HomeMy WebLinkAboutHydrologyEngineering -Architecture -Land Development
400 S. Ramona Ave Suite 202, Corona, CA 91719
Tel (909) 279.4041 Fax (909) 279-2930
HYDROLOGY AND HYDRAULIC REPORT
FOR
TR 28810
TEMECULA CA.
Sam Akbarpour y 5r 9
R
J��..&C/0"'O"RC
TABLE OF CONTENTS
Introduction
Vicinity Map
10 -year Hydrology Study
100 -year Hydrology Study
Hydraulic Calculation for Storm Drain
Hydrology Map
Introduction
The purpose of this Hydrology/Hydraulic Study is to determine final
100 -year storm runoff quantities and design the storm drain to carry
the 100 -year flow. For tr. 28810 in the City of Temecula. The on site
storm drain will convey and discharge the runoff in a safe and
nondestructive manner into proposed 60" R.C.P. storm drain and
existing storm drain inlet at the rear of project.
EXISTING SITE
Existing site recently has been cleared and is bound by existing apartment complex at
west and proposed single family at ease side,
PROPOSED SITE
It is proposed to construct 78 single-family residence in this site, A portion of site will
drain to an existing inlet at the rear of this site and remainder will drain in to proposed
60" R.C.P. storm drain in Margarita Street.
3
I4 4
TABLE OF CONTENTS
Introduction
Vicinity Map
100 -year Hydrology Study
Hydraulic Calculation for Storm Drain
Hydrology Map
0
10 -year and 100 -year
Hydrology Study
5
-Air
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 08/13/99
Tr. 22810
TR. 28810 10 YEAR
----------------------------------------------------------
********* Hydrology Study Control Information **********
SaKe Engineers Inc.
Rational Method Hydrology Program based on
Riverside County Flood Control 6 Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Corona ] area used.
10 year storm 10 minute intensity = 2.220 (in./hr.)
10 year storm 60 minute intensity = 0.940 (in./hr.)
100 year storm 10 minute intensity = 3.430 (in./hr.)
100 year storm 60 minute intensity = 1.450 (in./hi.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.940 (in./hr.)
Slope of intensity duration curve = 0.4800
G
. - tX
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 210.000(Ft.)
Top (of initial area) elevation = 1131.300(Ft.)
Bottom (of initial area) elevation = 1128.300(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01429 s(percent)= 1.43
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.744 min.
Rainfall intensity = 2.512(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.836(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1128.300(Ft.)
End of street segment elevation = 1127.600(Ft.)
Length of street segment = 180.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.940(CFS)
Depth of flow = 0.284(Ft.), Average velocity = 1.255(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.889(Ft.)
Flow velocity = 1.25(Ft/s)
Travel time = 2.39 min. TC = 10.13 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.824
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.207(In/Hr) for a 10.0 year storm
Subarea runoff = 0.182(CFS) for 0.100(Ac.)
Total runoff = 1.017(CFS) Total area = 0.500(Ac.)
Street flow at end of street = 1.017(CFS)
Half street flow at end of street = 1.017(CFS)
Depth of flow = 0.290(Ft.), Average velocity = 1.276(Ft/s)
Flow width (from curb towards crown)= 8.188(Ft.)
40
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.500(Ac.)
Runoff from this stream = 1.017(CFS)
Time of concentration = 10.13 min.
Rainfall intensity = 2.207(In/Hr)
to
_1�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 1130.500(Ft.)
Bottom (of initial area) elevation = 1127.600(Ft.)
Difference in elevation = 2.900(Ft.)
Slope = 0.01933 s(percent)= 1.93
TC = k(0.390)*[(lengthA3)/(elevation change) ]A0.2
Initial area time of concentration = 6.371 min.
Rainfall intensity = 2.758(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.837
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.669(CFS)
Total initial stream area = 0.290(Ac.)
Pervious area fraction = 0.500
`o
"
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.290(Ac.)
Runoff from this stream = 0.669(CFS)
Time of concentration = 6.37 min.
