HomeMy WebLinkAboutHydrology StudyTEMECULA HIGH SCHOOL NO. 3
CITY OF TEMECULA
COUNTY OF RIVERSIDE, CALIFORNIA
Prep~ed For:
Temecula Unified School District
31350 Rancho Vista Road
Temecula, CA 92592
909.506.7913
Prepcved by:
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The Carnerstone Group
as<ws n5?a:.
1485 Spruce Street, Ste. H
Riverside, CA 92507
909.342.0036 Tel
909.342.0268 Fax
Project Manager
JN 3863
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IEGEND HYDROLOGIC SOILS GROUP MAP
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A SOILS GROUP DESIGNATION
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rIYDROLOGY l~/IANUAL 0 FEET Sooo
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=. The Cornerstone Group
>~~~.'`~ Civil Engineering, Land Surveying
Planning and Environmental
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1485 Spruce Street, Sui(e H• Riverside, CA 92507
(909) 342-0036 • FAX (909) 342-0268
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VOLV~t = (~~ 591 - 6`I•51~ ~~Igqq x 60~
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Riverside County Rational Hydrology Program
CIVIliCADD/CIVILDESIGN Engineering Software,(c) 1969 - 1999 Version 6.2
Rational Hydrology Study Date: 12/13/02 File:386310YR.out
TEMECULA HIGH SCHOOL NO. 3
TEMECULA UNIFIED DISTRICT
TEMECULA, CA ~
EXISTING CONDITIONS - Q10YR
********* Hydrology Study Control Znformation **********
English (in-lb) Units used in input data file
----------- - -------- -------------- --- ----
The Cornerstone Group, Riverside, California - S/N 850
- - - ----------- - ----------- --------- - -----
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
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
, Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 69.000(Ft.)
Bottom (of initial area) elevation = 48.0oo(Ft.)
I, Difference in elevation = 21.000(Ft.)
Slope = 0.02100 s(percent)= 2.10
TC = k(0.530)•[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 16.190 min.
~ Rainfall intensity = 1.697(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.737
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) = 78.00
~ Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 6.374(CFS)
~ Total initial stream area = 5.100(AC.)
Pervious aYea fraction = 1.000
~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
, Process from Point/Station 12.000 to Point/Station 13.000
( **** INITIAL AREA EVALUATION ****
--c
1
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UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.732
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) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Znitial subarea runoff = 11.364(CFS)
Total initial stream area = 9.500(Ac.)
Pervious area fraction = 1.000
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 45.0o0(Ft.)
Difference in elevation = 15.000(Ft.)
Slope = 0.01500 s(percent)=~ 1.50
TC = k(0.530)*[(length~3)/(elevation change)]°0.2
Initial area time of concentration = 19.456 min.
Rainfall intensity = 1.635(In/Hr) for a 10.0 year storm
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 15.000
**** INITIAL AREA EVALUATION ****
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 4.811(CFS)
Total initial stream area = 3.600(AC.)
Pervious area fraction = 1.000
Initial area flow distance =. 655.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 53.000(Ft.)
Difference in elevation = 9.900(Ft.)
Slope = 0.01511 s(percent)= 1.51
TC = k(0.530)*[(length"3)/(elevation change)1"0.2
Initial area time of concentration = 16.402 min.
Rainfall intensity = 1.796(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cOVeT) SubdYed
Runoff Coefficient = 0.744
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) = 76.00
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 13.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
' Top of natural channel elevation = 53.000(Ft.)
End of natural channel elevation = 35.000(Ft.)
Length of natural channel 1644.000(Ft.)
Estimated mean flow rate at midpoint of channel = 12.562(CFS)
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Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft/s) _ (7 + 8(q(English Units)".352)(slope~0.5)
Velocity using mean channel flow = 2.77(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0109
Corrected/adjusted channel slope = 0.0109
Travel time = 9.88 min. TC = 26.28 min. ~
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Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.708
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
RI index for soil(AMC
Pervious area fraction
Rainfall intensity =
Subarea runoff = 1
Total runoff = .16.
group A = 0. 000
group B = 1. 000
group C = 0. 000
group D = 0. 000
2) = 78.00
= 1.000; Imperviou
1.386(In/Hr) for
1.377(CFS) for 1
189(CFS) Total
s fraction = 0.000
a 10.0 year storm
1.600(AC.) -
area = 15.200(AC.)
+++++,+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number i
Stream flow area = 15.200(AC.)
Runoff from.this stream = 16.189(CFS)
Time ~of concentration = 26.28 min.
Rainfall intensity = 1.386(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 17.000
**** INITIAL AREA EVALUATION "***
Initial area flow distance = 759.000(Ft.)
Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 49.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.01449 s(percent)= 1.45
TC = k(0.530)*[(length~3)/(elevation change)]"0.2
Initial area time of concentration = 17.545 min.
Rainfall intensity = 1.731(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.739
Decimal fraction soil group A= 0.000
Decimal £raction 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) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 7.293(CFS)
Total initial stream area = 5.700(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 17.000 to Point/Station 13.000
**** NATURAL C}]ANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 49.000(Ft.)
' End of natural channel elevation = 35.000(Ft.)
Length of natural'channel 914.000(Ft.)
E'stimated mean flow rate at midpoint of channel = 16.441(CFS)
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Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft/s) _ (7 + 8(q(English Units)~.352)(slope~0.5)
Velocity using mean channel flow = 3.52(Ft/s)
Correction to map slope used on
drops and waterfalls (Plate D-6.
Normal channel slope = 0.
Corrected/adjusted channel slope
extremely rugged channels with
2)
0153
0.0153
~
I~ Travel time = 4.33 min. TC = 21.87 min.
' Adding area flow to channel
UNDEVELOPED (poor cover) subarea
~ Runoff Coefficient = 0':723 ~~
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) 78.00
Pervious area fraction = 1.000; Impervious fraction = 0'.000
Rainfall intensity = 1.53.3(In/HrJ for a 10.0 year storm
~ Subarea runoff = 15.842(CFS) for 14.300(AC.)
Total runoff = 23.135(CFS) Total area = 20.000(AC.)
i +.++++++~.++++~~~++++++++++++.++++++++++++~~~+.+++++~+...++++++~~~~++~
Process from Point/Station 17.000 to Point/Station 13.000
, **** CONFLUENCE OF MINOR STREAMS ****
' Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(AC.)
Runoff from this stream = . 23.135(CFS)
~ Time of concentration = 21.87 min. .
Rainfall intensity = 1.533(In/Rr)
Summary of stream data:
' Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
, 1 16.189 26.28 1.386
2 23.135 21.67 1.533
Largest stream flow has longer or shorter time of concentration .
Qp = 23.135 + sum of
' Qa Tb/Ta
16.189 * 0.832 = 13.472
Qp = 36.607
' Total of 2 streams to confluence:
Flow rates before confluence point:
16.189 23.135
' Area of streams before confluence:
15.200 20.000
Results of confluence:
Total flow rate = 36.607(CFS)
~ Time of concentration = 21.873 min.
Effective stream area after confluence = 35.200(Ac.)
End of computations, total study area = 49.80 (AC.)
The following figures may
' be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0
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I' Riverside County Rational Hydrology Program
CIVIL'CADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 12/13/02 File:3863100YR.out
' TEMECULA HIGH SCHOOL NO. 3
TEMECULA UNIFIED DISTRICT
TEMECULA, CA
~ EXISTING CONDITIONS - Q100YR
-'-------------------------------'------------------------------
********* Hydrology Study Control Information **********
, English (in-lb) Units used in input data £ile
------------------------------------------- - -------- - - -- - - - - - ----
The Cornerstone Group, Riverside, California - S/N S50
, -----------------------------------------------------------------
Rational Method Hydrology Program based on
, Riverside County Flood Control & Water Conservation District
, 1978,hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
, Standard intensity-duration curves
For the [ Murrieta,'Itnc,Rnch CaNorco data (Plate D-4.1)
] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.860(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
,
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
,
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Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 69.000(Ft.)
Bottom (of initial area) elevation = 49.00o(Ft.)
Difference in elevation = 21.000(Ft.)
Slope = 0.02100 s(percent)= 2.10
TC = k(0.530)*[(length"3)/(elevation change)]~0.2
Initial area time o£ concentration = 18.190 min.
Rainfall intensity = 2.506(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.849
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 3) = 89.80
~ Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 10.848(CFS)
Total initial stream area = S.lOG(AC.)
Pervious area fraction = 1.000
r
~..~~~.~.~.......+.~+.+.+.++++~~~~~~~~~~~~.~..+..+..++++++++~~~~~~~~~~
~ Process from Point/Station 12.000 to Point/Station 13.000 \2
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(rt.)
Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 45.000(Ft.)
Difference in elevation = 15.000(Ft.l
Slope = 0.01500 s(percent)=~ 1.50
TC = k(0.530)*[(length~3)/(elevation change)]"0.2
Initial area time of concentration = 19.456 min.
Rainfall intensity = 2.415(~Zn/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.847
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 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 19.431(CFS)
Total initial stream area = 9.500(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station , 14.000 to Point/Station 15.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 89.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff~= 8.131(CFS)
Total initial stream area = 3.600(AC.)
Pervious area fraction = 1.000
Difference in elevation = 9.900(Ft.)
Slope = 0.01511 s(percent)= 1.51
TC = k(0.530)*[(length~3)/(elevation change)J"0.2
Initial area time of concentration = 16.402 min.
Rainfall intensity = 2.653(Zn/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea ~
Runoff Coefficient = 0.851
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000
Initial area flow distance =. 655.000(Ft.)
Top•(of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 53.000(Ft
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 13.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
' Top of natural channel elevation = 53.000(Ft.)
End of natural channel elevation = 35.000(Ft.)
Length of natural channel 1644.000(Ft.)
Estimated mean flow rate at midpoint of channel = 21.232(CFS)
L~J
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Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft/s) _ (7 + 8(q(English Units)".352)(slope"0.5)
Velocity using mean channel flow = 3.19(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0109
Corrected/adjusted channel slope = 0.0109
Travel time = 8.60 min. TC = 25.00 min.
~ ~3
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I Adding area flow to channel
' UNDEVELOPED (poor cov er) subarea
' Runof£ Coefficient = 0.840
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
'' Decimal fraction soil
Decimal fraction soil group C=
group D= 0.000
0.000
RI index for soil(AMC 3) 89. 80
Pervious area fraction = 1.000; Imperviou
' Rainfall intensity = 2.104( In/Hr) for
, Subarea runoff = 20.491(CFS) for 1
Total runoff = .28 .623(CFS) Total
s fraction = 0.000
a 100.0 year storm
1.600(Ac.)
area = 15.200(AC.)
+++++,+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proce~ss from Point/Station 15.000 to Point/Station 13.000
**** CONFLUENCE OF MINOR STREAMS *'**
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 15.200(AC.)
Runoff from.this stream = 28.623(CFS)
Time of concentration = 25.00 min.
Rainfall intensity = 2.104(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 17.000
•*** INITIAL AREA EVALUATION ****
Initial area flow distance = 759.000(Ft.)
Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 49.000(Ft.)
Difference in elevation = 11.000(Ft.)
'Slope = 0.01449 s(percent)= 1.45
TC = k(o.530)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 17.545 min.
Rainfall intensity = 2.557(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.850
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 3) = 69.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 12.381(CFS)
Total initial stream area = 5.700(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 13.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 49.000(Ft.)
End of natural channel elevation = 35.000(Ft.)
Length of natural'.channel = 914.000(Ft.)
Estimated mean flow rate at midpoint of channel = 27.913(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft/s) _ (7 + e(q(English Units)".352)(slope°0.5)
Velocity using mean channel flow = 4.06(Ft/s)
Correction to map slope used on
drops and waterfalls (Plate D-6.
Normal channel slope = 0.
Corrected/adjusted channel slope
extremely rugged channels with
2)
0153
0.0153
~~
, Travel time = 3.75 min. TC = 21.29 min.
, ~ Adding area flow to channel
UNDEVELOPED (poor cover) subarea
' Runoff Coefficient = 0:'844 ~~
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 3) 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.298(In/Hr) for a 100.0 year storm
' Subarea runoff = 27.749(CFS) for 14.300(Ac.)
Total runoff = 40.130(CFS) Total area = 20.000(AC.)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 13.000
' **** CONFLUENCE OF MINOR STREAMS ***'
' Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(AC.)
Runoff from this stream = , 40.130(CFS)
, Time of concentration = 21.29 min.
Rainfall intensity = 2.298(In/Hr)
Summary of stream data:
, Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 28.623 25.00 2.104
2 40.130 21.29 2.298
Largest stream flow has longer or shorter time of concentration -
Qp = 40.130 + sum of
, Qa Tb/Ta
28.623 * 0.852 = 24.379
Qp = 64.510
' Total of 2 streams to confluence:
Flow rates before confluence point:
28.623 40.130 .
' . Area of streams before-confluence:
15.200 20.000
Results of confluence:
Total flow rate = 64.510(CFS)
~ Time of concentration = 21.294 min.
Effective stream area after confluence = 35.200(AC.)
