HomeMy WebLinkAboutHydrology
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INCLUDED WIT
. HYDR~~ill~NC~~~~~!I~~~RU~~~~~ ~~~
PARCEL MA~ DRAIN FOR
IN TH(FRONT STR~ Z~z..,
E CITY OF TEMECULA .
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./ ~fI1vP JUI 28100
I:: Lohr + A' C11Y~ . 0
~'M","' ssoclates Inc ENGINEE,,",,"""""'
~~ ~_~ ~".""~ ~_ .AT",,!
urveylng Ph 9096 Temecula, CA 92590
" 76-6726
Fax 909 699-0896
ATTENTION: HERMA
N HOVAGIMYAN
TELEPHONE"
" (909) 676-6726
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RECEIVED
SEP 2 2 2000
CITY OF
~NGtNEERINJ~MECULA
EPARTMENT
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(Ft?ON7 67/t13f:T)
HYDROLOGY
JOB. NO. 2C.oo3
BY lHEr<.rtlrl-N
DATE 11111/'18
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LIMITATIONS'
I. Maximum length . 1000 Feet
2. Maximum area. 10 Acres
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eL Development
80- Apartment
75- Mobile Home
65 - Condominium
60- Single Family-5,OOO ft2 Lot
40 - Single Famlly-1/4 Acre Lot
20- Single Family-I Acre Lot
10 - SIngle Family-21/2 Acre Lot
50
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EXAMPLE:
(I) L= 550', H=5.0', K=Sinole Fa~i1y (5-7 DUlAC)
Development, Tc=12.6 min.
(2) L= 550', H= 5,0', K= Commercial
Development, Tc=9.7 mln.
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
TIME OF CONCENTRATION
NOMOGRAPH ,;;
FOR INITIAL SUBAREA
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 1998 Version 5.1
Rational Hydrology Study Date: 07/19/00 File:P28627.out
PM 28627 HYDROLOGY ANALYSIS
10 YEAR STORM
IN 26003
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
Lohr + Associates, Inc., Temecula, California - SIN 773
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve =
0.5500 -ri<~..e /"
~':7j~.)
+++++++++++++++++++++++++++++++++
Process from Point/Station 00.000
**** INITIAL AREA EVALUATION *
+++++++++ +
102.00
Initial area flow distance = 570.000(Ft.)
Top (of initial area) elevation = 1002.200(Ft.)
Bottom (of initial area) elevation: 994.400(Ft.)
Difference in elevation = 7.800(Ft.~
Slope = 0.01368 s(percent) = 1.37
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.958 min.
Rainfall intensity = 2.505(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1. 000 A - I
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 \0
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Initial subarea runoff =
Total initial stream area =
Pervious area fraction = 0.100
2.866(CFS)
1.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.310(Ac.)
Runoff from this stream = 2.866(CFS)
Time of concentration = 8.96 min.
Rainfall intensity = 2.505(In/Hr)
+++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++
Process from Point/Station 1.000 to int/Station
**** INITIAL AREA EVALUATION
Initial area flow distance = 520.000(Ft.)
Top (of initial area) elevation = 98.600(Ft.)
Bottom (of initial area) elevation = 94.400(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.00808 s (percent) = 0.81
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.596 min.
Rainfall intensity = 2.412(In/Hrl for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.873
Dec~mal fraction soil group A = 0.000 A_~
Dec1mal fraction soil group B = 1.000 n ~
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 4.041(CFS)
Total initial stream area = 1.920(Ac.)
Pervious area fraction = 0,100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.920(Ac.)
Runoff from this stream = 4.041(CFS)
Time of concentration = 9.60 min.
Rainfall intensity = 2.412(In/Hr)
Summary of stream data:
Stream
No.
Rainfall Intensity
(In/Hr)
Flow rate
(CFS)
TC
(min)
1
2
Largest
Qp =
2.866 8.96
4.041 9.60
stream flow has longer time of
4.041 + sum of
~
2.505
2.412
concentration
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1/
Qp =
Qb
2.866 *
6.801
Ia/Ib
0.963 =
2.760
Total of 2 streams to confluence:
Flow rates before confluence point:
2.866 4.041
Area of streams before confluence:
1.310 1.920
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
6.801(CFS)
= 9.596 min.
after confluence =
3.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 200.000 to point/Station 201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1001.300(Ft.)
