WALL ENTRANCE
I I I 1 I I I I ( I I
1608.460 1383.000 2.554 1385.554 10.60 .83 .01 1385.56 .00 .52 5.00 5.000 5.000 I .00 I0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
1381.500
.013
.500
1378.000
.000 .000 .000 .00
5.000 .000 .000 .00
0
.000 .000 0
Tl
`i.RACT 16046
T2
LATERAL "A"
T3
SO
101.5001376.550
1
R
119.4001378.000
1
WE
119.4001378.000
2
SH
119.4001378.000
2
CD
1 4 1 .000
2.000
CD
2 2 0 .000
5.000
Q
15.500
.0
1381.500
.013
.500
1378.000
.000 .000 .000 .00
5.000 .000 .000 .00
0
.000 .000 0
FILE: TR16046LATA.WSW
W S P
G W- CIVILDESIGN Version 12.95
PAGE 1
For: Allard
Engineering,
Fontana, California - SIN 643
WATER SURFACE
PROFILE LISTING
Date: 8-30-2001
Time:
9: 2:53
TRACT 16046
LATERAL "A"
I Invert I
Depth I Water
I Q I
Vel Vel I
Energy I Super I'CriticallFlow ToplHeight/IBase Wt1
INo Wth
Station
-I-
I Elev I
-I-
(FT) I Elev
-I-
I (CFS) I
(FPS) Head I
Grd.E1.1 Elev I Depth I Width
IDia.-FTIor I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
-i-
I
-I-
I I
-I- -I-
SF Avel
-I- -I- -I-
HF ISE DpthlFroude NINorm Dp
-I- -I- -I-
I "N" I X-Fa111
-I
ZR
IType Ch
araaa+r+++Y+*+x#*xlxxY#+***I###*x*#*#I#xxxx***xIx*#+x**I***####I****###*#1###***#I#***##*#I*x**#x##Ix*x###x1****#**I###*#
I I I
I I
I**#****
!-1.500
-I-
1376.550
-I-
4.950 1381.500
-I- -I-
15.50
-I-
I
4.93 .38
I I I
1381.88 .00 1.42 .00
1 I I
2.000 .000
.00
i
1 .0
17.900
.0810
I I
I
I
-I- -I-
.0047
-I- -I- -I-
.08 4.95 .00 .67
-I- -I- -I-
.013 .00
.00
1-
PIPE
119.400
1378.000
3.584 1381.584
I
15.50
I
4.93 .38
I I I
1381.96 .00 1.42 .00
I I I
2.000 .000
.00
I
1 .0
WALL ENTRANCE
119.400
-I-
I I
1378.000
-I-
I
4.162 1382.162
-I- -I-
I i
15.50
-I-
I
.74 .01
-I- -I-
I I I
1382.17 .00 .67 5.00
-I- -I- -I-
I I I
5.000 5.000
-I- -I- -I-
.00
I
0 .0
I-
T1 TRACT 16046
T2 LATERAL "B"
T3
SO 101.5001378.140 1
R 130.3301379.900 1
WE 130.3301379.900 2
SH 130.3301379.900 2
CD 1 4 1 .000 1.500
CD 2 2 0 .000 5.000
Q 11.000 .0
1382.200
013
500
1379.900
.000 .000 .000 .00
5.000 .000 .000 .00
u
000 .000 0
tzill V1 V,
ILIA
FILE: TR16046LATB.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1
For: Allard Engineering, Fontana, California - SIN 643
WATER SURFACE PROFILE LISTING Date: 7-22-2001 Time: 2: 1:31
TRACT 16046
LATERAL "B"
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
-I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Eleni ICh Slope I I I 1 SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch
I I I I I I I I I I I I
101.500 1378.140 4.060 1382.200 11.00 6.22 .60 1382.80 .00 1.27 .00 1.500 .000 .00 I1 .0
28.830 .0610 .0110 .32 4.06 .00 .68 .013 .00 .00 PIPE
I 1 1 I I I I I I I I I I
130.330 1379.900 2.616 1382.516 11.00 6.22 .60 1383.12 .00 1.27 .00 1.500 .000 .00 1 .0
-I- -I- -1- -I- -t- -I- -I- -I- -t- -I- -I- -t- -I- 1 -
WALL ENTRANCE
I I 1 i I I I ► I t I I
130.330 1379.900 3.518 1383.418 11.00 .63 .01 1383.42 .00 .53 5.00 i 5.000 5.000 .00 0 .0
-I- -i- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
r
T1 TRACT 6046
T2 LATAERAL "C"
T3
SO 101.5001379.760 1
R 115.1601380.350 1
WE 115.1601380.350 2
SH 115.1601380.350 2
CD 1 4 1 .000 2.000
CD 2 2 0 .000 5.000
Q 18.000 .0
1382.980
.013
.500
1380.350
.000 .000 .000 .00
5.000 .000 .000 .00
G
.000 .000 0
an W11 sm KA MA M VA .s Wei S .I Us 911 gas tLA ILA 1-1 VA
FILE: TR16046LATC.WSW
W S P
G W- CIVILDESIGN Version 12.95
PAGE 1
For: Allard Engineering,
Fontana, California - SIN 643
WATER SURFACE PROFILE LISTING
Date: 7-22-2001
Time:
2:38:51
TRACT 16046
LATAERAL "C"
.**.+**,r**x<*+*r***r*,tfr**xi.**�+**tr*�*+*k***wtk,e**:***�,r�wx**.*,r,r,e*,r,ex***,t�.*.**,r,rk*.,rnr*,r*****,r,�*�r*.**r,�,t*x**r*,r*►*x*.rr+
*.....�.
I Invert I
Depth I Water I
Q I
Vel Vel I Energy I Super
ICriticalIFlow Top[Height/IBase Wtl
INo Wth
Station I Elev I
-t- -1-
(FT) I Elev I
-I- -I-
(CFS) I
-I-
(FPS) Head I Grd.El.1 Elev
-I- -I- -I-
I Depth I Width IDia.-FTior I.D.I
ZL
IPrs/Pip
L/Elem ICh Slope I
► I
I
-I-
SF Ave1 HF ISE DpthIFroude
-I- -t- -I- -I-
NINorm Dp I "N" I X -Fall)
ZR
-I
IType Ch
*+****,t**I*+**+**,trl*rw�+r*rl*++*�****I�***x+*r*I+,r***:r*I**,rr�w.l****w*,t+xl+,r**r**Iw+***�**I�****,r+*I*..*�:+I*rr►.+.I�.�.**
I I I I
I
I I
1>*�.,r+.,.
101.500 1379.760
-I- -I-
3.220 1382.980
-I- -I-
18.00
-I-
5.73 .51 1383.49 .00
-I- -I- -1- -I-
I I I 1
1.53 .00 2.000 .000 I
.00
I1 .0
13.660 .0432
I I
I I
I
.0063 .09 3.22
I
-I- -I- -1- -I-
.00 .86 .013 .00
.00
1-
PIPE
115.160 1380.350
2.716 1383.066
18.00
1
5.73 .51 1383.58 .00
1 I 1 I I
1.53 .00 2.000 .000
.00
I
1 .0
WALL ENTRANCE
I I
115.160 1380.350
-i- -I-
i I
3.503 1383.653
-I- -I-
I
18.00
-I-
I I
1.03 .02 1383.87 .00
-I- -I- -I- -I-
I I I I I
.74 5.00 5.000 5.000
-I- -I- -I- -I-
.00
t
0 .0
I-
T1 TRACT 16046
T2 LATERAL "D"
T3
So 101.2501382.300 1
R 115.1601382.370 1
WE 115.1601382.370 2
SH 115.1601382.370 2
CD 1 4 1 .000 1.500
CD 2 2 0 .000 5.000
Q 10.600 .0
1383.600
.013
.500
1382.370
.000 .000 .000 .00