End of computations, total study area = 49.80 (Ac
The following figures may
' be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0
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Riverside County Rational Hydrology Program
CIVILCADD/CZVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 12/13/02 File:386310yrx.out
TEMECULA HIGH SCHOOL N0. 3
TEMECULA UNIFIED SCHOOL DZSTRICT
TEMECULA CA '
DEVELOPED CONDITION - Q10YR ~
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------- -------------------- ---
The Cornerstone Group, Riverside, California - S/N 850
-------------------------- ----
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)
Far the [ Murrieta,Tmc,Rnch CaNOrco ] area used.
10 year storm 10 minute intensity = 2.360(Zn/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
~I ' Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500 ~
,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 579.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 55.480(Ft.)
Difference in elevation = 7.520(Ft.i
Slope = 0.01299 s(percent)= 1.30
TC = k(0.945)*[(length~3)/(elevation change)1"0.2
Initial area time of concentration = 28.707 min.
Rainfall intensity = 1.320(In/Hr) for a 10.0 year storm
USER INPUT o£ soil data for subarea
Runoff Coefficient = 0.520
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) = 58.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 2.024(CFS)
Total initial stream area = 2.950(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ \~
Process from Point/Station 11.000 to Point/Station 12.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 50.980(Ft.)
Downstream point/station elevation = 48.400(Ft.)
Pipe"length = 278.60(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 2.024(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.024(CFS)
Normal flow depth in pipe = 6.63(In.)
Flow top width inside pipe = 11.93(In.)
Critical Depth = 7.28(In.)
Pipe flow velocity = 4.55(Ft/s) .
Travel time through pipe = 1.02 min.
Time of concentration (TC) = 29.73 min.
++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** CONFLUENCE OF MAIN STREAMS '***
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.950(Ac.)
Runoff,from this stream = 2.024(CFS)
Time o£ concentration = 29.73 min.
Rainfall intensity = 1.295(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 12.000
****,INITIAL AREA EVALUATION ****
Initial area flow distance = 557.000(Ft.)
~Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 52.270(Ft.)
Difference in elevation = 10.730(Ft.)
Slope = 0.01926 s(percent)= 1.93
TC = k(0.496)*[(length~3)/(elevation change)]"0.2
.Initial area time of concentration = 13.717 min.
Rainfall intensity = 1.981(In/Hr) for a 10.0 year storm
USER ZNPUT of soil data for subarea
Runoff Coefficient = 0.635
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) = 58.00
Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 2.351(CFS)
Total initial stream area = 1.870(AC.)
Pervious area fraction = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 12.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.870(AC.)
Runoff from this stream = 2.351(CFS)
Time of concentration = 13.72 min.
Rainfall intensity = 1.981(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~fa
Process from Point/Station 10.000 Lo Point/Station 13.000
'
**** INITIAL AREA EVALUATION ****
, Initial area flow distance = 369.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 58.000(Ft.)
' Difference in elevatiori = 5'.000(Ft.)
Slope = 0.01355 s(percent)= 1.36
TC = k(0.496)*[(length''3)/(elevation change)]"0.2
Initial area time of concentration = 12.482 min.
, Rainfall intensity = 2.087(In/Hr) for a 10.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.629
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 = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 0.775(CFS)
' Total initial stream area = 0.590(Ac.)
' Pervious area fraction = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
, Process from Point/Station 13.000 to Point/Station 14.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 55.000(Ft.)
' Downstream point/station elevation = 52.250(Ft.)
Pipe length = 198.10(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 0.775(CFS)
Nearest computed pipe diameter = 9.00(In.)
, Calculated individual pipe flow = 0.775(CFS)
Normal flow depth in pipe = 3.94(In.)
I Flow top width inside pipe = 8.93(In.) ~
Critical Depth = 4.82(In.)
'~ , Pipe flow velocity = 4.16(Ft/s)
Travel time through pipe = 0.79 min.
Time of concentration (TC) = 13.28 min.
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
' Along Main Stream number: 3 in normal stream number 1
Stream flow area = - 0.590(AC.)
~ Runoff from this stream = 0.775(CFS)
Time of concentration = 13.28 min.
, Rainfall intensity = 2.017(In/Hr)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 14.000
**** INITIAL AREA EVALUATIOIV ****
' Initial area flow distance = 461.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 55.450(Ft.)
' Difference in elevation = 7.550(Ft.)
Slope = 0.01638 s(percent)= 1.64
TC = k(0.496)*[(length°3)/(elevation change)]~0.2
Initial area time of concentration = 13.137 min.
' Rainfall intensity = 2.029(In/Hr) for a 10.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.624
' 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 = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 2.356(CFS)
Total initial stream area = 1.660(AC.)
Pervious area fraction = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 14.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.950(Ft.)
Downstream point/station elevation = 52.250(Ft.)
Pipe length = 70.00(Pt.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 2.356(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.356(CFS)
Normal flow depth in pipe = 7.13(In.)
Flow,top widt~h inside pipe = 11.79(In.)
Critical Depth = 7.88(In.)
Pipe flow velocity = 4.85(Ft/s)
Travel time through pipe = 0.24 min.
Time o£ concentration (TC) = 13.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 1.860(Ac.)
~Runo£f from this stream = 2.356(CFS)
Time of concentration = 13.38 min.
Rainfall intensity = 2.009(In/Hr)
Summary of stream data:
.Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.775 13.28 2.017
2 2.356 13.38 2.009
Largest stream flow has longer time of concentration
Qp = 2.356 + sum of
Qb Ia/Ib
0.775 * 0.996 = 0.772
QP = 3.127
Total of 2 streams to confluence:
' Flow rates before confluence point:
0.775 2.356
Area of streams before confluence:
0.590 1.860
, Results of confluence:
Total flow rate = 3.127(CFS)
Time of concentration = 13.378 min.
Effective stream area after confluence = 2.450(AC.)
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 12.000
, **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.250(Ft.)
Downstream point/station elevation = 49.210(Ft.)
~, Pipe length = 115.70(Ft.) Manning's N= 0.013
~
I~
~
~
~J
~
I '
1
No. of pipes = 1 Required pipe flow = 3.127(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.127(CFS)
Normal flow depth in pipe = 6.29(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 9.09(In.) -'
Pipe flow velocity = 7.50(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) _ '13.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station , 14.000 to Point/Station 12.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.450(Ac.)
Runoff from this stream = 3.127(CFS)
Time of concentration = 13.63 min.
Rainfall intensity = 1.988(In/Hr)
Summary of stream data:
Stream Flow rate TC • Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.024 29.73 1. 295
2 2.351 13.72 1. 981
~ 3 3.127 13.63 1. 988
Large st stream flow has longer or shorter time of
Qp = 3.127 + sum of
Qa Tb/Ta
~ 2.024 * 0.459 = 0.928
Qa Tb/Ta
2.351 * 0.994 = 2.337
~, Qp = 6.393
Total of 3 main streams to confluence:
Flow rates befo re confluence point:
~ 2.024 2.351 3.127
Area of streams before confluence:
2.950 1':670 2.450
concentration
' Results of confluence:
Total flow rate = 6.393(CFS)
~ Time of concentration = 13.635 min. -
E£fective stream area after confluence 7.270(AC.)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 17.000
•*** PZPEFLOW TRAVEL TIME (Program estimated size) ****
~ Upstream point/station elevation = 48.400(Ft.)
Downstream point/station elevation = 47.240(Ft.)
Pipe length = 489.10(Ft.) Manning's N= 0.013
~ No_ of pipes = 1 Req~ired pipe flow = 6.393(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 6.393(CFS)
Normal flow depth in pipe = 14.56(In.)
.' Flow top width inside pipe = 19.35(In.)
Critical Depth = 11.21(In.)
Pipe flow velocity = 3.59(Ft/s)
Travel time through pipe = 2.27 min.
~ Time of concentration (TC) = 15.91 min.
2~
+~.~+++~~,~~.+.+~~.~..+...+~~..+++.~~~...++.~~~~~.....~~~.~~.~.+.~.~~~
Process from Point/Station 12.000 to Point/Station 17.000
****"CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 7.270(AC.)
Runoff from this stream = 6.393(CFS)
Time of concentration = 15.91 min.
Rainfall intensity = 1.826(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 17.000
****~.INITIAL AREA EVALUATION "***
Initial area flow distance = 510.100(Ft.)
Top (of initial area) elevation = 56.000(Ft.)
Bottom (of initial area) elevation = 51.640(Ft.)
Difference in elevation = 4.360(Ft.)
Slope, = 0:•00855 s(percent)= 0.85
TC = k(0.422)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 13.258 min.
Rainfall intensity = 2.019(In/Hr) for a 10.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.716
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 = 0.600; Impervious fraction = 0.400
Initial subarea runoff = 3.149(CFS)
Total initial stream area = 2.180(Ac.)
Pervious area fraction = 0.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
.Process from Point/Station 18.000 to Point/Station 17.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.180(AC.)
Runoff from this stream = 3.149(CFS)
Time~of concentration = 13.26 min.
Rainfall intensity = 2.019(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
Not (CFS) (min) (In/Hr)
1 6.393 15.91 1.826
2 3.149 13.26 2.019
Largest stream flow has longer time of concentration
Qp = 6.393 + sum of
Qb , Ia/Ib
~ 3.149 * 0.905 = 2.849
QP = 9.242
Total of 2 streams to confluence:
Flow rates before confluence point:
6.393 3.149
Area of streams before confluence:
7.270 2.180
Results o£ confluence:
' Total flow rate =
~ Time of concentration
242(CFS)
15.908 min.
-v
~ Effective stream area after confluence = 9.450(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~
Process from Point/Station 17.000 to Point/Station 18.000
" **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~ Upstream point/station elevation = 48.810(Ft.)
Downstream point/station elevation = 46.150(Ft.)
Pipe length = 264.22(Ft~.) ~ Manning's N= 0.013
j No. of pipes = 1 Required pipe flow = 9.242(CFS)
Nearest computed pipe diameter - 18.00(In.)
Calculated individual pipe flow = 9.242(CFS)
Normal flow depth in pipe = 13.07(In.)
~ Flow top width inside pipe = 16.06(In.) .
Critical Depth = 14.10(In.) ~
Pipe flow velocity = 6.73(Ft/s)
Travel time through pipe = 0.65 min.
r~ Time of concentration (TC1 = 16.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~' Process from Point/Station 17.000 to Point/Station 16.000
•*** CONFLUENCE OF MINOR STRSAMS ****
~ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 9.450(AC.)
Runoff from this stream = 9.242(CFS)
Time of concentration = 16.56 min.
. Rainfall intensity = 1.786(In/Hr)
~" Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
~ No. (CFS) (min) (In/Hr)
-" 1 6.393 15.91 1.926
~ 2 9.242 16.56 1.786
Largest stream flow has longer time o£ concentration
Qp = 9.242 + sum of '
'~-'- Qb Ia/Ib
~. 6.393 * 0.978 = 6.253
Qp = 15.494 -
t~ Total of 2 streams to confluence:
~ Flow rates before confluence point:
6.393 9~2~42
~,;- Area of streams be£ore confluence:
;^ 7.270 9.450
~- Results of confluence:
Total flow rate = 15.494(CFS)
Time of concentration = 16.563 min.
~ Effective stream area after confluence = 16.720(AC.)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
L Process from Point/Station 19.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
~•\ Initial area £low distance = 755.340(Ft.)
~ Top (of initial area) elevation = 62.000(Ft.)
Bottom (of initial area) elevation = 52.020(Ft.)
Difference in elevation = 9.980(Ft.)
Slope = 0.01321 s(percent)= 1.32
}~ TC = k(0.496)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 16.708 min.
Rainfall intensity = 1.778(In/Hr) for a 10.0 year storm
`~ USER INPUT of soil data for subarea
2'~
Runoff Coefficient = 0.600
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil gxoup C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 56.00 ~ -
Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 4.925(CFS)
Total initial stream area = 4.620(AC.)
Pervious area fraction = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 16.000
****ypIpEFLOW TRAVEL TIME (PrOgrdm eStimated size) ****
Upstream point/station elevation = 49.020(Ft.)
Downstream point/station elevation = 46.150(Ft.)
Pipe length = 28.70(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 4.925(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.925(CFS)
Normal~flow depth in pipe = 6.94(In.l
Flow top width inside pipe = 7.57(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.46(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 16.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.620(AC.)
Runoff from this stream = 4.925(CFS) .
Time of concentration = 16.74 min.
~Rainfall intensity = 1.776(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 6.393 15.91 1.826
2 4.925 ~ 16.74 1.776
Largest stream flow has longer or shorter time of concentration
Qp = 6.393 + sum of
Qa Tb/Ta
4.925 * 0.950 = 4.679
Qp = 11.072
Total of 2 streams to confluence:
Flow rates before confluence point:
6.393 4.925
Area of streams before confluence:
~ 7.270 4.620
Results of confluence:
Total flow rate = 11.072(CFS)
Time of concentration = 15.908 min.
Effective stream area after confluence = 11.890(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 22.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
v _
i~
~
~
Upstream point/station elevation = 46
Downstream point/station elevation =
Pipe length = 265.01(Ft.) Manning's
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter = 18
Calculated individual~pipe flow~ = 11
Normal flow depth in pipe = 15.00(In.)
Flow top width inside pipe = 13.42(In.
Critical Depth = 15.29(In.) ' ~
Pipe flow velocity = ~ 7.04(Ft/s)
Travel time through pipe = 0.63 min.
.150(Ft.)
43.290(Ft.)