Bottom (of initial area) elevation = 994.500(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0,01046 s(percent) = 1.05
TC = k(0.300)*[(length-3)/(elevation change)]-0.2
Initial area time of concentration = 9.962 min.
Rainfall intensity = 2.362(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000 6-(
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0,000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 5.420(CFS)
Total initial stream area = 2.630(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 204,000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 994.500(Ft.)
End of street segment elevation = 991.100(Ft.)
Length of street segment = 580.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 28.000(Ft.)
Distance from crown to crossfall grade break = 26.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 11.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning'S N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
\3-2
,1/
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Estimated mean flow rate at midpoint of street = 9.727(CFS)
Depth of flow = 0.512(Ft.), Average velocity = 2.540(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.244(Ft.)
Flow velocity = 2.54(Ft/s)
Travel time = 3.81 min. TC = 13.77 min.
Adding area flow to street
COMMERCIAL subarea type 13 2
Runoff Coefficient = 0.869 -
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 1.977(In/Hr) for a 10.0 year storm
Subarea runoff = 7.181(CFS) for 4,180(Ac.)
Total runoff = 12.601(CFS) Total area = 6.810(Ac.)
Street flow at end of street = 12.601(CFS)
Half street flow at end of street = 12.601(CFS)
Depth of flow = 0.552(Ft.), Average velocity = 2.706(Ft/s)
Flow width (from curb towards crown)= 21.282(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.810(Ac.)
Runoff from this stream = 12.601(CFS)
Time of concentration = 13.77 min.
Rainfall intensity = 1.977(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 610.000(Ft.)
Top (of initial area) elevation = 98.600(Ft.)
Bottom (of initial area) elevation = 94.500(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.00672 s (percent) = 0.67
TC = k(0.300)*[(lengthA3)/(elevation change)] AO.2
Initial area time of concentration = 10.611 min.
Rainfall intensity = 2.282(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000 B-3
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 3.083(CFS)
Total initial stream area = 1.550(Ac.)
Pervious area fraction = 0.100
\~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation: 94.500(Ft.)
End of street segment elevation: 91.100(Ft.)
Length of street segment : 580.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) : 28.000(Ft.)
Distance from crown to crossfall grade break : 26.000(Ft.)
Slope from gutter to grade break (v/hz): 0.080
Slope from grade break to crown (v/hz) : 0,020
Street flow is on [1] side(s) of the street
Distance from curb to property line : 11.000(Ft.)
Slope from curb to property line (v/hz): 0.020
Gutter width: 2.000(Ft.)
Gutter hike from flowline: 2.000(In.)
Manning's N in gutter: 0.0150
Manning's N from gutter to grade break: 0.0150
Manning's N from grade break to crown: 0.0150
Estimated mean flow rate at midpoint of street: 3.680(CFS)
Depth of flow: 0.388(Ft.), Average velocity: 2.008(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 13.062(Ft.)
Flow velocity: 2.01(Ft/s)
Travel time: 4.81 min. TC: 15.43 min. B-4
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient: 0.868
Decimal fraction soil group A : 0.000
Decimal fraction soil group B : 1.000
Decimal fraction soil group C : 0.000
Decimal fraction soil group D : 0.000
RI index for soil(AMC 2) : 56.00
Pervious area fraction: 0.100; Impervious fraction: 0.900
Rainfall intensity: 1.857(In/Hr) for a 10.0 year storm
Subarea runoff: 0.967(CFS) for 0.600(Ac.)
Total runoff: 4.050(CFS) Total area: 2.150(Ac.)
Street flow at end of street: 4.050(CFS)
Half street flow at end of street: 4.050(CFS)
Depth of flow: 0.398(Ft.), Average velocity: 2.054(Ft/s)
Flow width (from curb towards crown): 13.583(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area: 2.150(Ac.l
Runoff from this stream: 4.050(CFS)
Time of concentration: 15.43 min.