5.000 .000 .000 .00
rJ
000 .000 0
FILE: TR16046LATD.WSW
W S P
G W-
CIVILDESIGN Version 12.95
PAGE 1
For:
Allard
Engineering,
Fontana, California - SIN 643
WATER
SURFACE
PROFILE LISTING
Date: 7-24-2001
Time:
9:48:18
TRACT
16096
LATERAL
"D"
xxxxxxxxxxxxxxxxxxxxxxxxxx********xx*x*******xxx*x*******x*********x**************x********x***xxxxxxxxxxxxxxxxxxxxxxxx:xx
xxxxxxxx
I Invert I
Depth I
Water
I Q I
Vel
Vel I
Energy I Super
ICriticallFlow
ToplHeight/IBase Wti
INo Wth
Station
-1-
I Elev I
-I-
(FT) I
-I-
Elev
-I-
I (CFS) I
-I-
(FPS)
-I-
Head I
-I-
Grd.El.1 Elev
-I- -I-
I Depth
-I-
I Width
IDia.-FTlor I.D.1
ZL
IPrs/Pip
L/Eleni
ICh Slope I
I
I I
SF Avel
HF ISE DpthlFroude
NINorm
-I-
Dp
-I- -I-
I "N" I X-Fa111
ZR
-I
(Type Ch
xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxx**I**x*x*xl*xxxxxxxxlxxxxxxxlxxxxxxx*I*******x1*x*****Ixxxxxxxlxxxxx
I I I
I I
I
I
Ixxxxxxx
101.250
-I-
1382.300
-I-
1.300
-I-
1383.600
-I-
10.60
-I-
6.52
-I-
.66
-I-
1384.26 .00
-I-
I
1.25
I
1.02
I I
1.500 .000 I
.00
11 .0
6.489
.0050
I I
1
I I
.0091
I
-I-
.06 1.30
-I-
.91
-I-
1.50
-I- -I-
.013 .00
.00
1-
PIPE
107.739
-I-
1382.333
-I-
1.386
-1-
1383.719
-I-
10.60
-I-
6.21
-i-
.60
-I-
I
1384.32 .00
-I-
I
1.25
I
.79
I I I
1.500 .000
.00
I
1 .0
7.421
.0050
I I
t
I I
.0088
-I-
.07 1.39
-I-
.75
-I-
1.50
-I- -I-
.013 .00
.00
1-
PIPE
115.160
1382.370
1.440
1383.810
10.60
6.08
I
.57
I
1384.38 .00
I
1.25
I
.59
I i i
1.500 .000
.00
I
1 .0
WALL ENTRANCE
115.160
-1-
I I
1382.370
-I-
I
2.552
-I-
1384.922
-I-
I I
10.60
-I-
.83
-I-
I
.01
-I-
I
1384.93 .00
-i- -I-
I I
.52
-I-
5.00
-I-
I I
I 5.000 5.000
-I- -I-
.00
I
0 .0
I-
;a
1392.500
.013
Ti
TRACT 16046
.000 .000 0
.013
T2
ELKHORN DRIVE S.D.
70.0 .000
.013
T3
.000 .000 0
.014 12.750
SO
100.0001388.510
1
.013
R
173.2701389.750
1
.500
JX
174.7701389.780
1 2
R
267.3301391.340
1
.000
.000 .00
JX
271.9901392.420
2 2
.000 .00
R
367.3701394.030
2
WE
367.3701394.030
3
SH
367.3701394.030
3
CD
1 4 1 .000
2.500
CD
2 4 1 .000
1.500
CD
3 2 0 .000
5.000
Q
12.750
.0
ID
1392.500
.013
.000 .000 0
.013
5.300
1390.270
70.0 .000
.013
.000 .000 0
.014 12.750
1392.420
60.0 .000
.013
60.000 .000 0
.500
1394.030
.000
.000
.000 .00
.000
.000
.000 .00
5.000
.000
.000 .00
FILE: TR16046ELKHORN.WSW
W S P
G W- CIVILDESIGN Version 12.95
PAGE 1
For:
Allard Engineering,
Fontana, California -
S/N 643
WATER
SURFACE
PROFILE LISTING
Date: 7-24-2001
Time:
8:37:56
TRACT
16046
ELKHORN DRIVE
S.D.
xxxxxxxxxxxxxxxxxxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+x+xxxxxxxx+xxxx+xxxxxx+xx+x+xxxxxr+xx++xxxxxxx+xx++xxxxxxxxxxxxxxxx
xxxxxxxx
I Invert
I Depth I
Water I
4 I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station
-I-
I Elev
-i-
I (FT) I
-I-
Elev I
-I-
(CFS) I
-I-
(FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
IDia.-FTIor I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope
I I
I
I
-I-
-I-
SF Avel
-I-
HF
-l-
ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" I
-I-
X -Fall)
ZR
-I
(Type Ch
xxxxxxxxxlxxxxxx++xlxxxxxxxxlxx+++xxxxlx+++xxx++Ixx+xxx+I+xxxxxxlxxxxxx++xlx++xx+xlxxx++++xl+++xxx+xlx+x+x+xl+++xxx+Ixx+++
I
I I
I I
I
I
1+xx++++
100.000
-I-
1388.510
-I-
3.990
-I-
1392.500
-I-
30.80
-I-
6.27
-I-
,61
-I-
1393.11
-I-
.00
I
1.89
I
.00
I i
2.500
I
.000
.00
I1 .0
73.270
.0169
I
I I
1
I
.0056
I
.41
-I-
3.99
-I-
.00
-I-
1.36
-I-
.013
-I-
.00
.00
1-
PIPE
173.270
-I-
1389.750
-I-
3,163
-I-
1392.913
-I-
30.80
-I-
6.27
-1-
.61
-i-
1393.52
-I-
I
.00
-I-
I
1.89
I
.00
I
2.500 i
I
.000
.00
I1 .0
JUNCT STR
.0200
I
I I
I
I
.0048
.01
3.16
-I-
.00
-I-
-I-
.013
-I-
.00
.00
I-
PIPE
174.770
-I-
1389.780
-1-
3.490
-I-
1393.271
-I-
25.50
-I-
5.19
-I-
I
.42
-I-
1393.69
I
.00
I
1.72
I
.00
I
2.500 I
I
.000
.00
I1 .0
76.255
.0169
I
I I
I
I
.0038
-I-
.29
-i-
3.49
-I-
.00
-I-
1.22
-I-
.013
-I-
.00
.00
1-
PIPE
251.025
-I-
1391.065
-I-
2.500
-I-
1393.565
-I-
25.50
-I-
5.19
-I-
i
.42
-I-
1393.98
I
.00
I
1.72
I
.00
I
2.500 I
.000 I
.00
11 .0
4.080
.0169
I
I I
I
I
.0036
-I-
.01
-I-
2.50
-I-
.00
-I-
1.22
-I-
.013
-I-
.00
.00
1-
PIPE
255.105
1391.134
2.440
1393.574
25.50
5.23
i
.42
1394.00
I
.00
I
1.72
i
.77
I
2.500 I
.000 I
.00
I
1 .0
HYDRAULIC
JUMP
255.105
-I-
i
1391.134
-I-
I I
1.176
-I-
I
1392.310
-I-
I
25.50
-I-
11.23
-I-
i
1.96
-I-
1394.27
I
.00
I
1.72
I
2.50
I
2.500 I
.000 I
.00
I
1 .0
12.225
.0169
I
I I
I
I
.0190
-I-
.23
-I-
1.18
-I-
2.08
-i-
1.22
-I-
.013
-I-
.00
.00
1-
PIPE
267.330
-I-
1391.340
-I-
1.176
-I-
1392.516
-I-
25.50
-I-
11.23
-I-
I
1.96
-I-
1394.48
-I-
I
.00
i
1.72
I
2.50
I
2.500 I
.000 I
.00
I
1 .0
JUNCT STR
.2318
I
I i
I
I
.0208
.10
-I-
1.28
-I-
2.08
-i-
-I-
.014
-I-
.00
.00
I-
PIPE
271.990
-I-
1392.420
-I-
1.149
-I-
1393.569
-I-
12.75
-I-
8.78
-I-
I
1.20
-1-
1394.77
I
.03
I
1.34
I
1.27
I I
1.500
I
.000
.00
I
1 .0
11.246
.0169
I
I I
I
I
.0169
-I-
.19
-I-
1.18
-I-
1.45
-I-
1.15
-I-
.013
-I-
.00
.00
1-
PIPE
283.236
-I-
1392.610
-I-
1.149
-I-
1393.759
-I-
12.75
-I-
8.78
-I-
I
1.20
-1-
1394.96
I
.03
I
1.34
I
1.27
I I
1.500
I
.000
.00
I
1 .0
63.366
.0169
.0161
-I-
1.02
-1-
1.18
-I-
1.45
-i-
1.15
-I-
.013
-I-
.00
.00
1-
PIPE
FILE: TR16046ELKHORN.WSW
W S P
G W- CIVILDESIGN Version 12.95
For: Allard Engineering,
Fontana, California
- SIN 643
PAGE 2
WATER SURFACE
PROFILE LISTING
Date: 7-24-2001
Time:
8:37:56
TRACT 16046
ELKHORN DRIVE
S.D.