N = 0.013
11.072(CFS)
.00(In.)
.072(CFS)
Time of concentration (TC) = 16.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 22.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.890(AC.)
Runoff from this stream = 11.072(CFS)
Time of concentration = 16.54 min.
Rainfall intensity = 1.788(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
**** INZTIAL AREA EVALUATION *x•*
Initial area flow distance = 471.600(Ft.)
Top (of initial area) elevation = 52.670(Ft.)
Bottom (of initial area) elevation = 46.270(Ft.)
Difference in elevation = ~ 6.400(Ft.)
Slope = 0.01357 s(percent)= 1.36
TC = k(0.300)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 6.318 min.
Rainfall intensity = 2.609(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.874
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
Initial subarea runoff = 3.695(CFS)
Total initial stream area = 1.620(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.620(Ac.)
Runoff from this stream = 3.695(CFS)
Time of concentration = 8.32 min.
Rainfall intensity = 2.609(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.072 16.54 1.788 /
2 3.695 8.32 2.609 `~
Largest stream flow has longer time of concentration
I~ Qp = 11.072 + sum of
I ,~ Qb Ia/Ib
3.695 * 0.665 = 2-532
Qp = 13.604
~ Total of 2 streams to confluence:
Flow rates before confluence point:
11.072 3.695
' Area of streams before confluence:
'~ 11.890 1.620
Results of confluence:
Total flow rate = 13.604(CFS)
Time of concentration = 16.536 min.
~ Effective stream area after confluence = 13.510(AC.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~~ Upstream,point/station elevation = 43.290(Ft.)
Downstream point/station elevation = 42.640(Ft.)
Pipe length 160.32(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 13.604(CFS)
~ Nearest computed pipe diameter =- 24.00(In.)
Calculated individual pipe flow 13.604(CFS)
Normal flow depth in pipe = 18.56(In.)
Flow top width inside pipe = 20.09(In.)
~ Critical Depth = 15.94(In.)
Pipe flow velocity = 5.22(Ft/s)
Travel time through pipe = 0.51 min.
~ Time of concentration (TC) = 17.05 min.
~'. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
~ **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
~. Stream flow area = 13.510(Ac.)
Runoff from this stream = 13.604(CFS)
Time of concentration = 17.05 min.
~ Rainfall intensity = 1.758(In/Hr)
i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station 23.000
~ **** INITZAL AREA EVALUATION ****
Initial area flow distance = 527.160(Ft.)
Top (of initial area) elevation = 58.930(Ft.)
Bottom (of initial area) elevation = 47.000(Ft.)
~ Difference in elevation = 11.930(Ft.)
Slope = 0.02263 s(percent)= 2.26
~ TC = k(0.300)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 7.652 min.
Rainfall intensity = 2.693(In/Hr) for a 10.0 year storm
COI~IERCIAL 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
Initial subarea runoff = 6.575(CFS)
~ Total initial stream area = 3.640(AC.)
~ Pervious area fraction = 0.100
~
i~
~ ~.~~~...~~.~.+....+.++.++~~+~~.~++~~+~..~~~~+~+.+~~..~~..~..+.~~.~~~~~
Process from Point/Station 24.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS ****
~~~ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.640(AC.)
Runoff from this stream = ~ 8.575(CFS)
Time of concentration = 7.85 min.
~~~ Rainfall intensity = 2.693(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 13.604 17.05 1.758
2 6.575 7.85 2.693
Largest stream flow has longer time of roncentration
Qp = 13.604 + sum of ~ '
Qb Ia/Ib
8.575 * 0.653 = 5.598
Qp = 19.202 •
~ Total of 2 streams to confluence:
~~ Flow rates before confluence~point:
13.604 8.575
~ Area of streams before confluence:
13.510 3.640
Results of confluence:
~ Total flow rate = 19.202(CFS)
Time of concentration = 17.048 min.
Effective stream area after confluence = 17.150(Ac.)
~ +,++++++++++++++++++++++.+++.+++++++.+++++++.+++++++~+++~+.+++.++.....
Process from Point/Station 23.000 to Point/Station 25.000
**** PIPEFLOW TRAVEL TIME (Program estinated size) ****
~ - Upstream point/station elevation = 42.640(Ft.)
Downstream point/station elevation = 42.570(Ft.)
Pipe length = 17.50(Ft.) Manning's N= 0.013
~ No. of pipes = 1 Required pipe flow = 19.202(CFS)
Nearest computed pipe diameter 27.00(In.)
Calculated individual pipe flow 19.202(CFS)
Normal flow depth in pipe = 21.66(In.)
~ Flow top width inside pipe = 21.52(In.)
Critical Depth = 18.39(In.)
Pipe flow velocity = 5.62(Ft/s)
Travel time through pipe = 0.05 min.
~~ Time of concentration (TC) = 17.10 min.
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 25.000
**** CONFLUENCE OF MINOR STREAMS '*'*
~ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 17.150(Ac.)
Runoff from this stream = 19.202(CFS)
Time of concentration = 17.10 min.
Rainfall intensity = 1.755(In/Hr)
~'
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 26.000 to Point/Station 25.000 `L1
**** INITIAL AREA EVALUATION ****
~
~ Initial area flow distance = 745.410(Ft.)
Top (of initial area) elevation = 47.950(Ft.)
Bottom (of initial area), elevation = 46.370(Ft.)
Difference in elevation = 1.580(Ft.)
Slope = 0.00212 s(percent)= 0.21
1~ TC = k(0.496)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 23.965 min.
Rainfall intensity = 1.458(In/Hr) for a 10.0 year storm
~~ USER INPUT of soil data for subarea
Runoff Coefficient = 0.577
Decimal £raction 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) ,= 58.00
~ Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 4.746(CFS)
Total initial stream area = 5.640(AC.)
' Perv~ious area fraction = 0.900 .
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station 25.000
~ **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.640(AC.)
~ Runoff from this stream = 4.746(CFS)
Time of concentration = 23.96 min.
Rainfall intensity = 1.456(In/Hr)
~ Summary of stream data:
~Stream Flow rate TC Rainfall Zntensity
' . No. (CFS) (min) (In/Hr)
'' 1 , 19.202 17.10 1.755
2 4.746 . 23.96 1.458
Largest stream flow has longer or shorter time of concentration
'~ Qp = 19.202 + sum of
Qa Tb/Ta
4.746 * 0.714 = 3.387
~ 4P = 22.589
Total of 2 streams to confluence:
Flow~rates before confluence point:
~
~ 19.202 4.746
~ Area of streams before confluence:
17.150 5.640
Results of confluence:
Total flow rate = 22.589(CFS)
~ Time of concentration = 17.100 min.
Effective stream area after confluence = 22.790(AC.)
~ +++++++++++++++++'+++++++++++++++++++++++ ++++++++++++++++++++++++++++++
'~ Process from Point/Station 25.000 to Point/Station 27.000
**** PIPEFLOW TRAVEL TIME (Program estim ated size) '***
~ Upstream point/station elevation = 42 .570(Ft.)
Downstream point/station elevation = 33.000(Ft.)
Pipe length = 702.00(Ft.) Manning's N= 0.013
~ No. of pipes = 1 Required pipe flow = 22.589(CFS)
Nearest computed pipe diameter 24 .00(In.)
Calculated individual pipe flow = 22 .589(CFS)
Normal flow depth in pipe = 17.09(In.)
~
~ Flow top width inside pipe = 21.74(In. )
/N
Critical Depth = 20.33(In.)
Pipe flow velocity = 9.45(Ft/s)
Travel time through pipe = 1.24 min.
Time of concentration (TC) = 18.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 25.000 to Point/Station 27.000
**** CONFLUENCE OF MAIN STREAMS~****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 22.790(Ac.)
Runoff from this stream = 22.589(CFS)
Time of concentration = 18.34 min. ,
Rainfall intensity = 1.689(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 31.000
**** INITIAL AREA EVALUATION ***•
Initial area flow distance =, 730.000(Ft.) '
Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 51.25o(Ft.)
Difference in elevation = 8.750(Ft.)
Slope = 0.01199 s(percent)= 1.20
TC = k(0.422)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 14.301 min.
Rainfall intensity = 1.936(In/Hr) for a 10.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.710 ~
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 = 0.600; Impervious fraction = 0.400
Initial subarea runoff = ~ 8.433(CFS)
Total initial stream area = 6.130(Ac.)
Pervious area fraction = 0.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 47.060(Ft.)
Downstream point/station elevation = 45.760(Ft.)
Pipe length = 325.42(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 8.433(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.433(CFS)
Normal flow depth in pipe = 14.77(In.l
Flow top width inside pipe = 19.19(In.)
Critical Depth = 12.94(In.)
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 1.16 min.
Time of concentration (TC) = 15.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1 20.
Stream flow area = 6.130(AC.)
Runoff from this stream = 8.433(CFS)
Time of concentration = 15.46 min.
Rainfall intensity = 1.855(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 268.500(Ft.)
Top (of initial area) elevation = 51.260(Ft.)
Bottom (of initial~area) elevation = 49.510(Ft.)
Difference in elevation = 1.750(Ft.)
Slope = 0.00652 s(percent)= 0.65
TC =~k(0.300)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 7.689 min.
Rainfall intensity = 2.724(In/Hr) for a 10.0 year storm
COhIINERCIAL subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A= 0.000
Decimal fract~ion 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 = 1.311(CFS)
Total initial stream area = O.SSD(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 32.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 46.740(Ft.)
Downstream point/station elevation = 45.760(Ft.)
Pipe length = 97.49(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 1.311(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.311(CFS)
Normal flow depth in pipe = 6.04(In.)
Flow top width inside pipe = 8.46(In.)
Critical Depth = 6.33(In.)
Pipe flow velocity = 4.16(Ft/s)
Travel time through pipe = 0.39 min.
Time of concentration (TC) = 8.08 min.
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fzom Point/Station 34.000 to Point/Station 32.000
**** CONFLUENCE OF MINOR STREAMS ****
~ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.550(Ac.)
Runoff from this stream = 1.311(CFS)
~~ Time of concentration = 8.08 min.
Rainfall intensity = 2.651(In/Hr)
~ Summary of stream data:
~
Stream Flow rate
No. (CFS)
~ 1 6.433
2 1.311
Largest stream
8.433
. 4P Qb
flow
TC Rainfall Intensity
(min) (In/Hr)
15.46 1.855
8.08 ~ 2.651
has longer time of concentration
sum of
Ia/Ib
/-
i~
~
~
~
~
~
~
1.311 * 0.700 = 0.917
Qp = 9.350
Total of 2 streams to confluence:
Flow rates before confluence point:
8.433 1.311 '
Area of streams before confluence:
6.130 0.550
Results of confluence: ~
Total flow rate = ~9.350(CFS)
Time of concentration = 15.464 min.
Effective stream area after confluence = 6.680(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (Program estimated sizeJ ****
Upstream point/station elevation = 45.760(Ft.)
Downstream point/station elevation = 43.940(Ft.)
Pipe length =- 455.8~4(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 9.350(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.350(CFS)
Normal flow depth in pipe = 16.08(In.)
Flow top width inside pipe = 17.79(In.)
Critical Depth = 13.65(In.~)
Pipe flow velocity = 4.73(Ft/s)
Travel time through pipe = 1.61 min.
Time of concentration (TC) = 17.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS **** ~
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 6.680(AC.)
Runoff from this stream = 9.350(CFS)
Time of concentration = 17.07 min.
Rainfall intensity = 1.757(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** INITIAL AREA EVALUATION ****
, ~~ Znitial area flow distance = 571.620(Ft.)
Top (of initial area) elevation = 51.650(Ft.)
Bottom (of initial area) elevation = 47.41o(Ft.)
Difference in elevation = 4.240(Ft.)
~ Slope = 0.00742 s(percent)= 0.74
TC = k(0.300)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 10.137 min.
Rainfall intensity = 2.340(In/Hr) for a 10.0 year storm
~ COMMERCIAL SubaYed 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
Decimal fraction soil group D= 0.000
-~ RI index for soil(AMC 2) = 56.00
I Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 6.245(CFS)
Total initial stream area = 3.060(Ac.)
Pervious area fraction = 0.100
R,
3~
+++++++++++++.+++.+++++++ „++++++++++++++,.++.++++++,,..+++++++++,.+++
Process from Point/Station 37.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44.450(Ft.)
Downstream point/station elevation = 43.940(Ft.)
Pipe length = 33.25(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 6.245(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.245(CFS)
Normal flow depth in pipe = 9.97(In.)
Flow top width inside pipe = 14.16(In.)
Critical Depth = 12.11(In.)
Pipe.flow velocity = 7.21(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 10.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 35.000
~*** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.060(AC.)
Runoff from this stream = 6.245(CFS)
Time of concentration = 10.21 min.
Rainfall intensity = 2.330(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
!~ No. (CFS) (min) (In/Hr)
ii
~1 9.350 17.07 1.757
~". 2 6.245 10.21 2.330 ~
~ Largest stream flow has longer time of concentration
'-~~ Qp = 9.350 + sum of
' ~ Qb Ia/Ib
y.
, 6.245 * 0.754 = 4.708
. Qp = 14.059
~. ,~: Total of 2 streams to confluence:
~- Flow rates before confluence point:
9.350 6.245
~. ` ~ Area of streams before confluence:
~ 6.660 ~ 3.060
Results of confluence:
(c. Total flow rate = 14.059(CFS)
~~~ Time of concentration = 19.070 min.