Rainfall intensity: 1.857(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
Rainfall Intensity
(In/Hr)
TC
(min)
1
12.601
13.77
\~
1. 977
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4.050 15.43 1.857
stream flow has longer or shorter time of concentration
12.601 + sum of
Qa Tb/Ta
4.050 * 0.893 = 3.615
16.216
2
Largest
Qp =
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
12.601 4.050
Area of streams before confluence:
6.810 2.150
Results of confluence:
Total flow rate = 16.216(CFS)
Time of concentration = 13.769 min.
Effective stream area after confluence =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
Area averaged pervious area fraction(Ap) =
Area averaged RI index number = 56.0
8.960 (Ac.)
12.19 (Ac.)
same area.
0.100
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Riverside County Rational Hydrology Program
CIVILCADD/cIVILDESIGN Engineering Software, (c) 1989 - 1998 Version 5.1
Rational Hydrology Study Date: 07/19100 File:P28627.out
------------------------------------------------------------------------
PM 28627 HYDROLOGY ANALYSIS
100 YEAR STORM
IN 26003
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Lohr + Associates, Inc., Temecula, California - SIN 773
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco J area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3,480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 570.000(Ft.)
Top (of initial area) elevation = 1002,200(Ft.)
Bottom (of initial area) elevation = 994.400(Ft.)
Difference in elevation = 7.800(Ft.)
Slope = 0.01368 s(percent) = 1,37
TC = k(0.300) * [(length^3)1 (elevation change)J^O,2
Initial area time of concentration = 8.958 min.
Rainfall intensity = 3.700(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0,000 A- l
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00 \1
Pervious area fraction = 0.100; Impervious fraction = 0.900
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17
Initial subarea runoff =
Total initial stream area =
Pervious area fraction = 0.100
4.266{CFS)
1.310{AC.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.310{AC.}
Runoff from this stream = 4.266{CFS}
Time of concentration = 8.96 min.
Rainfall intensity = 3.700{In/Hr}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 520.000{Ft.}
Top {of initial area} elevation = 98.600{Ft.)
Bottom {of initial area} elevation = 94,400{Ft.}
Difference in elevation = 4.200{Ft.}
Slope = 0.00808 s (percent) = 0.81
TC = k{O.300}*[{length^3}/{elevation change}]^0.2
Initial area time of concentration = 9.596 min.
Rainfall intensity = 3,563 {In/Hr} for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000 A
Decimal fraction soil group B = 1,000 (-i - 2
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 6.017{CFS}
Total initial stream area = 1.920{Ac.}
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.920{Ac.}
Runoff from this stream = 6.017{CFS}
Time of concentration = 9.60 min.
Rainfall intensity = 3.563 {In/Hr}
Summary of stream data:
Stream
No,
Rainfall Intensity
{In/Hr}
Flow rate
{CFS}
TC
{min}
1
2
Largest
Qp =
4.266 8.96
6.017 9.60
stream flow has longer time of
6.017 + sum of
\'C
3.700
3.563
concentration
II
II
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18
Qp =
Qb
4.266 *
~0.~24
Ia/Ib
0.963 =
4.~08
Total of 2 streams to confluence:
Flow rates before confluence point:
4.266 6.017
Area of streams before confluence:
1.3~0 ~.920
Results of confluence:
Total flow rate = 10.124(CFS)
Time of concentration = 9.596 min.
Effective stream area after confluence =
3.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 20~.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1001.300(Ft.)
Bottom (of initial area) elevation = 994.500(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.0~046 s(percent) = ~.05
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.962 min.
Rainfall intensity = 3.490(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = ~. 000 B-1
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56,00
Pervious area fraction = O.~OO; Impervious fraction = 0.900
Initial subarea runoff = 8.070(CFS)
Total initial stream area = 2,630(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 20~.000 to Point/Station 204.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 994.500(Ft.)
End of street segment elevation = 99~.100(Ft.)
Length of street segment = 580.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 28.000(Ft.)
Distance from crown to crossfall grade break = 26.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = ~l. 000 (Ft.) D _~
Slope from curb to property line (v/hz) = 0.020 IJ ~
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning'S N in gutter = 0.0~50
Manning's N from gutter to grade break = 0.0150 \~
Manning'S N from grade break to crown = 0.0150
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\~
Estimated mean flow rate at midpoint of street = 14.483(CFS)
Depth of flow = O,576(Ft.), Average velocity = 2.801(Ft/s}
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 22.460(Ft.}
Flow velocity = 2.80(Ft/s)
Travel time = 3.45 min. TC = 13.41 min.