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,t+xx**xxxxxxxx.+xxxxxxxx*xxxxxx*xxxxxxrxx+xxxxxxxx
xxxxxxxx
I Invert
I Depth I Water I
Q I
Vel Vel I
Energy I Super
ICriticallFlow ToplHeight/IBase
Wt1
INo Wth
Station I Elev
-I- -I-
I (FT) I Elev I
-I- -I-
(CFS) I
-I-
(FPS) Head I
-I- -I-
Grd.El.I Elev
I Depth I Width
IDia.-FTIor I.D.I
ZL
IPrs/Pip
L/Eleni ICh Slope
xx,rx*xxxxl.xx*xxx,rxl.**rxwxxlxxxx*xxxxlxx*xxxxxxlxxxx*xxlxxxxxx*Ir►x*xxxwxlxxx*x*xlxxxxxxxxl,taxxxrxxlxxxxxxxlxxxxxxxlxxxxx
I I I
I
SF Avel
-I- -I-
HF ISE DpthlFroude
-I- -I-
NINorm Dp
-I- -I-
I "N" I X -Fall)
ZR
-I
(Type Ch
I I 1 I
1
Ixxxxxx+
346.602 1393.679
1.200 1394.880
12.75
8.41 1.10
i
1395.98 .03
I I
1.34 1.20
I i
1.500 .000 I
.00
I1 .0
16.693 .0169
I
I I I
I
.0147
.25 1.23
1.32 1.15
.013 .00
.00
PIPE
363.295 1393.961
-I- -I-
1.264 1395.225
-I- -I-
12.75
-i-
I
8.02 1.00
-I- -I-
I
1396.22 .02
-I-
I i
1.34 1.09
I I f
1.500 .000
.00
I
1 .0
4.075 .0169
I
I I I
I
.0135
-I-
.06 1.29
-I- -I-
1.17 1.15
-I- -I-
.013 .00
.00
1-
PIPE
367.370 1394.030
1.342 1395.372
12.75
I
7.64 .91
I
1396.28 .02
I I
1.34 .92
I I I
1.500 .000
.00
I
1 .0
WALL ENTRANCE
I
367.370 1394.030
-I- -I-
I I i
3.037 1397.067
-I- -I-
I
12.75
-I-
i
.84 .01
-I- -i-
I
1397.08 .00
-I- -I-
I I
.59 5.00
-I- -I-
I I I
5.000 5.000
-I- -I-
.00
I0 .0
1-
11
Tl
rm�cr 16046
O
T2
LATERAL "8"
TI
SO
101.2501390'270
I
I]9].I00
R
120'990139I.360
l '013
.000 .000 O
WE
120'9901391'360
2 ,500
38
Co
120'9901391'360
l 4 l '000
2
1'500 '000
1391'360
'000 '000 '00
CD
2 2 O 'OOU
5'000 5'000
'OOO '000 'OO
Q
5.300
.0
FILE: TR16046LATE.WSW
W S P
G W - CIVILDESIGN Version 12.95
PAGE 1
For: Allard Engineering,
Fontana, California - SIN 643
WATER SURFACE PROFILE LISTING
Date: 8-30-2001
Time:
9: 9:59
TRACT 16046
LATERAL "E"
I Invert I
Depth 1 Water I
Q I
Vel Vel I Energy I Super
ICriticallFlow ToplHeight/IBase
Wtl
INo Wth
Station I Elev I
-I- -I-
(FT) I Elev I
-I- -I-
(CFS) I
-I-
(FPS) Head I Grd.E1.1 Elev
-i- -I- -I-
I Depth I Width
IDia.-FT1or I.D.1
ZL
IPrs/Pip
L/Eleni ICh Slope I
I 1
I
-I-
SF Avel HF ISE DpthlFroude
-I- -I-
NINorm Dp
-I- -I-
I "N" 1 X-Fa111
ZR
-I
IType Ch
I I I
I 1
I I
101.250 1390.270
-I- -I-
2.830 1393.100
-I- -I-
5.30
-I-
3.00 .14 1393.24 .00
-i- -I- -I- -I-
1 I
.89 .00
I I I
1.500 .000
.00
I
1 .0
19.740 .0552
I I
I
I I
.0025 .05 2.83
I
-I- -I-
.00 .47
-I- -1-
.013 .00
.00
1-
PIPE
120.990 1391.360
1.790 1393.150
5.30
I
3.00 .14 1393.29 .00
I I
.89 .00
I I I
1.500 .000
.00
I
1 .0
WALL ENTRANCE
1 I
120.990 1391.360