Rainfall intensity = 2.758(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.017 10.13 2.207
2 0.669 6.37 2.758
Largest stream flow has longer time of concentration
QP = 1.017 + sum of
Qb Ia/Ib
0.669 * 0.800 = 0.536
QP = 1.553
Total of 2 streams to confluence:
Flow rates before confluence point:
1.017 0.669
Area of streams before confluence:
0.500 0.290
Results of confluence:
Total flow rate = 1.553(CFS)
Time of concentration = 10.135 min.
Effective stream area after confluence = 0.790(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.790(Ac.)
Runoff from this stream = 1.553(CFS)
Time of concentration = 10.13 min.
Rainfall intensity = 2.207(In/Hr)
Program is now starting with Main Stream No. 2
\07,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 255.000(Ft.)
Top (of initial area) elevation = 1131.600(Ft.)
Bottom (of initial area) elevation = 1127.800(Ft.)
Difference in elevation = 3.800(Ft.)
Slope = 0.01490 s(percent)= 1.49
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.299 min.
Rainfall intensity = 2.429(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.830
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.310(CFS)
Total initial stream area = 0.650(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.800(Ft.)
End of street segment elevation = 1127.500(Ft.)
Length of street segment = 255.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.683(CFS)
Depth of flow = 0.387(Ft.), Average velocity = 0.923(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.500(Ft.)
Flow velocity = 0.92(Ft/s)
Travel time = 4.61 min. TC = 12.91 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.965(In/Hr) for a 10.0 year storm
Subarea runoff = 0.594(CFS) for 0.370(Ac.)
Total runoff = 1.904(CFS) Total area = 1.020(Ac.
Street flow at end of street = 1.904(CFS)
Half street flow at end of street = 1.904(CFS)
Depth of flow = 0.399(Ft.), Average velocity = 0.969(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 12.500(Ft.)
\N
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.020(Ac.)
Runoff .from this stream = 1.904(CFS)
Time of concentration = 12.91 min.
Rainfall intensity = 1.965(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 1130.200(Ft.)
Bottom (of initial area) elevation = 1127.500(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.01543 s(percent)= 1.54
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.089 min.
Rainfall intensity = 2.620(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.834
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.093(CFS)
Total initial stream area = 0.500(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 1.093(CFS)
Time of concentration = 7.09 min.
Rainfall intensity = 2.620(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.904 12.91 1.965
2 1.093 7.09 2.620
Largest stream flow has longer time of concentration
Qp = 1.904 + sum of
Qb Ia/Ib
1.093 * 0.750 = 0.820
Qp = 2.724
Total of 2 streams to confluence:
Flow rates before confluence point:
1.904 1.093
Area of streams before confluence:
1.020 0.500
Results of confluence:
Total flow rate = 2.724(CFS)
Time of concentration = 12.906 min.
Effective stream area after confluence = 1.520(Ac.)
\1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.520(Ac.)
Runoff from this stream = 2.724(CFS)
Time of concentration = 12.91 min.
Rainfall intensity = 1.965(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 1.553 10.13
2 2.724 12.91
Largest stream flow has longer time
Qp = 2.724 + sum of
Qb Ia/Ib
1.553 * 0.890 = 1.
Qp = 4.107
Rainfall Intensity
(In/Hr)
2.207
1.965
of concentration
383
Total of 2 main streams to confluence:
Flow rates before confluence point:
1.553 2.724
Area of streams before confluence:
0.790 1.520
Results of confluence:
Total flow rate = 4.107(CFS)
Time of concentration = 12.906 min.
Effective stream area after confluence =
2.310 (Ac.)
is
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 109.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1127.50(Ft.)
Downstream point/station elevation = 1097.00(Ft.)
Pipe length = 145.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.107(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.107(CFS)
Normal flow depth in pipe = 4.72(In.)
Flow top width inside pipe = 8.99(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.51(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 13.04 min.
\C\
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 1130.200(Ft.)
Bottom (of initial area) elevation = 1124.600(Ft.)
Difference in elevation = 5.600(Ft.)
Slope = 0.02154 s(percent)= 2.15
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.770 min.
Rainfall intensity = 2.508(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.938(CFS)
Total initial stream area = 0.450(Ac.)