~., Effective stream area after confluence = 9.740(AC.)
' ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 35.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
r
Upstream point/station elevation = 43.940(Ft.)
~`' Downstream point/station elevation = 42.780(Ft.)
Pipe length = 101.43(Ft.) Manning's N= 0.013
r No. of pipes = 1 Required pipe flow = 14.059(CFS)
i
. Nearest computed pipe diameter = 21.00(In.)
~~ Calculated individual pipe flow = 14.059(CFS)
Normal flow depth in pipe = 14.60(In.)
1 Flow top width inside pipe = 19.33(In.)
, ~ Critical Depth = 16.72(In.)
~ Pipe flow velocity = 7.88(Ft/s)
' Travel time through pipe = 0.21 min.
I ~i , Time of concentration (TC) = 17.28 min.
t
~v
~
,
~
~
i
,
1~
~
I
~
.~.....~.,.~...~+++++++++++.++++++++++++++++++.+++++++++.++++++++++.++
Process from Point/Station 38.000 to Point/Station 39.000
**** PIPEFLOW TRAVEL TIME (PrOgram eStimated Size) ****
Upstream point/station elevation = 42.780(Ft.)
Downstream point/station elevation = 41.670(Ft.)
Pipe length = 96.25(Ft.) Manning's N= 0.013
No. of pipes = 1 Required~pipe flow = 14.059(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 14.059(CFS)
Normal flow depth in pipe = 14.55(In.)
Flow top width inside pipe = 19.37(In.)
Critical Depth = 16.72(In.)
Pipe flow velocity = 7.90(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 17.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 39.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 9.740(AC.)
Runoff from this stream = 14.059(CFS)
Time of concentration = 17.49 min.
Rainfall intensity = 1.734(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ~ 41.000 to Point/Station 39.000
**** INITZAL AREA EVALUATZON ****
Initial area flow distance = 697.000(Ft.)
Top (of initial area) elevation = 49.470(Ft.)
Bottom (of initial area) elevation = 45.590(Ft.
Difference in elevation = 3.680(Ft.)
Slope = 0.00557 s(percent)= 0.56
TC = k(0.300)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 11.622 min.
Rainfall intensity = ~ 2.170(In/Hr) =or a
, COMMERCIAL subarea type
Runoff Coefficient = 0.871
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; Imperv-ous
Initial subarea runoff = 3. 288(CFS)
I Total initial stream area = 1.740(Ac
Pervious area fraction = 0. 100
10.0 year storm
fraction = 0.900
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~~ Process from Point/Station 41.000 to Point/Station 39.000
**** CONFLUENCE OF MINOR STREAMS ****
.~ Along Main Stream number:
Stream flow area = 1.
Runoff from this stream =
, Time of concentration =
Rainfal l intensity = 2
Summary of stream data:
~ Stream Flow rate TC
2 in normal stream number 2
740(Ac.)
3.288(CFS)
11.62 min.
.170(In/Hr)
Rainfall Intensity
3~
No. (CFS) (min) (In/Hr)
1 14.059
2 3.288
Largest stream fl
Qp = 14.059 +
Qb
3.288 *
Qp = 16.685
17.49 1.734
11.62 2.170
~w has longer time of ccncentration
sum of
ia/ib
0.799 = 2.627
Total of 2 streams.to confluence:
Flow rates before confluence point:
. 14.059 3.288
Area,.of streams before confluence:
~~ 9.~740 1.7Q0
Results of ~confluence:
Total flow rate = 16.685(CFS)
Time of concentration = 17.487 min.
Effective stream area after confluence = 11.480(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
*•** PIPEFLOW TRAVEL TIME (Program estimated size) '•'•
Upstream point/station elevation = 41.670(Ft.)
Downstream point/station elevation = 41.400(Ft.)
Pipe length = 23.88(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 16.685(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 16.685(CFS)
Normal flow depth in pipe = 17.02(In.)
'Flow top width inside pipe = 16.47(In.)
Critical Depth = 18.00(In.)
Pipe flow velocity = 7.99(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 17.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.480(Ac.)
Runof£ £rom this~stream = 16.685(CFS)
Time of concentration = 17.~54 min.
Rainfall intensity = 1.731(Zn/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 43.000
**** INITIAL AREA EVALUATION ••**
Initial area flow distance = 251.720(Ft.)
Top (of initial area) elevation = 48.280(Ft.)
Bbttom (of initial area) elevation = 47.100(Ft.)
Difference in elevation = 1.180(Ft.)
Slope = 0.00469 s(percent)= 0.47
TC = k(0.300)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 8.004 min.
Rainfall intensity = 2.665(In/Hr) for a 10.0 year storm
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
Initial subarea runoff = 2.773(CFS)
Total initial stream area = 1.190(AC.)
Pervious area fraction'= 0.100~~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/StaEion~ 43.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44.430(Ft.)
Downstream point/station elevation = 41.400(Ft.)
Pipe length = 106.47(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 2.773(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.773(CFS)
Normal flow depth in pipe = 7.32(In.)
Flow top width inside pipe = 7.01(In.)
Critical Depth = 8.51(In.)
Pipe flow velocity = 7.20(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) _. 8.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 43.000 to Point/Station 40.000
**** CONFLUENCE OF MINOR STREAMS ****
~A Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.190(AC.)
~ Runoff from this stream = ~ 2.773(CFS)
Time of concentration = 8.25 min.
Rainfall intensity = 2.621(In/Hr) ~
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 16.685 17.54 1.731
2 . 2.773 8.25 2.621
Largest stream flow has longer time of concentration
qp = 16.685 + sum of
Qb Za/ib
2.773 * 0.661 = 1.832
Qp = 18.517 ~
Total of 2 streams to confluence:
Flow rates before confluence point:
16.685 2.773
Area of streams before confluence:
11.480 1.190
Results of confluence:
Total flow rate = 18.517(CFS)
Time of concentration = 17.537 min.
Effective stream area after confluence = 12.670(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
PYOCess from Point/Station 40.000 to Point/Station 44.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ***'
Upstream point/station elevation = 41.400(Ft.)
Downstream point/station elevation = 40.390(Ft.) /
Pipe length = 253.00(Ft.) Manning's N= 0.013 ~i,5
No. of pipes = 1 Required pipe flow = 18.517(CFS) ~
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 18.517(CFS)
Normal flow depth in pipe = 20.93(In.)
Flow'top width inside pipe = 22.54(In.)
Critical Depth = 18.06(In.)
Pipe flow velocity = 5.60(Ft/s)
Travel time through pipe = 0.75 min.
Time of concentration (TC) = 18.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 44.000
**** CONFLUENCE OF MINOR STREAMS ****
Alon~ Main Stream number: 2 in normal stream number 1
Stream flow area = 12.670(AC.)
Runoff from this stream = 18.517(CFS)
Time of concentration = 18.29 min.
Rainfall intensity = 1.691(In/Hr)
+++++~+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 46.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 286.070(Ft.)
Top (of initial area) elevation = 48.350(Ft.)
Bottom (of initial area) elevation = 46.760(Ft.)
Difference in elevation = 1.590(Ft.)
Slope = 0.00556 s(percent)= 0.56
TC = k(0.300)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 8.142 min.
Rainfall intensity = 2.640(In/Hr) for a 10.0 year storm
CONA7ERCIAL subarea type
Runoff Coefficient = 0.87a
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
Initial subarea runoff = 2.308(CFS)
Total initial stream area = 1.000(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ~ 46.000 to Point/Station 44.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44.780(Ft.)
Downstream point/station elevation = 40.390(Ft.)
Pipe length = 64.64(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 2.306(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.308(CFS)
Normal £low depth,in pipe = 4.69(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth = 8.12(In.)
Pipe flow velocity = 9.93(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 6.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 46.000 to Point/Station 44.000
**** CONFLUENCE OF MINOR STREAMS **** `~O
~
Along Main Stream number: 2 in normal stream number 2~
~ Stream flow area = 1.ooo(Ac.)
Runo£f from this stream = 2.308(C
FS)
Time of concentration = 8.25 min.
Rainfall intensity = 2.621(In/Hr)
~ Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) ~ • (In/Hr)
~
1 18.517 18.29 1.691
2 2.308 8.25 , 2.621
Largest stream flow has longer time of concentration
~ Qp = 16.517 + sum of
Qb Ia/Ib
2.308 * 0.645 = 1.490
~ Qp = 20.007
Total of 2 streams to confluence:
,
~ Flow rates before confluence point:
18:SI7 2.308
Area of streams before confluence:
' 12.670 1.000 ,
Results of confluence:
~ Total flow rate = 20.007(CFS)
Time of concentration = 1~8.290 min.
Ef£ective stream area after confluence = 13.670(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 40.390(Ft.)
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 145.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 20.007(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 20.007(CFS)
Normal flow depth in pipe = 14.55(In.)
Flow top width inside pipe = 19.37(In.)
Critical Depth = 19.18(In.)
Pipe flow velocity = 11.25(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 18.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 47.000
***" CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 13.670(AC.)
Runoff from this stream = 20.007(CFS)
Time of concentration = 16.51 min.
Rainfall intensity = 1.681(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 48.000 to Point/Station 49.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 963.700(Ft.)
Top (of initial area) elevation = 52.470(Ft.)
Bottom (of initial area) elevation = 47.050(Ft.)
Difference in elevation = 5.420(Ft.) ~~
Slope = 0.00562 s(percent)= 0.56
~ TC = k(0.300)*[(length"3)/(elevation change)]~0.2
~ Initial area time of concentration = 13.203 min.
Rainfall intensity = 2.023(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type,
Runoff Coefficient = 0.869
~I ' 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
I~~ RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
, . Initial subarea runoff = 6.579(CFS)
Total initial stream area = 3.740(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
, Process from Point/Station 49.000 to Point/Station 50.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~ Upstream point/station elevation = 47.050(Ft.)
~ Downstream point/station elevation = 43.330(Ft.)
Pipe length = 197.35(Ft.) Manning's N= 0.013
~ No. of pipes = 1 Required pipe flow = 6.579(CFS)
~ Nearest computed pipe diameter =- 15.00(In.~)
Calculated individual pipe flow 6.579(CFS)
Normal flow depth in pipe = 9.62(In.)
Flow top width inside pipe = 14.39(In.)
~ Critical Depth = 12.39(In.)
Pipe flow velocity = 7.91(Ft/s)
Travel time through pipe = 0.42 min.
Time of concentration (TC) = 13.62 min.
~, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 50.000
~ **** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
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
Time of concentration = 13.62 min.
1~ Rainfall intensity = 1.989(In/Hr) for a 10.0 year storm
Subarea runoff = 1.417(CFS) for 0.820(AC.)
. Total runoff = 7.996(CFS) Total area = ~ 4.560(AC.)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
-- Process from Point/Station 50.000 to Point/Station 51.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
, Upstream point/sCation elevation = 43.330(Ft.)
Downstream point/station elevation = 43.240(Ft.)
Pipe length = 22.43(Ft.) Manning's N= 0.013
~ No. of pipes = 1 Required pipe flow = 7.996(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 7.996(CFS)
~ Normal flow depth in pipe = 14.16(In.)
Flow top width inside pipe = 19.69(In.)
Critical Depth = 12.58(In.)
Pipe flow velocity = 4.63(Ft/s)
, Travel time through pipe = 0.08 min.
~ Time of concentration (TC) = 13.70 min.
~
+.~.~~~~~~~.+~.~..+.++~~++.+~~~~~+.++~~.~+..+++.~+,~+++~~.+++++~~~+.++
Process from Point/Station 51.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 43.240(Ft.)
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 181.66(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 7.996(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.996(CFS)
Normal flow depth in pipe = ,8.96(In.)
Flow top width inside pipe = 14.71(In.)
Critical Depth = 13.37(In.) ,
Pipe flow velocity = 10.45(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 13.99 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 51.000 to Point/Station 47.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.560(AC.)
Runoff from this stream = 7.996(CFS)
Time of concentration = 13.99 min.
Rainfall intensity = 1.960(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ~ 53.000 to Point/Station ~ 47.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 374.490(Ft.)
~ Top (of initial area) elevation = 47.72o(Ft.)
Bottom (of initial area) elevation = 43.460(Ft.)
Difference in elevation = 4.260(Ft.)
~ Slope = 0.01138 s(percent)= 1.14
TC = k(0.300)*[(length"3)/(elevation change)1~0.2
Initial area time of concentration = 7.858 min.
Rainfall intensity = - 2.692(In/Hr) for a 10.0 year storm
' COI~N7ERCZAL 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
~ Initial subarea runoff = 2.661(CFS)
Total initial stream area = 1.130(Ac.)
Pervious area fraction = 0.100
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~ Upstream point/station elevation = 38 .260(Ft.)
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 62.83(Ft.) Manning's N= 0.013
~ No. of pipes = 1 Required pipe flow = 2.661(CFS)
Nearest computed pipe diameter = 12 .00(In.)
Calculated individual pipe flow = 2 .661(CFS)
~ Normal flow depth in pipe = 6.19(In.)
Flow top width inside pipe = 11.99(In. ~
)
i~
~
,
~
~
~
~
~
~
~
Critical Depth = 8.39(In.)