-I- -I-
I
2.000 1393.360
-I- -I-
I I
5.30
-I-
I I
.53 .00 1393.36 .00
-I- -I- -I- -I-
I I
.33 5.00
-I- -I-
I I I
5.000 5.000
-I- -I-
.00
I
0 .0
I-
FILE: TR16046LATE.WSW
W S P
G W- CIVILDESIGN Version
12.95
PAGE
2
For:
Allard Engineering,
Fontana, California - SIN 643
WATER
SURFACE
PROFILE LISTING
Date: 7-24-2001
Time:
9:37:
8
TRACT
16046
LATERAL
"E"
I
Invert I
Depth I
Water I
Q i
Vel
Vel I
Energy I
Super
ICriticaliFlow
ToplHeight/IBase
Wti
INo Wth
Station I
-I-
Elev I
-I-
(FT) I
-I-
Elev I
-I-
(CFS) I
-i-
(FPS)
Head I
-I-
Grd.El.I
Elev
I Depth
I Width
IDia.-FTior
I.D.I
ZL
IPrs/Pip
L/Eleni
ICh Slope I
I
I I
-I-
SF Avel
-I- -I-
HF ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N"
-i-
I X -Fall)
ZR
-I
(Type
Ch
•*****r,r*I.**+++**rl*,r+,ew+**I*r*+,r,r,r**I*w.wrr�+,rl>*.xr.wl�+++,r**Iw,r*r*+***Iw**,r***I,r,r*,r***,tl+***+r
i I I
I I
I
I
*,el,�*,�,r��*1***,r*r,el****:
I*++.�**
118.271
-1-
1392.478
-I-
.609
-I-
1393.087
-I-
5.30
-I-
7.86
-I-
.96
-I-
1394.05
-I-
.00
-I-
i
.89
I
1.47
I
1.500
I I
.000
.00
I
1
.0
.584
.1297
I I
I
I I
.0198
.01
.61
-i-
2.05
.38
-I- -I-
.013
-I-
.00
.00
1-
PIPE
118.855
-I-
1392.553
-I-
.632
-1-
1393.185
-I-
5.30
-I-
7.49
-I-
I
.87
-I-
I
1394.06
-I-
.00
-1-
I
.89
-I-
I
1.48
I
1.500
I I
.000
.00
I
1
.0
.501
.1297
I
I
I I
.0174
.01
.63
1.91
.38
-I- -I-
.013
-I-
.00
.00
1-
PIPE
119.356
-I-
I
1392.618
-I-
.655
-I-
1393.273
-I-
5.30
-I-
7.14
-I-
I
.79
-I-
I
1394.07
-I-
.00
I
.89
I
1.49
I
1.500
I I
.000
.00
I
1
.0
.420
.1297
1 I
i
I I
.0153
.01
-I-
.66
-i-
1.78
.38
-I- -I-
.013
-I-
.00
.00
1-
PIPE
119.777
-I-
1392.673
-I-
.679
-1-
1393.352
-I-
5.30
-I-
6.81
-I-
I
.72
-I-
I
1394.07
-I-
.00
I
.89
i
1.49
I
1.500
I I
.000
.00
I
1
.0
.348
.1297
I I
I
I
.0135
.00
-I-
.68
-I-
1.66
.38
-i- -1-
.013
-I-
.00
.00
1-
PIPE
120.125
1392.718
.704
1393.422
I
5.30
6.49
I
.65
I
1394.08
.00
I
.89
I
1.50
I
1.500
I I
.000
.00
I
1
.0
.276
.1297
I I
I
I I
.0118
.00
.70
1.55
.38
.013
.00
.00
PIPE
120.401
-I-
1392.754
-I-
.731
-I-
1393.485
-I-
5.30
-I-
6.19
-I-
I
.60
-I-
I
1394.08
-i-
.00
I
.89
1
1.50
I
1.500
I I
.000
.00
I
1
.0
.219
.1297
I I
1
I I
.0104
.00
-I-
.73
-I-
1.44
.38
-I- -I-
.013
-I-
.00
.00
1-
PIPE
120.620
1392.782
.759
1393.541
5.30
5.90
I
.54
I
1394.08
.00
I
.89
I
1.50
I
1.500
I I
.000
.00
I
1
.0
.168
.1297
I I
I
I I
.0092
.00
.76
1.34
.38
.013
.00
.00
PIPE
120.788
1392.804
.788
1393.592
5.30
5.63
.49
1 I
1394.08
.00
I
.89
I
1.50
I
1.500
I I
.000
.00
I
1
.0
.113
.1297
I I
I
I I
.0081
.00
I
.79
1.25
.38
.013
.00