Pervious area fraction = 0.500
T
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1124.600(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 250.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000 (Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.418(CFS)
Depth of flow = 0.260(Ft.), Average velocity = 2.487(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.660(Ft.)
Flow velocity = 2.49(Ft/s)
Travel time = 1.68 min. TC = 9.45 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.826
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.283(In/Hr) for a 10.0 year storm
Subarea runoff = 0.868(CFS) for 0.460(Ac.)
Total runoff = 1.806(CFS) Total area = 0.910(Ac.
Street flow at end of street = 1.806(CFS)
Half street flow at end of street = 1.806(CFS)
Depth of flow = 0.277(Ft.), Average velocity = 2.613(Ft/s)
Flow width (from curb towards crown)= 7.514(Ft.)
2\
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.910(Ac.)
Runoff from this stream = 1.806(CFS)
Time of concentration = 9.45 min.
Rainfall intensity = 2.283(In/Hr)
2v
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 120.000(Ft.)
Top (of initial area) elevation = 1123.300(Ft.)
Bottom (of initial area) elevation = 1120.200(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.02583 s(percent)= 2.58
TC = k(0.390)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.499 min.
Rainfall intensity = 2.960(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.841
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.547(CFS)
Total initial stream area = 0.220(Ac.)
Pervious area fraction = 0.500
a
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.547(CFS)
Time of concentration = 5.50 min.
Rainfall intensity = 2.960(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.806 9.45 2.283
2 0.547 5.50 2.960
Largest stream flow has longer time of concentration
Qp = 1.806 + sum of
Qb Ia/Ib
0.547 * 0.771 = 0.422
Qp = 2.228
Total of 2 streams to confluence:
Flow rates before confluence point:
1.806 0.547
Area of streams before confluence:
0.910 0.220
Results of confluence:
Total flow rate = 2.228(CFS)
Time of concentration = 9.445 min.
Effective stream area after confluence = 1.130(Ac.)
ma
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 275.000(Ft.)
Top (of initial area) elevation = 1131.300(Ft.)
Bottom.(of initial area) elevation = 1127.100(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.01527 s(percent)= 1.53
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.512 min.
Rainfall intensity = 2.400(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.935(CFS)
Total initial stream area = 0.470(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 205.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.100(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 380.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.413(CFS)
Depth of flow = 0.259(Ft.), Average velocity = 2.516(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.594(Ft.)
Flow velocity = 2.52(Ft/s)
Travel time = 2.52 min. TC = 11.03 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.821
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.119(In/Hr) for a 10.0 year storm
Subarea runoff = 0.836(CFS) for 0.480(Ac.)
Total runoff = 1.771(CFS) Total area = 0.950(Ac.)
Street flow at end of street = 1.771(CFS)
Half street flow at end of street = 1.771(CFS)
Depth of flow = 0.274(Ft.), Average velocity = 2.634(Ft/s)
Flow width (from curb towards crown)= 7.386(Ft.)
M
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.950(Ac.)
Runoff from this stream = 1.771(CFS)
Time of concentration = 11.03 min.
Rainfall intensity = 2.119(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.806 9.45 2.283
2 1.771 11.03 2.119
Largest stream flow has longer or shorter time of concentration
Qp = 1.806 + sum of
Qa Tb/Ta
1.771 * 0.856 = 1.517
Qp = 3.323
Total of 2 streams to confluence:
Flow rates before confluence point:
1.806 1.771
Area of streams before confluence:
0.910 0.950
Results of confluence:
Total flow rate = 3.323(CFS)
Time of concentration = 9.445 min.
Effective stream area after confluence = 1.860(Ac.)
21
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 270.000(Ft.)
Top (of initial area) elevation = 1130.500(Ft.)
Bottom (of initial area) elevation = 1124.660(Ft.)
Difference in elevation = 5.840(Ft.)
Slope = 0.02163 s(percent)= 2.16
TC = k(0.390)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.881 min.
Rainfall intensity = 2.490(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.831
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.076(CFS)
Total initial stream area = 0.520(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1124.660(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 245.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.584(CFS)
Depth of flow = 0.266(Ft.), Average velocity = 2.577(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.985(Ft.)