Pipe flow velocity = 6.51(Ft/s)
Travel time through pipe = 0.16 min.
Time~°of concentration (TC) = 8.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 47.000
**** CONFLUENCE OF MINOR STREAMS ***z
Along Main Stream number: 2 in normal stream number 3
Stream flow area =. 1.130(AC.)
Runoff from this stream = 2.661(CFS)
Time.of concentration = 8.02 min.
Rain~all intensity = 2.662(In/Hr)
Summary of stream data: ,
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 ~. 20.007 18.51 1.681
2 , 7.996 13.99 1.960
3 2.661 8.02 2.662
Largest stream flow has longer time of concentration
Qp = 20.007 + sum of
Qb Ia/Ib
7.996 * 0.857 = 6.856
Qb Ia/Ib
2.661 * 0.631 = 1.680
Qp = 28.542
Total of 3 streams to confluence:
"Flow rates before confluence point:
20.007,~ 7.996 2.661
Area of streams before confluence:
13.670 4.560 1.130
Results of confluence:
Total flow rate = 28.542(CFS)
Time of concentration = 18.505 min.
Effective stream area after confluence = 19.360(AC.)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47.000 to Point/Station 27.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~, Upstream point/station elevat'ion = 37.000(Ft.)
Downstream point/station elevation = 33.000(Ft.)
.. Pipe length 379.50(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 28.542(CFS)
~ Nearest computed pipe diameter =- 27.00(In.)
Calculated individual pipe flow 28.542(CFS)
Normal flow depth in pipe = 19.97(In.)
Flow top width inside pipe = 23.70(in.)
' Critical Depth = 22.30(In.)
Pipe flow velocity = 9.05(Ft/s)
T'ravel time through pipe = 0.70 min.
Time of concentration (TC) = 19.20 min.
` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 47.000 to Point/Station 27.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
' In Main Stream number: 2
~ Stream flow area = 19.360(AC.)
~O
~
Runoff from this stream = 26.542(CFS) ~
, Time of concentration = 19.20 min.
Rainfall intensity = 1.647(In/Hr)
Program is now starting with Main Stream No. 3
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 56.000 to Point/Station 57.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 577.750(Ft.)
Top (of initial area) elevation = 47.480(Ft.)
Bottom (of initial area) elevation = 38.140(Ft.)
' Difference in elevation = 9.340(Ft.)
Slope = 0.01617 s(percent)= 1.62
TC = k(0.300)*[(length°3)/(elevation change)]~0.2
' Initial area time of concentration = 8.712 min.
Rainfall intensity = 2.543(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
' Runoff Coefficient = 0.874
~ 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
Initial subarea runoff = 4.822(CFS)
Total initial stream area = 2.170(AC.)
'~~, ~ Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 27.000
**~* PIPEFLOW TRAVEL TZME (Program estimated size) ****
Upstream point/station elevation = 35.140(Ft.)
~ Downstream point/station elevation = 33.000(Ft.)
Pipe length = 106.60(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 4.822(CFS)
~ Nearest computed pipe diameter =- 12.00(In.)
CalCUldted individual pipe flow 4.822(CFS)
Normal flow depth in pipe = 9.39(In.)
Flow top width inside~pipe = 9.91(In.)
~ Critical Depth = 10.88(In.)
Pipe flow velocity = 7.32(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 8.95 min.
~
,
~
~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 27.000
**'* CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
Zn Main Stream number: 3 ~
Stream flow area = 2.170(AC.)
Runoff from this stream = 4.822(CFS)
Time of concentration = 8.95 min.
Rainfall intensity = 2.505(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
1 22.589 18.34 1.669
2 26.542 19.20 1.647
~~ 3 4.822 8.95 2.505
~`
~
Largest stream flow has longer time of concentration
Qp = 28.542 + sum of
, Qb Ia/Ib
22.589 ' 0.975 = 22.023
Qb Ia/ib
4.822 * 0.657 = 3.170
, Qp = 53.735
Total of 3 main streams to confluence:
Flow rates before confluence point:
~ 22.589 28.542 4.822
Area of streams before confluence:
22.790 19.360 2.170
Results of confluence:
Total flow rate = 53.735(CFS)
Time of concentration = 19.204 min.
Effective stream area after confluence = 44.320(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 27.000 to Point/Station 60.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) *•*'
Upstream point/station elevation = 32.000(Ft.)
Downstream point/station elevation = 31.000(Ft.)
Pipe length = 196.10(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 53.735(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 5's.735(CFS)
Normal flow depth in pipe = 29.25(In.)
Flow top width inside pipe = 33.77(In.)
~Critical Depth~= 28.09(In.)
Pipe flow velocity = 8.06(Ft/s) ~
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 19.61 min.
End of computations, total study area = 46.50 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.497
Area averaged RI index number = 56.4
~,v
~
~
i Riverside County Rational Hydrology Program
. CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 12/13/02 File:386310YRB1P.out
' ----------------'-`-------------------------------------
TEMECULA HIGH SCHOOL NO. 3
TEMECULA UNIFIED SCHOOL DZSTRICT
TEMECULA, CA ~
, DEVELOPED WNDITION - QlOYR -
-----------------------------------------------------------------
*****+*** Hydrology Study Control Information **********
' English (in-lb) Units used in input data file
------------------ - - -------------------------------------- - ----------
, The Cornerstone Group, Riverside, California - S/N 850
---------------------------------------------------------
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 = 0.680(In/Hr)
Slope of intensity duration curve = 0.5500 '
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 71.000
**** INITIAL AREA EVALUATION ****
, Initial area flow distance = 595.000(Ft.)
__ Top (of initial area) elevation = 57.000(Ft.)
Bottom (of initial area) elevation = 49.680(Ft.)
I' Difference in elevation = 7.320(Ft.)
Slope = 0.01230 s(percent)= 1.23
TC = k(0.496)*[(length"3)/(elevation change)]~0.2
Z~nitial area time of concentration = 15.405 min.
1 Rainfall intensity = 1.859(In/Hr) for a 10.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.623
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) = 58.00
~ Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 2.525(CFS)
Total initial stream area = 2.18G(AC.)
' Pervious area fraction = 0.900
End of computations,. total study area = 2.18 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
~~ Area averaged pervious area fraction(Ap) = 0.900
~
' Area averaged RI index number = 58.0
'
'
,
' ~
'
~
~ ' ..,
,
'
,
j
i
1
~
1
i ,
1
1
~ ~
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date: 12/13/02 File:3863100yrx.out
TEMECULA HIGH SCHOOL NO. 3
TEMECULA UNIFIED SCHOOL DISTRICT
TEMECULA CA ~
DEVELOPED CONDITION - Q100YR ~
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
The Cornerstone Group, Riverside, California - S/N 850
-- -------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
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 = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500 '
, ~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
Initial area £low distance = 579.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 55.48o(Ft.)
Difference in elevation = 7.520(Ft.)
Slope = 0.01299 s(percent)= 1.30
TC = k(0.945)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 28.707 min.
Rainfall intensity = 1.950(In/Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.743
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 3) = 76.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 4.274(CFS)
Total initial stream area = 2.950(AC.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
~~ **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~
'
I' Upstream point/station elevation = 50.980(Ft.)
Downstream point/station elevation = 48.400(Ft.)
Pipe^length 278.60(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 4.274(CFS)
' Nearest computed pipe diameter =- 15.00(in.)
Calculated individual pipe flow 4.274(CFS)
Normal flow depth in pipe = 9.1e(In.)
Flow top width inside pipe = 14.64(In.)
;I ' Critical Depth = 10.04(In.)
Pipe flow velocity = 5.46(Ft/s)
Travel time through pipe = 0.85 min.
Time of concentration (TC) = 29.56 min.
II' .
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
' **** WNFLUENCE OF MAIN STREAMS.*•*'
' The following data inside Main Stream is listed:
I' In Main Stream numbe r. 1
Stream fl'ow area = 2.950(AC.)
Runoff,from this stream = 4.274(CFS)
Time of concentration = 29.56 min.
~'I , Rainfall intensity = 1.919(In/Hr)
Program is now starting with Main Stream No. 2
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process~from Point/Station 10.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 557.000(Ft.)
'TOp (of initial area) elevation = 63.000(Ft.)
, sottom (of initial area) elevation = 52.27o(Ft.)
Difference in elevation = 10.730(Ft.)
~ Slope = 0.01926 s(percent)= 1.93
TC = k(0.496)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 13.717 min.
Rainfall intensity = 2.927(In/Hr) for a 100.0 year storm
~ USER INPUT of soil data for subarea
Runoff Coefficient = 0.800
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 3) = 76.40
~~ Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 4.379(CFS)
Total initial stream area = 1.870(AC.)
Pervious area fraction = 0.900
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 12.000
, **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
, Stream flow area = 1.870(Ac.)
Runoff from this stream = 4.379(CFS)
Time of concentration = 13.72 min.
Rainfall intensity = 2.927(In/Hr)
' Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I~ Process from Point/Station 10.000 to Point/Station 13.000
~~
**** INITIAL AREA EVALUATION ****
Initial azea flow distance = 369.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 58.000(Ft.)
Difference in elevation = 5'.000(Ft.)
Slope = 0.01355 s(percent)= 1.36
TC = k(0.496)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.482 min.
Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.797
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 £or soil(AMC 3) = 74.80
Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 1.450(CFSj
Total initial stream area = 0.590(AC.)
Pervious area fraction = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
***• PIPEFLOW TRAVEL TZME (Program estimated size) ****
Upstream point/station elevation = 55.000(Ft.)
Downstream point/station elevation = 52.250(Ft.)
Pipe length = 198.10(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 1.450(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.450(CFS)
Normal £low depth in pipe = 5.78(In.?
Flow top width inside pipe = 8.63(In.) '
Critical Depth = 6.66(In.)
Pipe flow velocity = 4.83(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 13.17 min.
+++++++++++++++++++++++++++++++++++++++=++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = ~ 0.590(AC.)
Runoff from this stream = 1.450(CFS)
Time of concentration = 13.17 min.
Rainfall intensity = 2.994(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 14.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 461.000(Ft.)
Top (of initial area) elevation = 63.000(Ft.)
Bottom (of initial area) elevation = 55.450(Ft.)
Difference in elevation = 7.550(Ft.)
Slope = 0.01638 s(percent)= 1.64
TC = k(0.496)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 13.137 min.
Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm
USER ZNPUT of soil data for subarea
Runoff Coefficient = 0.794
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
"C~
Decimal fraction soil group C=
Decimal fraction soil group D=
RI index for soil(AMC 3) = 74
Pervious area fraction = 0.900
Initial subarea runoff = 4
Total initial stream area =
Pervious area fraction = 0.900
0.000
0.000
.80
; Impervious fraction = 0.100
.429(CFS)
1.860(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 14.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.950(Ft.)
Downstream point/station elevation = 52.250(Ft.)
Pipe length = 70.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 4.429(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.429(CFS)
Normal flow depth in pipe = 9.12(In.)
Flow,~top widUh inside pipe = 14.65(In.)
Critical Depth = 10.23(In.)
Pipe flow velocity = 5.67(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 13.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 1.960(Ac.)
~Runof£ from this stream = 4.429(CFS)
Time of concentration = 13.34 min.
Rainfall intensity = 2.972(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
'
- 1 1.450 13.17 2.994
~ 2 4.429 13.34 2.972
Largest stream flow has longer time of concentration
Qp = 4.429 + sum of
Qb Ia/Ib
~ 1.450 * 0.993 = 1.439
Qp = 5.868
Total of 2 streams to confluence:
' Flow rates before confluence point:
1.450 4.429
Area of streams before confluence:
0.590 1.860
' Results of confluence:
Total flow rate = 5.868(CFS)
Time of concentration = 13.343 min.
Effective stream area after confluence = 2.450(AC.)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 14.000 to Point/Station 12.000
*x** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 52.250(Ft.)
~ Downstream point/station elevation = 49.210(Ft.)
Pipe length = 115.70(Ft.) Manning's N= 0.013
~
No. of pipes = 1 Required pipe flow = 5.868(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.868(CFS)
Normal flow depth in pipe = 8.03(In.)
Flow top width inside pipe = 14.96(In.)
Critical Depth = 11.75(In.) '~
Pipe flow velocity = 8.77(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) _ ~13.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process frpm Point/Station . 14.000 to Point/Station 12.000
**** CONFLUENCE OF MAIN STREAMS *•**
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.450(AC.)
Runoff from this stream = 5.868(CFS)
Time of concentration = 13.56 min.
Rainfall intensity = 2.945(In/Hr)
Summary of stream data:
Stream Flow rate TC ~ Rainfall Intensity
' No. (CFS) (min) (In/Hr)
1 4.274 29.56 1. 919
2 4.379 13.72 2• 927
' 3 5.868 13.56 2. 945
Largest stream flow has longer or shorter time of concentration
Qp = 5.668 + sum of
Qa Tb/Ta
, 4.274 * 0.459 = 1.961
Qa Tb/Ta
4.379 * 0.989 = 4.330
' qp = 12.160
Total of 3 main streams to confluence:
Flow rat es before'confluence point:
~ 4 .274 4.379 5.868
Area of streams before confluence:
2.950 1~.670 2.450
Results of confluence:
Total flow rate = 12.160(CFS)
Time of concentration = 13.563 min.