.00
PIPE
120.901
1392.818
.819
1393.638
5.30
5.37
.45
I
1394.08
.00
I
.89
i
1.49
I
1.500
I I
.000
.00
I
1
.0
.071
.1297
.0071
.00
.82
1.16
.38
.013
.00
.00
PIPE
FILE: TR16046LATE.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3
For: Allard Engineering, Fontana, California - SIN 643
WATER SURFACE PROFILE LISTING Date: 7-24-2001 Time: 9:37: 8
TRACT 16046
LATERAL "E"
*********************x*xxx*****+**x****x***********x**********x************xx*****xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x*xxx►x*
I Invert I Depth I Water I Q I vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
******x**I****x****Ix*******I*********I*********I*******Ix******I*********I*******Ix******xIx**x*xxxlxxxxxxxlxxxxxxxlxxxxx Ixxxxxxx
I I I I I I I I I I I I I
120.972 1392.828 .851 1393.679 5.30 5.12 .41 1394.09 .00 .89 1.49 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
.018 .1297 .0063 .00 .85 1.08 .38 .013 .00 .00 PIPE
I I I 1 I I I i I I I I I
120.990 1392.830 .887 1393.717 5.30 4.87 .37 1394.09 .00 .89 1.47 1.500 .000 .00 1 .0
WALL ENTRANCE
1 I I I I I I I I I I I I
120.990 1392.830 1.423 1394.253 5.30 .75 .01 1394.26 .00 .33 5.00 5.000 5.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
T1 TRACT 6046
T2 LATERAL "F"
T3
SO 101.2501392.420 1
R 130.3101393.430 1
WE 130.3101393.430 2
SH 130.3101393.430 2
CD 1 4 1 .000 1.500
CD 2 2 0 .000 5.000
Q 12.750 .0
L
1393.200
.013
.500
1393.430
.000 .000 .000 .00
5.000 .000 .000 .00
x
.000 .000 0
-.
FILE: TR16046ATF.WSW
W S P
G W- CIVILDESIGN Version
12.95
PAGE
1
For: Allard Engineering,
Fontana, California
- S/N 643
WATER SURFACE PROFILE
LISTING
Date: 7-24-2001
Time:
9:31:52
TRACT 16046
LATERAL "F"
I Invert I
Depth I Water I
Q I
Vel
Vel I
Energy I
Super ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
-i-
I Elev I
-I-
(FT) I Elev I
-I- -I-
(CFS) I
-I-
(FPS)
-I-
Head I
-I-
Grd.El.l
Elev I
Depth I
Width
IDia.-FTlor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I I
I
SF Avel
-I- -I- -I- -I-
HF ISE DpthlFroude NINorm Dp
-I-
I "N"
-I-
I X -Fall)
ZR
-I
IType
Ch
I I
I I
1
I
i
101.250
-I-
1392.420
-i-
.981 1393.401
-I- -I-
12.75
-i-
10.42
-I-
1.68
-I-
1395.09
-I-
I
.00
-I-
I
1.34
1.43
I
1.500
I .000 I
.00
I1
.0
5.346
.0348
I I
i I
I
.0246
I
.13
.98
-1-
1.98
-I-
.88
-i-
.013
-I-
.00
.00
1-
PIPE
106.596
1392.606
1.000 1393.606
12.75
10.18
1.61
1
1395.21
I
.00
I
1.34
1.41
I
1.500
I I
.000
.00
I
1
.0
8.413
.0348
I I
I I
I
.0226
i
.19
1.00
1.91
.88
.013
.00
.00
PIPE
115.009
-I-
1392.898
-i-