Flow velocity = 2.58(Ft/s)
Travel time = 1.58 min. TC = 9.47 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.826
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.281(In/Hr) for a 10.0 year storm
Subarea runoff = 0.923(CFS) for 0.490(Ac.)
Total runoff = 2.000(CFS) Total area = 1.010(Ac.
Street flow at end of street = 2.000(CFS)
Half street flow at end of street = 2.000(CFS)
Depth of flow = 0.283(Ft.), Average velocity = 2.705(Ft/s)
Flow width (from curb towards crown)= 7.826(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 1
Runoff from this stream =
Time of concentration =
Rainfall intensity =
1 in normal stream number
.010(Ac.)
2.000(CFS)
9.47 min.
2.281(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 295.000(Ft.)
Top (of initial area) elevation = 1131.700(Ft.)
Bottom (of initial area) elevation = 1127.000(Ft.)
Difference in elevation = 4.700(Ft.)
Slope = 0.01593 s(percent)= 1.59
TC = k(0.390)*[(length^3)/(elevation change) ]^0.2
Initial area time of concentration = 8.680 min.
Rainfall intensity = 2.378(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.828
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.182(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.500
3`
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.000(Ft.)
End of street segment elevation = 1122.250(Ft.)
Length of street segment = 225.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.763(CFS)
Depth of flow = 0.269(Ft.), Average velocity = 2.794(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.102(Ft.)
Flow velocity = 2.79(Ft/s)
Travel time = 1.34 min. TC = 10.02 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.824
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.219(In/Hr) for a 10.0 year storm
Subarea runoff = 1.079(CFS) for 0.590(Ac.)
Total runoff = 2.261(CFS) Total area = 1.190(Ac.)
Street flow at end of street = 2.261(CFS)
Half street flow at end of street = 2.261(CFS)
Depth of flow = 0.287(Ft.), Average velocity = 2.944(Ft/s)
Flow width (from curb towards crown)= 8.008(Ft.)
3v
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1122.250(Ft.)
End of street segment elevation = 1119.150(Ft.)
Length of street segment = 63.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.299(CFS)
Depth of flow = 0.258(Ft.), Average velocity = 4.133(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.554(Ft.)
Flow velocity = 4.13(Ft/s)
Travel time = 0.25 min. TC = 10.28 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.823
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.193(In/Hr) for a 10.0 year storm
Subarea runoff = 0.072(CFS) for 0.040(Ac.)
Total runoff = 2.333(CFS) Total area = 1.230(Ac.
Street flow at end of street = 2.333(CFS)
Half street flow at end of street = 2.333(CFS)
Depth of flow = 0.259(Ft.), Average velocity = 4.145(Ft/s)
Flow width (from curb towards crown)= 6.605(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 501.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 110.000(Ft.)
Top (of initial area) elevation = 1120.000(Ft.)
Bottom (of initial area) elevation = 1118.900(Ft.)
Difference in elevation = 1.100(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.421 min.
Rainfall intensity = 2.748(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.837
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.437(CFS)
Total initial stream area = 0.190(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 6.82 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
a
100 -year Hydrology study
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 05/11/99
------------------------------------------------------------------------
Tr. 28810
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
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 Callorco ] 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 dhr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 210.000(Ft.)
Top (of initial area) elevation = 1131.300(Ft.)
Bottom (of initial area) elevation = 1128.300(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01429 s(percent)= 1.43
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.744 min.
Rainfall intensity = 4.009(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.855
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.370(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.500
3�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1128.300(Ft.)
End of street segment elevation = 1127.600(Ft.)
Length of street segment = 180.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.542(CFS)
Depth of flow = 0.324(Ft.), Average velocity = 1.400(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.871(Ft.)
Flow velocity = 1.40(Ft/s)
Travel time = 2.14 min. TC = 9.89 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.505(In/Hr) for a 100.0 year storm
Subarea runoff = 0.298(CFS) for 0.100(Ac.)
Total runoff = 1.668(CFS) Total area = 0.500(Ac.)
Street flow at end of street = 1.668(CFS)
Half street flow at end of street = 1.668(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 1.426(Ft/s)
Flow width (from curb towards crown)= 10.214(Ft.)