Effective stream area after confluence = 7.270(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 17.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 48.400(Ft.)
Downstream point/station elevation = 47.240(Ft.)
Pipe length = 489.10(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 12.160(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 12.160(CFS)
Normal flow depth in pipe = 18.38(In.)
Flow top width inside pipe = 25.18(In.)
Critical Depth = 14.49(In.)
Pipe flow velocity = 4.22(Ft/s)
Travel time through pipe = 1.93 min.
Time of concentration (TC) = 15.49 min. ~
~
' .+..~..~,~~.+~~++++++.+++++++++..++++++++++++++++++~~+.++++.++++++++++
Process from Point/Station 12.000 to Point/Station 17.000
****"CONFLUENCE OF MINOjt STREAMS ****
' Along Main Stream number: 1 in normal stream number 1
Stream flow area = 7.270(Ac.)
Runoff from this stream = 12.160(CFS)
Time of concentration = 15.49 min.
Rainfall intensity = 2.737(In/Hr)
li '
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~, Process from Point/Station 18.000 to Point/Station 17.000
****~iINITIAL AREA EVALUATION ****
, Initial area flow distance = 510.100(Ft.)
Top (of initial area) elevation = 56.000(Ft.)
Bottom (of initial area) elevation = 51.640(Ft.)
, Difference in elevation = 4.360(Ft.)
' Slope, = 0:~00855 s(percent)= 0.85
TC = k(0.422)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 13.258 min.
Rainfall intensity = 2.982(In/Hr) for a 100.0 year storm
, USER INPUT of soil data for subarea
Runoff Coefficient = 0.829
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 3) = 74.80
Pervious area fraction = 0.600; Impervious fraction = 0.400
' Initial subarea runoff = 5.392(CFS)
~Total initial stream area = 2.180(Ac.)
~ Pervious area~fraction = 0.600
.' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 17.000
' **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
- Stream flow area = 2.180(AC.)
' Runo£f from this stream = 5.392(CFS)
Time of concentration = 13.26 min.
Rainfall intensity = 2.982(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
No: (CFS) (min) (In/Hr)
' 1 12.160 15.49 2.737
2 5.392 13.26 2.982
Largest stream flow has longer time of concentration
' Qp = 12.160 + sum of
Qb Ia/ib
5.392 * 0.918 = 4.949
Qp = 17.108
' Total of 2 streams to confluence:
Flow rates before confluence point:
' 12.160 5.392
Area of streams before confluence:
7.270 2.180
Results of confluence: `
~ Total flow rate = 17.108(CFS)
~ \
Time of concentration = 15.494 min.
Effective stream area after confluence = 9.450(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 18.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 48.810(Ft.)
Downstream point/station elevation = 46.150(Ft.)
Pipe length = 264.22(Ft~.) ~ Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 17.108(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 17.108(CFS)
Normal flow depth in pipe = 15.56(In.)
Flow top width inside pipe = 22.92(In.)
Critical Depth = 17.89(In.)
Pipe flow velocity = 7.94(Ft/s)
Travel time through pipe = 0.55 min.
Time of concentration (TC) = 16.05 min.
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
, Along Main Stream number: 1 in normal stream number 2
Stream flow area = 9.450(AC.)
Runoff from this stream = 17.108(CFS)
' Time of concentration = 16.05 min.
Rainfall intensity = 2.665(In/Hr)
Summary of stream data:
~ Stream Flow rate TC ~ Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1
2
Largest
' 4P =
~ QP =
12.160 15.49
17.108 16.05~
stream flow has longer time of
17.106 + sum of
Qb Ia/Ib
12.160 * 0.981 = 11.927
29.035
2.737
2.685
concentration
' Total of 2 streams to confluence:
Flow rates before confluence point:
12.160 17.108
I~ Area of streams before confluence:
7.270 9.450
Results of confluence:
Total flow rate = 29.035(CFS)
,' Time of concentration = 16.049 min.
Effective stream area after confluence = 16.720(Ac.)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 19.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
, Initial area flow distance = 755.340(Ft.)
Top (of initial area) elevation = 62.000(Ft.)
Bottom (of initial area) elevation = 52.020(Ft.)
Difference in elevation = 9.980(Ft.)
' Slope = 0.01321 s(percent)= 1.32
TC = k(0.496)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 16.708 min.
~ Rainfall intensity = 2.626(In/Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
~Z
Runoff Coefficient = 0.782
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 3) = 74.80
Pervious area fraction = 0.900; Impervious
Initial subarea runoff = 9.464(CFS)
Total initial stream area = 4.620(Ac
Pervious area fraction = 0.900
fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 16.000
****;PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 49.020(Ft.)
Downstream point/station elevation = 46.150(Ft.)
Pipe length =. 28.70(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 9.464(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 9.484(CFS)
Normal~flow depth in pipe = 8.44(In.)
Flow top width inside pipe = 10.97(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.08(Ft/s) .
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 16.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.620(AC.)
Runoff from this stream = 9.484(CFS)
Time of concentration = 16.74 min.
Rainfall intensity = 2.624(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.160 15.49 2.737
2 9.484 16.74 2.624
Largest stream flow has longer or shorter time of concentration
Qp~= 12.160 + sum of
Qa Tb/Ta
9.484 * 0.926 = 8.779
QP = 20.939
Total of 2 streams to confluence:
Flow rates before confluence point:
12.160 9.484
Area of streams before confluence:
~ 7.270 4.620
Results of confluence:
Total flow rate = 20.939(CFS)
Time of concentration = 15.494 min.
Effective stream area after confluence = 11.890(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 22.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) *"**
5~
Upstream point/station elevation = 46
Downstream point/station elevation =
Pipe length = 265.01(Ft.) Manning's
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter = 24
Calculated individual ~pipe flow~ = 20
Normal flow depth in pipe = 17.65(In.)
Flow top width inside pipe = 21.17(In.
Critical Depth = 19.67(In.) ~
Pipe flow velocity = ~ 8.45(Ft/s)
Travel time through pipe = 0.52 min.
.150(Ft.)
43.290(Ft.)
N = 0.013
20.939(CFS)
.00(In.)
.939(CFS)
Time of concentration (TC) = 16.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 22.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.890(Ac.)
Runoff from this stream = 20.939(CFS)
Time of concentration = 16.02 min.
Rainfall intensity = 2.686(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station - 21.000 to Point/Station 22.000
**** INITIAL AREA EVALUATION **** -
Initial area flow distance = 471.600(Ft.)
Top (of initial area) elevation = 52.670(Ft.)
Bottom (of initial area) .elevation = 46.270(Ft.)
Difference in elevation = ~ 6.400(Ft.)
Slope = 0.01357 s(percent)= 1.36
TC = k(0.300)*[(Yength"3)/(elevation change~)]"0.2
Initial area time of concentration = 8.318 min.
Rainfall intensity = 3.854(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
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 inclex for soil(AMC 3) = 74.60
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 5.560(CFS?
Total initial stream area = 1.620(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
**** CONFLUENCE OF MINOR STREAMS *'**
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.620(Ac.)
Runoff £rom this stream = 5.560(CFS)
Time of concentration = 8.32 min.
Rainfall intensity = 3.854(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) ~ (In/Hr)
1 20.939 16.02 2.688
2 5.560 8.32 3.854 ~~
Largest stream flow has longer time of concentration
Qp = 20.939 + sum of ,
Qb Ia/Ib
5.560 * 0.697 = 3.878
4P = 24.817 .
Total of 2 streams to con£luence:
Flow rates before confluence point:
20.939 5.560
Area of streams before confluence:
11.890 1.620
Results of confluence:
Total flow rate = 24.817(CFS)'
Time of concentration = 16.017 min.
Effective stream area after confluence = 13.510(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
**** PZPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 43~.290(Ft.)
Downstream point/station elevation = 42.640(Ft.)
Pipe length = 160.32(Ft.) Manning'S N= 0.013
No. of pipes = 1 Required pipe flow = 24.817(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 24.817(CFS)
Normal flow depth in pipe = 23.34(In.)
Flow top width inside pipe = 24.93(In.)
Critical Depth = 20.37(In.)
Pipe flow velocity = 6.05(Ft/s)
Travel time through pipe = 0.44 min.
Time of concentration (TC) = 16.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS ~***
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 13.510(AC.)
Runoff from this stream = 24.817(CFS)
Time of concentration = 16.46 min.
Rainfall intensity = 2.648(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station 23.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 527.160(Ft.) .
Top (of initial area) elevation = 58.930(Ft.)
aottom (of initial area) elevation = 47.000(Ft.)
Difference in elevation = 11.930(Ft.j
Slope = 0.02263 s(percent)= 2.26
TC = k(0.300)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 7.852 min.
Rainfall intensity = 3.978(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.0~0
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.100; Impervious £raction = 0.900
Initial subarea runoff = 12.901(CFS)
Total initial stream area = 3~.640(Ac.) . l„(
Pervious area fraction = 0.100 ~~IJ
~
' .+++++.~++.++++++++++++++++++++++.+.+~~....+.++..+++++++~~+.+.++,+++..
Process from Point/Station 24.000 to Point/Station 23.000
**** CONFLUENCE OF MINOR STREAMS '*•*
~ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.640(AC.)
Runoff from this stream = 12.901(CFS)
'~ Time of concentration = 7.85 min.
Rainfall intensity = 3.976(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 24.817 16.46 2.648
2 12.901 7.85 3.978
, Largest stream flow has longer time of concentration
~ Qp = 24.817 + sum of
Qb Ia/Ib
12.901 * 0.666 = 6.567
Qp = 33.404 ~
Total of 2 streams to confluence:
Flow rates before confluence point:
24.817 12.901
Area of streams before confluence:
13.510 3.640
Results of confluence: ~
Total flow rate = 33.404(CFS)
Time of concentration = 16.458 min.
Effective stream area after confluence = 17.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 25.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 42.640(Ft.)
Downstream point/station elevation = 42.570(Ft.)
Pipe length = 17.50(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 33.404(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 33.404(CFS)
Normal flow depth in pipe = 27.00(In.)
Flow top width inside pipe = 25.46(Zn.)
Critical Depth = 23.07(In.)
Pipe flow velocity = 6.42(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 16.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 25.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 17.150(AC.)
Runoff from this stream = 33.404(CFS)
Time of concentration = 16.50 min.
Rain£all intensity = 2.644(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station 25.000 ~
**** INITIAL AREA EVALUATZON '***
i~
~ Initial area flow distance = 745.410(Ft.)
Top (of initial area) elevation = 47.950(Ft.)
Bottom (of initial area) elevation = 46.370(Ft.)
Difference in elevation = 1.580(Ft.)
,~ Slope = 0.00212 s(percent)= 0.21
TC = k(0.496)•[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 23.965 min.
Rainfall intensity = 2.154(In/Hr) for a 100.0 year storm
~ USER INPUT of soil data for subarea
Runoff Coefficient = 0.770
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 3). _-76.40
, Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 9.352(CFS)
Total initial stream area = 5.640(Ac.)
, Pervious area fraction = 0.900
r .~~~+++.+++++++++++++++.++~~~~.+.+.++++++.~~.~~~~+.+.+~+~.~~~.......+.
Process from Point/Station 26.000 to Point/Station 25.000
r **** CONFLUENCE OF MINOR STREAMS ****
I~ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.640(AC.)
II ~ Runoff from this stream = 9.352(CFS)
Time of concentration = 23.96 min.
Rainfall intensity = 2.154(In/Hr)
Summary of stream data:
~' ~. Stream Flow rate TC Rainfall Intensity
• No. (CFS) (min) (In/Hr)
'~ 1 , 33.404 16.50 2.644
~2 9.352 ~ 23.96 2.154
Largest stream flow has longer or shorter time of concentration
1 Qp = 33.404 + sum of
Qa Tb/Ta
9.352 * 0.689 = 6.440
4P = 39.844
~ Total of 2 streams to confluence:
Flow rates before confluence point:
33.404 9.352
Area of streams before confluence:
' 17.150 5.640
Results of confluence:
Total flow rate = 39.844(CES)
; Time of concentration = 16.503 min.
Effective stream area after confluence = 22.790(Ac.)
~ ++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++
Process from Point/Station 25.000 to Point/Station 27.000
**** PIPEFLOW TRAVEL TIME (Program estim ated size) ****
' Upstream point/station elevation = 42 .570(Ft.)
Downstream point/station elevation = 33.000(Ft.)
Pipe length = 702.00(Ft.) Manning's N= 0.013
, No. of pipes = 1 Required pipe flow = 39.844(CFS)
Nearest computed pipe diameter 30 .00(In.)
Calculated individual pipe flow = 39 .844(CFS)
Normal flow depth in pipe = 20.91(In.)
~ Flow top width inside pipe = 27.58(In. )
~1
~
Critical Depth = 25.50(Zn.) ~
~ Pipe flow velocity = 10.91(Ft/s)
Travel time through pipe = 1.07 min.
Time of concentration (TC) = 17.58 min.
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 25.000 to Point/Station 27.000
**** CONFLUENCE OF MAIN STREAMS'*•**
~. The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 22.790(Ac.)
Runoff from this stream = 39.844(CFS)
Time of concentration = 17.58 min. ,
Rainfall intensity = 2-554(In/Hr)
~ Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 30.000 to Point/Station 31.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance =- 730.000(Ft.)