1.044 1393.942
-I- -1-
12.75
-I-
9.70
-I-
1.46
-I-
I
1395.40
I
.00
I
1.34
1.38
I
1.500
1 I
.000
.00
I
1
.0
5.889
.0348
I I
I I
I
.0202
-I-
.12
-I-
1.04
-I-
1.75
-I-
.88
-I-
.013
-I-
.00
.00
1-
PIPE
120.898
-I-
1393.103
-I-
1.091 1394.194
-1- -I-
12.75
-I-
9.25
-I-
I
1.33
-I-
I
1395.52
-I-
I
.00
I
1.34
1.34
I
1.500
I I
.000
.00
I
1
.0
4.122
.0348
i I
I I
I
.0180
.07
-I-
1.09
-I-
1.61
-I-
.88
-I-
.013
-I-
.00
.00
1-
PIPE
125.020
-I-
1393.246
-I-
1.143 1394.389
-f- -I-
12.75
-I-
8.82
-I-
I
1.21
-I-
I
1395.60
I
.00
I
1.34
1.28
I
1.500
I I
.000
.00
I
1
.0
2.857
.0348
I I
I I
I
.0162
-I-
.05
-i-
1.14
-I-
1.46
-I-
.88
-I-
.013
-i-
.00
.00
1-
PIPE
127.877
-I-
1393.345
-f-
1.200 1394.546
-I- -1-
12.75
-I-
8.41
-I-
I
1.10
-I-
I
1395.64
I
.00
I
1.34
1.20
I
1.500
I I
.000
.00
I
1
.0
1.792
.0348
I I
i I
I
.0147
-I-
.03
-I-
1.20
-I-
1.32
-I-
.88
-i-
.013
-I-
.00
.00
1-
PIPE
129.669
-I-
1393.408
-I-
1.264 1394.672
-I- -I-
12.75
-I-
8.02
-I-
I
1.00
-I-
I
1395.67
i
.00
I
1.34
1.09
I I
1.500
I
.000
.00
I
1
.0
.641
.0348
I I
i I
I
.0135
I
-I-
.01
-I-
1.26
-I-
1.17
-I-
.88
-1-
.013
-I-
.00
.00
1-
PIPE
130.310
-I-
1393.430
-I-
1.342 1394.772
-I- -i-
12.75
-I-
7.64
-I-
.91
-I-
I
1395.68
-I-
1
.00
I
1.34
.92
I I
1.500
I
.000
.00
I
1
.0
WALL ENTRANCE
-I-
-I-
-I-
-I-
-I-
(-
130.310
I I
1393.430
I I
3.037 1396.467
I
12.75
.84
I
.01
I
1396.48
I
.00
I
.59
5.00
I I
5.000
I
5.000
.00
I
0
.0
Scale:
svv ■ _oemm -own Now
ELEV=1379.4 ELEV=1389.5 ELLV=
LEGEND:
�► INDICATES DRAINAGE FLOW
INDICATES HYDROLOGY NODE
5-7 S.F. INDICATES DWELLING UNITS PER ACRE
PER
AVE.
NS
HYDROLOGY MAP
RACT MAP NO. 16046
Prepared By:
ALLARD ENGINEERING
Civil Engineering -- Land Planning
8253 Sierra Avenue
Fontana, California 92335
(909) 356-1815 Fax (909) 356-1795
Scale:
1 "= 100'
Date:
March, 2001
1
1
FILE : M:\DWG\12903\H&H-4.dwg
' 1
}
E
f�S�;;4y!ar..ata..^•�Aa
•. ..� �.�JI�'-rtI�%�I::•li��:.w•Y'�W3M:�Ja.a�-w.'�.:.\:Y6.r'i1w
1 n's
�:!�=�1a;11tl+'��!'141ss131Ye�1f_•^(i
__u!e..u�.h:+:tiVs_t:?�i..�3.'t:n'4t2�^.N:w...s'ii.V_..uE�.,:I{e;.".�i'3a1.'1,A::ttif::.:Y1::rR3:La+�•��cl.�a
%�""•
svv ■ _oemm -own Now
ELEV=1379.4 ELEV=1389.5 ELLV=
LEGEND:
�► INDICATES DRAINAGE FLOW
INDICATES HYDROLOGY NODE
5-7 S.F. INDICATES DWELLING UNITS PER ACRE
PER
AVE.
NS
HYDROLOGY MAP
RACT MAP NO. 16046
Prepared By:
ALLARD ENGINEERING
Civil Engineering -- Land Planning
8253 Sierra Avenue
Fontana, California 92335
(909) 356-1815 Fax (909) 356-1795
Scale:
1 "= 100'
Date:
March, 2001
1
1
FILE : M:\DWG\12903\H&H-4.dwg