IS ,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 0
Runoff from this stream =
Time of concentration =
Rainfall intensity =
1 in normal stream number 1
.500(Ac.)
1.668(CFS)
9.89 min.
3.505(In/Hr)
712
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 1130.500(Ft.)
Bottom (of initial area) elevation = 1127.600(Ft.)
Difference in elevation = 2.900(Ft.)
Slope = 0.01933 s(percent)= 1.93
TC = k(0.390)*[(length^3)/(elevation change) ]^0.2
Initial area time of concentration = 6.371 min.
Rainfall intensity = 4.463(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.859
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.111(CFS)
Total initial stream area = 0.290(Ac.)
Pervious area fraction = 0.500
,re
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 102.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.290(Ac.)
Runoff from this stream = 1.111(CFS)
Time of concentration = 6.37 min.
Rainfall intensity = 4.463(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.668 9.89 3.505
2 1.111 6.37 4.463
Largest stream flow has longer time of concentration
Qp = 1.668 + sum of
Qb Ia/Ib
1.111 * 0.785 = 0.873
Qp = 2..541
Total of 2 streams to confluence:
Flow rates before confluence point:
1.668 1.111
Area of streams before confluence:
0.500 0.290
Results of confluence:
Total flow rate = 2.541(CFS)
Time of concentration = 9.887 min.
Effective stream area after confluence = 0.790(Ac.)
K\
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.790(Ac.)
Runoff from this stream = 2.541(CFS)
Time of concentration = 9.89 min.
Rainfall intensity = 3.505(In/Hr)
Program is now starting with Main Stream No. 2
kv
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 255.000(Ft.)
Top (of initial area) elevation = 1131.600(Ft.)
Bottom (of initial area) elevation = 1127.800(Ft.)
Difference in elevation = 3.800(Ft.)
Slope = 0.01490 s(percent)= 1.49
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.299 min.
Rainfall intensity = 3.859(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.853
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.140(CFS)
Total initial stream area = 0.650(Ac.)
Pervious area fraction = 0.500
N
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.800(Ft.)
End of street segment elevation = 1127.500(Ft.)
Length of street segment = 255.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break fv/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.749(CFS)
Depth of flow = 0.438(Ft.), Average velocity = 1.121(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.500(Ft.)
Flow velocity = 1.12(Ft/s)
Travel time = 3.79 min. TC = 12.09 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.137(In/Hr) for a 100.0 year storm
Subarea runoff = 0.979(CFS) for 0.370(Ac.)
Total runoff = 3.119(CFS) Total area = 1.020(Ac.)
Street flow at end of street = 3.119(CFS)
Half street flow at end of street = 3.119(CFS)
Depth of flow = 0.453(Ft.), Average velocity = 1.178(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 12.500(Ft.)
IN
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 105.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 1
Runoff from this stream =
Time of concentration =
Rainfall intensity =
2 in normal stream number 1
.020(Ac.)
3.119(CFS)
12.09 min.
3.137(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 1130.200(Ft.)
Bottom (of initial area) elevation = 1127.500(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.01543 s(percent)= 1.54
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.089 min.
Rainfall intensity = 4.208(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.857
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.802(CFS)
Total initial stream area = 0.500(Ac.)
Pervious area fraction = 0.500
B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 1.802(CFS)
Time of concentration = 7.09 min.
Rainfall intensity = 4.208(In/Hr)
Summary of stream data:
Stream
Flow rate
TC
Rainfall Intensity
No.
(CFS)
(min)
(In/Hr)
1
3.119
12.09
3.137
2
1.802
7.09
4.208
Largest
stream flow
has longer
time of concentration
QP =
3.119 +
sum of
Qb
Ia/Ib
1.802 *
0.746 =
1.344
Qp =
4.463
Total of 2 streams to confluence:
Flow rates before confluence point:
3.119 1.802
Area of streams before confluence:
1.020 0.500
Results of confluence:
Total flow rate = 4.463(CFS)
Time of concentration = 12.091 min.
Effective stream area after confluence = 1.520(Ac.)
K\
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 105.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.520(Ac.)