,~ Top (of initial area) elevation = 60.000(Ft.)
Bottom (of initial area) elevation = 51.250(Ft.)
Difference in elevation = 8.750(Ft.)
Slope = 0.01199 s(percent)= 1.20
~ TC = k(0.422)*[(length"3)/(elevat.ion change)]~0.2
Initial area time of concentration = 14.301 min.
Rainfall intensity = 2.861(In/Hr) tor a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.827 ~
Decimal fraction soil group A= 0.000
' Decimal fraction soil group B= 1.000 '
Decimal fraction soil group C= 0.000
I~ Decimal fraction soil group D= 0.000
RI index for soil(AMC 3) 74.60
Pervious area fraction = 0.600; Zmpervious fraction = 0.400
~ Initial subarea runoff = ~ 14.497(CFS)
Total initial stream area = 6.130(AC.)
Pervious area fraction = 0.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 47.060(Ft.)
Downstream point/station elevation = 45.760(Ft.)
Pipe length = 325.42(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 14.497(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 14.497(CFS)
Normal flow depth in pipe = 19.97(In.)
Flow top width inside pipe = 17.94(In.)
Critical Depth = 16.46(In.)
Pipe flow velocity = 5.19(Ft/s)
Travel time through pipe = 1.05 min.
Time of concentration (TC) = 15.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1 ~
Stream flow area = 6.130(AC.)
~ Runoff from this stream = 14.497(CFS)
~ Time of concentration = 15.35 min.
Rainfall intensity = 2-752(In/Hr)
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
**** INITIAL AREA EVALUATION ****
'~ Initial area flow distance = 268.500(Ft.)
Top (of initial area) elevation = 51.260(Ft.)
Bottom (of initial~area) elevation = 49.510(Ft.)
Difference in elevation = 1.750(Ft.)
Slope = 0.00652 s(percent)= 0.65
TC =~,k(0.300)*[(length~3)/(elevation change)]"0.2
Initial area time of concentration = 7.689 min.
~ Rainfall intensity = 4.024(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A= 0.000
~ Decimal f,ract•ion soil group B=•1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
~ RI index for soil(AMC 3) = 74.60
~ Pervious area fraction = 0.100; Zmpervious fraction = 0.900
Initial subarea runoff = 1.972(CFS)
Total initial stream area = 0.550(AC.)
Pervious area fraction = 0.100
~ +++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 32.000
*••* PIPEFLOW TRAVEL TIME (Program estimated size) ****
~~ Upstream point/station elevation = 46.740(Ft.)
Downstream point/station elevation = 45.760(Ft.)
, Pipe length = 97.49(Ft.) Manning=s N= 0.013
No. of pipes = 1 Required pipe flow 1.972(CFS)
Nearest computed pipe diameter = 12.00(In.)
' Calculated individual pipe flow = 1.972(CFS)
Normal flow depth in pipe = 6.36(In.1
Flow top width inside pipe = 11.98(In.)
Critical Depth = 7.19(In.)
~ Pipe flow velocity = 4.66(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) = 8.04 min.
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~
Process from Point/Station 34.000 to Point/Station 32.000
**** CONFLUENCE OF MINOR STREAMS ****
~~ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.550(AC.)
Runoff from this stream = 1.972(CFS)
~ Time of concentration = 8.04 min.
Rainfall intensity = 3.927(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
~ ' 1 14.497 15.35 Z.~Sz
2 1.972 8.04 3.927
Largest stream flow has longer time of concentration
~ Qp = 14.497 + sum of ~
Qb Za/Ib
1.972 * 0.701 = 1.382 -
Qp = 15.879 ~
Total of 2 streams to confluence:
Flow rates before confluence point:
14.497 1.972 "
Area of streams before confluence:
6.130 0.550
Results of confluence: -
Total flow rate = 15.879(CFS)
Time of concentration = 15.347 min.
Effective stream area a£ter confluence = 6.660(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 45.760(Ft.)
Downstream point/station elevation = 43.940(Ft.)
Pipe length = 455.84(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 15.879(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 15.879(CFS)
Normal flow depth in pipe = 18.47(In.)
Flow top width inside pipe = 25.10(In.)
Critical Depth = 16.69(In.)
Pipe flow velocity = 5.48(Ft/s)
Travel time through pipe = 1.39 min.
Time of concentration (TC) = 16.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 6.660(AC.)
Runoff from this stream = 15.879(CFS)
Time of concentration = 16~.73 min.
Rainfall intensity = 2.624(In/Hr)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** INITIAL AREA EVALUATION ***•
1~ initial area flow distance = 571.620(Ft.)
Top (of initial area) elevation = 51.650(Ft.)
Bottom (of initial area) elevation = 47.410(Ft.)
Difference in elevation = 4.240(Ft.)
~ Slope = 0.00~42 s(percent)= 0.74
TC = k(0.300)*[(length"3)/(elevation change)1~0.2
Initial area time of concentration = 10.137 min.
Rainfall intensity = 3.457(In/Hr) for a 100.0 year storm
~ COMMERCIAL subarea type
Runoff Coefficient = 0.890
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 3) = 74.80
, Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 9.4ll(CFS)
Total initial stream area = 3.060(AC.)
Pervious area fraction = 0.100
1~
~
+++++++++++++.++++++.+.+++++++++++,+..+++++++++++++++++++++.+.+++.++.+
Process from Point/Station 37.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) '***
Upstream point/station elevation = 44.450(Ft.)
Downstream point/station elevation = 43.940(Ft.)
Pipe length = 33.25(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 9.411(CFS)
Nearest computed pipe diameter = 18.00(Zn.)
Calculated individual pipe flow = 9.411(CFS)
Normal flow depth in pipe = 11.34(In.)
Flow top width inside pipe = 17.38(In.)
Critical Depth = 14.22(In.)
Pipe~flow velocity = 6.02(Ft/s)
Trave.l time through pipe = 0.07 min.
Time of concentration (TC) = 10.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 35.000
****.CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.060(AC.)
Runoff from this stream = 9.411(CFS)
Time of concentration = 10.21 min.
Rainfall intensity = 3.444(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
~ ~ No. . (CFS) (min) (In/Hr)
1 15.879
2 9.411
Largest stream fl
Qp = 15.879 +
Qb
9.411 *
Qp = 23.049
16.73 2.624
10.21 3.444
~w has longer time of concentration
sum of
Ia/Ib
0.762 = 7.170
Total of 2 streams to confluence:
Flow rates before confluence point:
15.879 ~9.411
Area of streams before confluence:
6.680 3.060
Results of confluence:
Total flow rate = 23.049(CFS)
Time of concentration = 16.733 min.
Effective stream area after confluence = 9.740(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/st'ation elevation = 43.940(Ft.)
Downstream point/station elevation = 42.780(Ft.)
Pipe length = 101.43(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 23.049(CFS)
Nearest computed pipe diameter = 29.00(In.)
Calculated individual pipe flow = 23.049(CFS)
Normal flow depth in pipe = 18.73(In.)
Flow top width inside pipe = 19.87(In.)
Critical Depth = 20.49(In.)
Pipe flow velocity = 8.77(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 16.93 min.
~~
I~
1 ++++.+~~++..~..~.+++++++.++++.+++++++~+~+.~~++.+.+++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 39.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
~ Upstream point/station elevation = 42.780(Ft.)
Downstream point/station elevation = 41.670(Ft.)
Pipe length = 96.25(Ft.) ~ Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 23.049(CFS)
~, Nearest computed pipe diameter = 2~1.00(In.)
Calculated individual pipe flow = 23.049(CFS)
Normal flow depth in pipe = 18.66(Zn.)
~ Flow top width inside pipe = 19.97(In.)
Critical Depth = 20.49(In.)
~ Pipe flow velocity = 8.80(Ft/s)
~ Travel time through pipe = 0.18 min.
Time of concentration (TC) = 17.11 min.
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 39.000
**** CONFLUENCE OF MZNOR STREAMS **'*
~ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 9.740(AC.)
Runoff from this stream = 23.049(CFS)
Time of concentration = 17.11 min.
I:~ Rainfall intensity = 2.592(In/Hr)
+++++++++++++++++++++++++++++++++++++++-r++++++++++++++++++++++++++++++
Process from Point/Station ~ 41.000 to Point/Station 39.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 697.000(Ft.)
~ Top (of initial area) elevation = 49.470(Ft.)
Bottom (of initial area) elevation = 45.590(Ft.)
Difference in elevation = 3.880(Ft.)
i Slope = 0.00557 s(percent)= 0.56
TC = k(0.300)*[(length"3)/(elevation change)]~0.2
Initial area time of concentration = 11.622 min.
Rainfall intensity = 3.206(in/Hr) for a 100.0 year storm
, COMMERCIAL subarea type
Runoff Coefficient = 0.889
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 3) 74.80
Pervious area fraction = 0.100; Impervious fraction = 0.900
, Znitial subarea runoff = 4.959(CFS)
Total initial stream area = 1.740(AC.)
Pervious area fraction = 0.100
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 41.000 to Point/Station 39.000
**** CONFLUENCE OF MINOR STREAMS ****
t Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.740(AC.)
~ Runoff from this stream = 4.959(CFS)
Time of concentration = 11.62 min.
Rainfall intensity = 3.206(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Zntensity
~~
~
No. (CFS) (min) (In/Hr)
' "
1 23.049 17.1~ 2.592
2 4.959 11.62 3.206
Largest stream flow has longer time of concentration
~ Qp = 23.049 + sum of
Qb Ia/Ib
4.959 * 0.808 = 4.009
r 4P = 27.056
Total of 2 streams~to confluence:
Flow rates before confluence point:
23.049 4.959
Area~of streams before confluence:
9.740 1.7~}0
Results of confluence:
Total flow rate = 27.056(CFS)
Time of concentration = 17.108 min.
Effective stream area after confluence = 11.480(AC.)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
~ "•*• PIPEFLOW TRAVEL TIME (PrOgrdm eStimated 6ize) ****
Upstream point/station elevation = 41.670(Ft.)
Downstream point/station elevation = 41.400(Ft.)
, Pipe length = 23.88(Ft.) Manning=s N= 0.013
No. of pipes = 1 Required pipe flow 27.056(CFS)
Nearest computed pipe diameter = 27.00(In.)
~ Calculated individual pipe flow = 27.058(CFS)
~ Normal flow depth in pipe = 18.63(In.)
~Flow top width inside pipe = 24.97(In.)
~ Critical Depth = 21.75(In.)
Pipe flow velocity = 9.25(Ft/s)
~ Travel time through pipe = 0.04 min.
Time of concentration (TC) = 17.15 min.
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
**** CONFLUENCE OF MINOR STREAMS ****
, Along,Main Stream number: 2 in normal stream number 1
Stream flow area = 11.480(AC.)
Runoff £rom this stream = 27.058(CFS)
~~ Time of concentration = 17.15 min.
Rainfall intensity = 2.589(In/Hr)
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 43.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 251.720(Ft.)
Top (of initial aYea) elevation = 48.280(Ft.)
Bottom (of initial area) elevation = 47.100(Ft.)
Difference in elevation = 1.180(Ft.)
~ Slope = 0.00469 s(percent)= 0.47
TC = k(0.300)*[(length"3)/(elevation change)J~0.2
~ Initial area time of concentration = 6.004 min.
~ Rainfall intensity = 3.937(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
~~ Decimal fraction soil group C= 0.000
lP~
r
Decimal fraction soil group D= 0.000 -
' RI index for soil(AMC 3) = 74.60
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 4.173(CFS)
Total initial stream area = 1.190(AC.)
~ Pervious area fraction~~~= 0.100'~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station ~ 43.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 44.430(Ft.)
Downstream point/station elevation = 41.400(Ft.)
Pipe length = 106.,47(Ft.) Manning's N= 0.013 ,
- No. of pipes = 1 Required pipe flow = 4.173(CFS)
' Nearest computed pipe diameter =- 12.00(In.)
Calculated individual pipe flow 4.173(CFS)
Normal flow depth in pipe = 7.36(In.)
, Flow top width inside pipe = 11.69(In.)
~ Critical Depth = 10.34(In.)
Pipe flow velocity = 6.27(Ft/s)
. Travel time through pipe = 0.21 min.
Time of concentration (TC) _, 8.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station_ 43.000 to Point/Station 40.000
**** CONFLUENCE OF MINOR STREAMS **** .
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.190(AC.)
Runoff from this stream = 4.173(CFS)
Time of concentration = 8.22 min.
Rainfall intensity = 3.880(In/Hr) ' ~
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 27.058 17.15 2.589
2 4.173 8.22 3.880
Largest stream flow has longer time of concentration
Qp = 27.058 + sum of
Qb ia/Ib
4.173 * 0.667 = 2.784
Qp = 29.843
Total of 2 streams to confluence:
Flow rates before confluence point:
27.058 4.173
Area of streams before confluence:
11.480 1.190
Results of confluence:.
Total flow rate = 29.843(CFS)
Time of concentration = 17.151 min.
Effective stream area after confluence = 12.670(AC.)
+++++++~F#4+++++i+++++++++++++++++++++~F+i~+++++i+++i-+++++-F+++ii++++t+~++
Process from Point/Station 40.000 to Point/Station 44.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 41.400(Ft.)
Downstream point/station elevation = 40.390(Ft.)