Adding area flow to street
COMMERCIAL subarea type B-2
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.963 (In/Hr) for a 100.0 year storm
Subarea runoff = 10.857(CFS} for 4.180(Ac.}
Total runoff = 18.927(CFS} Total area = 6.810(Ac.)
Street flow at end of street = 18.927(CFS)
Half street flow at end of street = 18.927(CFS}
Depth of flow = 0,625(Ft.}, Average velocity = 2.992(Ft/s}
Flow width (from curb towards crown)= 24.898(Ft.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.810(Ac.}
Runoff from this stream = 18.927(CFS)
Time of concentration = 13.41 min.
Rainfall intensity = 2.963 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 610.000(Ft.)
Top (of initial area) elevation = 98.600(Ft.)
Bottom (of initial area) elevation = 94.500(Ft.}
Difference in elevation = 4.100(Ft.}
Slope = 0.00672 s(percent} = 0.67
TC = k(0.300)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 10,611 min.
Rainfall intensity = 3.371(In/Hr} for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000 B _ ::2
Decimal fraction soil group B = 1.000 J
Decimal fraction soil group C = 0,000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 4.591(CFS}
Total initial stream area = 1.550(AC,}
Pervious area fraction = 0.100
7,.0
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:20
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 94,500(Ft.)
End of street segment elevation = 91.100(Ft.)
Length of street segment = 580.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 28.000(Ft.)
Distance from crown to crossfall grade break = 26.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 11.000(Ft,)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.480(CFS)
Depth of flow = 0.434(Ft.), Average velocity = 2.209(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.343 (Ft.) f3 - 4-
Flow velocity = 2.21(Ft/s)
Travel time = 4.38 min, TC = 14.99 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0,000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.788(In/Hr) for a 100.0 year storm
Subarea runoff = 1.464(CFS) for 0.600(Ac.)
Total runoff = 6.055(CFS) Total area = 2.150(Ac,)
Street flow at end of street = 6.055(CFS)
Half street flow at end of street = 6.055(CFS)
Depth of flow = 0.446(Ft.), Average velocity = 2.263(Ft/s)
Flow width (from curb towards crown)= 15.967(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 204.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.150(Ac.)
Runoff from this stream = 6.055(CFS)
Time of concentration = 14.99 min.
Rainfall intensity = 2.788(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
"],.\
18.927
13 .41
2.963
1
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6.055 14.99 2.788
stream flow has longer or shorter time of concentration
18,927 + sum of
Qa Tb/Ta
6,055 * 0.895 = 5.420
24.346
2
Largest
Qp =
.
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
18.927 6.055
Area of streams before confluence:
6.810 2.150
Results of confluence:
Total flow rate = 24.346{CFS)
Time of concentration = 13.414 min.
Effective stream area after confluence =
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
Area averaged pervious area fraction (Ap) =
Area averaged RI index number = 56.0
-Zl
8.960 (Ac.)
12.19 (Ac.)
same area.
0.100
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LOHR + ASSOCIATES INC. PM '28C. 27
43513 RIDGE PARK DRIVE
TEMECULA, CA 92590
PH. 9O!Ui7lHl726
FAX 90!Ui99-0896
. LAND PLANNING. CIVIL ENGINEERING. SURVEYING
JOB No.
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Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: PM 28627 - LINE"A"
Comment: IN 26003 - 6/24/00
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope. . . . . . . . . . . . .
Manning's n.,.....
Discharge.........
Computed Results:
Depth, . . . . . . . , . . . .
Velocity. . . . . . . . . .
Flow Area.........
Critical Depth"..
Critical Slope....
Percent Full.,....
Full Capacity.....
QMAX @.94D........
Froude Number.....
r. ri{;ca( Ve!ocl-L:J.. , . .
2.00 ft
0.0160 ft/ft
0.013
24.35 cfs
1. 42 ft
10.23 fps
2.38 sf
1. 74 ft
0.0105 ft/ft
70.88 %
28.62 cfs
30.78 cfs
1.57 (flow is Supercritical)
8,510 t/,,$
Open Channel Flow Module, Version 3.43 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
'2-1