Runoff from this stream = 4.463(CFS)
Time of concentration = 12.09 min.
Rainfall intensity = 3.137(In/Hr)
Summary of stream data:
Stream
Flow rate
TC
Rainfall Intensity
No.
(CFS)
(min)
(In/Hr)
1
2.541
9.89
3.505
2
4.463
12.09
3.137
Largest
stream flow
has longer
time of concentration
Qp =
4.463 +
sum of
Qb
Ia/Ib
2.541 *
0.895 =
2.275
Qp =
6.737
Total of 2 main streams to confluence:
Flow rates before confluence point:
2.541 4.463
Area of streams before confluence:
0.790 1.520
Results of confluence:
Total flow rate = 6.737(CFS)
Time of concentration = 12.091 min.
Effective stream area after confluence = 2.310(Ac.)
M3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 109.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1127.50(Ft.)
Downstream point/station elevation = 1097.00(Ft.)
Pipe length = 145.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.737(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 6.737(CFS)
Normal flow depth in pipe = 6.60(In.)
Flow top width inside pipe = 7.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.40(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 12.22 min.
IN,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 1130.200(Ft.)
Bottom (of initial area) elevation = 1124.600(Ft.)
Difference in elevation = 5.600(Ft.)
Slope = 0.02154 s(percent)= 2.15
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.770 min.
Rainfall intensity = 4.001(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.855
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.539(CFS)
Total initial stream area = 0.450(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1124.600(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 250.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.325(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 2.758(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.464(Ft.)
Flow velocity = 2.76(Ft/s)
Travel time = 1.51 min. TC = 9.28 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.629(In/Hr) for a 100.0 year storm
Subarea runoff = 1.420(CFS) for 0.460(Ac.)
Total runoff = 2.958(CFS) Total area = 0.910(Ac.
Street flow at end of street = 2.958(CFS)
Half street flow at end of street = 2.958(CFS)
Depth of flow = 0.315(Ft.), Average velocity = 2.910(Ft/s)
Flow width (from curb towards crown)= 9.434(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.910(Ac.)
Runoff from this stream = 2.958(CFS)
Time of concentration = 9.28 min.
Rainfall intensity = 3.629(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 120.000(Ft.)
Top (of initial area) elevation = 1123.300(Ft.)
Bottom (of initial area) elevation = 1120.200(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.02583 s(percent)= 2.58
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.499 min.
Rainfall intensity = 4.839(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.862
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.917(CFS)
Total initial stream area = 0.220(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.917(CFS)
Time of concentration = 5.50 min.
Rainfall intensity = 4.839(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.958 9.28 3.629
2 0.917 5.50 4.839
Largest stream flow has longer time of concentration
Qp = 2.958 + sum of
Qb Ia/Ib
0.917 * 0.750 = 0.688
Qp = 3.646
Total of 2 streams to confluence:
Flow rates before confluence point:
2.958 0.917
Area of streams before confluence:
0.910 0.220
Results of confluence:
Total flow rate = 3.646(CFS)
Time of concentration = 9.280 min.
Effective stream area after confluence = 1.130(Ac.)
J�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 275.000(Ft.)
Top (of initial area) elevation = 1131.300(Ft.)
Bottom (of initial area) elevation = 1127.100(Ft.)
Difference in elevation = 4.200(Ft.)
Slope = 0.01527 s(percent)= 1.53
TC = k(0.390)*[(length^3)/(elevation change) ]^0.2
Initial area time of concentration = 8.512 min.
Rainfall intensity = 3.806(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.852
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.525(CFS)
Total initial stream area = 0.470(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 205.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.100(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 380.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.303(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 2.786(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.367(Ft.)
Flow velocity = 2.79(Ft/s)
Travel time = 2.27 min. TC = 10.78 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.341(In/Hr) for a 100.0 year storm
Subarea runoff = 1.358(CFS) for 0.480(Ac.)
Total runoff = 2.883(CFS) Total area = 0.950(Ac.
Street flow at end of street = 2.883(CFS)
Half street flow at end of street = 2.883(CFS)
Depth of flow = 0.312(Ft.), Average velocity = 2.928(Ft/s)
Flow width (from curb towards crown)= 9.261(Ft.)