Pipe length = 253.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 29.843(CFS)
~
I~ ~ Nearest computed pipe diameter = 33.00(In.)
, Calculated individual pipe flow = 29.843(CFS)
Normal flow depth in pipe = 24.33(In.)
Flow~top width inside pipe = 29.05(In.)
Critical Depth = 21.79(In.)
~ Pipe flow velocity = 6.36(Ft/s)
Travel time through pipe = 0.66 min.
Time of concentration (TC) = 17.81 min.
' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 44.000
**** CONFLUENCE OF MINOR STREAMS *•**
~„ Along,Main Stream number: 2 in normal stream number 1
- Stream flow area = 12.670(Ac.)
Runoff from this stream = 29.843(CFS)
, Time of concentration = 17.81 min.
Rainfall intensity = 2.535(In/Hr)
~
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 46.000
**** INITIAL AREA EVALUATION ****
~ Initial area flow distance = 286.070(Ft.)
Top (of initial area) elevation = 48.350(Ft.)
Bottom (of initial area) elevation = 46.760(Ft.)
~ Difference in elevation = 1.590(Ft.)
Slope = 0.00556 s(percent)= 0.56
TC = k(0.300)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 8.142 min.
~ Rainfall intensity = 3.900(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
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 3) = 74.80
~ Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 3.473(CFS)
~ Total initial stream area = 1.000(AC.)
~ Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 46.000 to Point/Station 44.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) **'*
Upstream point/station elevation = 44.780(Ft.)
' Downstream point/station elevation = 40.390(Ft.)
Pipe length = 64.64(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 3.473(CFS)
Nearest computed pipe diameter = 9.00(In.)
~ Calculated individual pipe flow = 3.473(CFS)
Normal flow depth',in pipe = 6.12(In.J
Flow top width inside pipe = 8.40(In.)
Critical depth could not be calculated.
~ Pipe flow velocity = 10.85(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 8.24 min.
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 46.000 to Point/Station 44.000
~ **** CONFLUENCE OF MINOR STREAMS ****
~~
Along Main Stream number: 2 in normal stream numUer 2'
Stream flow area = 1.000(AC.)
Runoff from this stream = 3.473(CFS)
Time of concentration = 8.24 min.
Rainfall intensity = 3.874(In/Hr)
Summary of stream data: "
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) ~ ~ (In/Hr)
1 29.643
2 3.473
Largest stream fl
Qp = 29.843 +
- Qb
3.473 *
Qp = 32.116
17.81 2.535
8.24 , 3.874
~w has longer time of concentration
sum of
Ia/Ib
0.654 = 2.273
Total of 2 streams to confluence:
Flow rates before confluence point:
29.843 3.473
Area of streams before confluence:
12.670 1.000 ~
Results of confluence:
Total flow rate = 32.116(CFS)
Time of concentration = 1~7.814 min.
Effective stream area after confluence - 13.670(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 40.390(Ft.) ~
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 145.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 32.116(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 32.116(CFS)
Normal flow depth in pipe = 18.28(In.)
Flow top width inside pipe = 20.45(In.)
Critical Depth = 22.70(In.)
Pipe flow velocity = 12.50(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 18.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 47.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 13.670(Ac.)
Runoff from this stream = . 32.116(CFS)
Time of concentration = 18.01 min.
Rainfall intensity = 2.520(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 48.000 to Point/Station 49.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 963.700(Ft.)
Top (of initial area) elevation = 52.470(Ft.)
Bottom (of initial area) elevation = 47.050(Ft.)
Difference in elevation = 5.420(Ft.)
Slope = 0.00562 s(percent)= 0.56
~
TC = k(0.300)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 13.203 min.
for a 100.0 year storm
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 9.930(CFS)
Total initial stream area = 3.740(AC.)
Pervious area £raction = 0.100
Rainfall intensity = 2.989(In/Hr)
CONA7ERCIAL subarea type.
Runoff Coefficient = 0.888
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 3) = 74.80
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 49.000 to Point/Station 50.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upst~'eam,point/station ~elevation = 47.050(Ft.)
Downstream point/station elevation = 43.330(Ft.)
Pipe length = 197.35(Ft.) Manning's N= 0.013
No. of pipes = i Required pipe flow = 9.930(CFS)
Nearest computed pipe diameter = 19.00(in.)
Calculated individual pipe flow = 9.930(CFS)
Normal flow depth in pipe = 10.97(In.)
Flow top width inside pipe = 17.56(In.)
Critical Depth = 14.58(In.)
Pipe flow velocity = 8.80(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 13.58 min.
++++++++++++,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
CONA7ERCIAL subarea type
Runoff Coefficient = 0.686
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 3) = 74.80
Pervious area fraction = 0.100; Impervioue
Time~of concentration = 13.58 min.
Rainfall intensity = 2.944(In/Hr) for
Subarea runoff = 2.144(CFS) for
Total runoff = 12.074(CFS) Total
fraction = 0.900
a 100.0 year storm
0.820(AC.)
area = 4.560(AC.)
t ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 51.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
,
,
'
l~
Upstream point/station elevation = 43.3301N't.)
Downstream point/station elevation = 43.240(Ft.)
Pipe length = 22.43(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 12.074(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 12.074(CFS)
Normal flow depth in pipe = 16.68(In.)
Flow top width inside pipe = 21.93(In.)
Critical Depth = 14.98(In.)
Pipe flow velocity = 5.11(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 13.65 min.
~ 1
j~
~ ~++++~~~~~.+.~~~~.++++~~++.+++~~,.+.+~~+.~~~.++~~~~++++~~~..++++.~.~~~
Process from Point/Station 51.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) **'*
Opstream point/station elevation = 43.240(Ft.)
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 181.66(Ft.) Manning's N= 0.013
No. of pipes = 1 Required~pipe flow = 12.074(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 12.074(CFS)
Normal flow depth in pipe =.10.27(In.)
Flow top width inside pipe = 17.82(In.)
Critical Depth = 15.81(Zn.) ,
Pipe flow velocity = 11.61(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 13.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 51.000 to Point/Station 47.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.560(AC.)
Runoff from this stream = 12.074(CFS)
Time of concentration = 13.91 min.
Rainfall intensity = 2.905(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ~ 53.000 to Point/Station 47.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 374.490(Ft.)
Top (of initial area) elevation = 47.720(Ft.)
Bottom (of initial area) elevation = 43.460(Ft.)
Difference in elevation = 4.260(Ft.)
Slope = 0.01138 s(percent)= 1.14
TC = k(0.300)*[(length°3)/(elevation change)]~0.2
Initial area time of concentration = 7.858 min.
Rainfall intensity =' 3.977(In/Hr) for a 100.0 year storm
COhID7ERCIAL subarea type
Runoff Coefficient = 0.691
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000 ,
Decimal £raction soil group D= 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 4.003(CFS)
Total initial stream area = 1.130(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 47.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 38.260(Ft.)
Downstream point/station elevation = 37.000(Ft.)
Pipe length = 62.83(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 4.003(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.003(CFS)
Normal flow depth in pipe = 8.07(In.)
Flow top width inside pipe = 11.26(Zn.)
~
Critical Depth = 10.17(In.)
Pipe flow velocity = 7.13(Ft/s)
Travel time through pipe = 0.15 min.
Time~~of concentration (TC) = 8.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 47.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 3 ~
Stream flow area = 1.130(AC.)
Runoff from this stream = 4.003(CFS)
Time~of concentration = 8.00 min.
Rain~all intensity = 3.936(In/Hr)
Summary of stream data: ~
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 ' 32.116 18.01 2.520
2 ~ 12.074 13.91 2.905
3 4.003 8.00 3.936
Largest stream flow has longer time of concentration
Qp = 32.116 + sum of
Qb Ia/Ib
12.074 * 0.868 = 10.476
Qb Ia/Ib
4.003 * 0.640 = 2.563
Qp =, 45.155
Total of 3 streams to confluence:
Flow rates before confluence point:
32.116 12.074 4.003
Area of streams before confluence: .,
13.670 4.560 1.130
Results of conEluence:
~TOtal flow rate = 45.155(CFS)
Time of concentration = 16.007 min.
Effective stream area after confluence = 19.360(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47.000 to Point/Station 27.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 37.000(Ft.)
Downstream point/station elevation = 33.000(Ft.)
Pip'e length = 379.50(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 45.155(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe £low = 45.155(CFS)
Normal flow depth in pipe = 22.97(In.)
Flow top width inside pipe = 30.36(In.)
Critical Depth = 26.74(In.)
Pipe flow velocity = 10.22(Ft/s)
Travel time through pipe = 0.62 min.
Time of concentration (TC) = 18.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47.000 to Point/Station 27.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed: /~~e
In Main Stream number: 2 ~
Stream flow area = 19.360(AC.)
Runoff from this stream = 45.155(CFS)
Time of concentration = 16.63 min.
Rainfall intensity = 2.474(In/Hr)
Program is now starting with Main Stream No
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 56.000 to Point/Station 57.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 577.750(Ft.)
Top (of initial area) elevation = 47.480(Ft.)
Bottom (of initial area) eleva,tion = 38.140(Ft.)
Difference in elevation = 9.340(Ft.)
Slope = 0.01617 s(percent)= 1.62
TC = k(0.300)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 8.712 min.
Rainfall intensity = 3.757(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.890
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 3) = 74.80
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = ~ 7.260(CFS)
Total initial stream area = 2.170(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station ~ 57.000 to Point/Station 27.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 35.140(Ft.)
Downstream point/station elevation = 33.000(Ft.)
Pipe length = 106.60(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 7.260(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.260(CFS)
Normal flow depth in pipe = 10.09(In.)
Flow top width inside pipe = 14.08(In.)
Critical Depth = 12.90(Zn.)
Pipe flow velocity = 8.27(Ft/s)
Travel time through pipe = 0.21 min.
Time o£ concentration .(TC) = 8.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 27.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.170(AC.)
Runoff from this stream = 7.260(CFS)
Time of concentration = 8.93 min.
Rainfall intensity = 3.707(In/Hr)
Summary of stream data:
Stream Flow rate TC R3infa1l Intensity
No. (CFS) (min) (In/Hr)
1 39.844 17. 58 2.554
2 45.155 18. 63 2.474 ~p
3 7.260 8. 93 3.707
, Largest stream flow has longer time of concentration
' Qp = 45.155 + sum of
Qb Ia/Ib
39.844 * 0.969 = 38.592
Qb Ia/Ib
, 7.260 * 0.667 = 4.844
QP = 88.591
Total of 3 main streams to confluence:
, Flow rates before confluence point:
39.844 45.155 7.260
Area of streams before confluence:
22.790 19.360 2.170
,
~
~
~J
~
'
,
y
Results of-confluence:
Total flow rate = 88.591(CFS)
Time of concentration = 18.626 min.
Effective stream area after confluence = 44.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process £rom Point/Station 27.000 to Point/Station 60.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 32.000(Ft.)
Downstream point/station elevation = 31.000(Ft.)
Pipe length = 196.10(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 88.591(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 88.591(CFS)
Normal flow depth in pipe = 38.06(In.)
Flow top width,inside pipe = 32.50(In.)
~Critical Depth = 34.77(In.) .
Pipe flow velocity = 8.90(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 18.99 min.
End of computations, total study area = 46.50 (AC.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.497
Area averaged RI index number = 56.4
~ ~~
~2
xiverside County Rational Hydrology Program
CIVIliCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2
Rational Hydrology Study Date_ 12/13/02 File:3863100YRB1P.out
---------------------------- --------------
TEMECULA HIGH SCHOOL NO. 3
TEMECULA UNIFIED SCHOOL DISTRICT
TEMECULA, C71
B1 AREA - DEVELOPED CONDITION - Q100YR
+~+****** HydrOlOgy Study COntT01 InfOrmatiori *********'
English (in-lb) Units used in input data file
The Cornerstone Group, Riverside, California - S/N 850
-------------------------------------'----------------------
Rational Method.Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 ;hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
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)
I, 100 year storm 60 minute intensity = 1.300(In/Hr)
. Storm event year = 100.0
Calculated rainfall intensity data:
j, 1 hour intensity = 1.300(In/Hr)
~ ~ Slope of intensity duration curve = 0.5500
' , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 71.000
' **** INITIAL AREA EVALUATION ****
~ Initial area flow distance = 595.000(Ft.)
. Top (of initial area) elevation = 57.000(Ft.)
~ Bottom (of initial area) elevation = 49.68o(Ft.)
~ Difference in elevation = 7.320(Ft.)
Slope = 0:01230 s(percent)= 1.23
TC = k(0.496)*[(length~3)/(elevation change)1"0.2
~ Initial area time of concentration = 15.405 min.
., Rainfall intensity = 2.746(In/Hr) for a 100.0 year storm
USER INPUT o£ soil data for subarea
Runoff Coefficient = 0.'794
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 3) = 76.40
Pervious area fraction = 0.900; Impervious fraction = 0.100
Initial subarea runoff = 4.755(CFS)
Total initial stream area = 2.180(AC.)
, Pervious area fraction = 0.900
End of computations, total study area = 2.18 (AC.)
The following figures may
be used for a unit hydrograph study o£ the same area.
~ Area averaged pervious area fraction(Ap) = 0.900
~~
~ Area averaged RI index number = 58.0
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