5�7
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream
Stream flow area = 0.950(Ac.)
Runoff from this stream = 2.883(CFS)
Time of concentration = 10.78 min.
Rainfall intensity = 3.341(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.958 9.28 3.629
2 2.883 10.78 3.341
Largest stream flow has longer or shorter time of concentration
Qp = 2.958 + sum of
Qa Tb/Ta
2.883 * 0.861 = 2.481
Qp = 5.439
Total of 2 streams to confluence:
Flow rates before confluence point:
2.958 2.883
Area of streams before confluence:
0.910 0.950
Results of confluence:
Total flow rate = 5.439(CFS)
Time of concentration = 9.280 min.
Effective stream area after confluence = 1.860(Ac.)
61,\
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 270.000(Ft.)
Top (of initial area) elevation = 1130.500(Ft.)
Bottom (of initial area) elevation = 1124.660(Ft.)
Difference in elevation = 5.640(Ft.)
Slope = 0.02163 s(percent)= 2.16
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.881 min.
Rainfall intensity = 3.970(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.854
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) = 74.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.764(CFS)
Total initial stream area = 0.520(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1124.660(Ft.)
End of street segment elevation = 1120.200(Ft.)
Length of street segment = 245.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.594(CFS)
Depth of flow = 0.303(Ft.), Average velocity = 2.863(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.829(Ft.)
Flow velocity = 2.86(Ft/s)
Travel time = 1.43 min. TC = 9.31 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.623(In/Hr) for a 100.0 year storm
Subarea runoff = 1.510(CFS) for 0.490(Ac.)
Total runoff = 3.273(CFS) Total area = 1.010(Ac.)
Street flow at end of street = 3.273(CFS)
Half street flow at end of street = 3.273(CFS)
Depth of flow = 0.322(Ft.), Average velocity = 3.017(Ft/s)
Flow width (from curb towards crown)= 9.790(Ft.)
J�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.010(Ac.)
Runoff from this stream = 3.273(CFS)
Time of concentration = 9.31 min.
Rainfall intensity = 3.623(In/Hr)
9
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 295.000(Ft.)
Top (of initial area) elevation = 1131.700(Ft.)
Bottom (of initial area) elevation = 1127.000(Ft.)
Difference in elevation = 4.700(Ft.)
Slope = 0.01593 s(percent)= 1.59
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.680 min.
Rainfall intensity = 3.765(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.852
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.925(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1127.000(Ft.)
End of street segment elevation = 1122.250(Ft.)
Length of street segment = 225.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.871(CFS)
Depth of flow = 0.305(Ft.), Average velocity = 3.102(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.938(Ft.)
Flow velocity = 3.10(Ft/s)
Travel time = 1.21 min. TC = 9.89 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
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) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.504(In/Hr) for a 100.0 year storm
Subarea runoff = 1.755(CFS) for 0.590(Ac.)
Total runoff = 3.680(CFS) Total area = 1.190(Ac.
Street flow at end of street = 3.680(CFS)
Half street flow at end of street = 3.680(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 3.280(Ft/s)
Flow width (from curb towards crown)= 9.975(Ft.)
N
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1122.250(Ft.)
End of street segment elevation = 1119.150(Ft.)
Length of street segment = 63.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 12.500(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 4.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.741(CFS)
Depth of flow = 0.293(Ft.), Average velocity = 4.573(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.315(Ft.)
Flow velocity = 4.57(Ft/s)
Travel time = 0.23 min. TC = 10.12 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.848
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 = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.460(In/Hr) for a 100.0 year storm
Subarea runoff = 0.117(CFS) for 0.040(Ac.)
Total runoff = 3.797(CFS) Total area = 1.230(Ac.
Street flow at end of street = 3.797(CFS)
Half street flow at end of street = 3.797(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 4.588(Ft/s)
Flow width (from curb towards crown)= 8.372(Ft.)
0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 501.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 110.000(Ft.)
Top (of initial area) elevation = 1120.000(Ft.)
Bottom (of initial area) elevation = 1118.900(Ft.)
Difference in elevation = 1.100(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.390)*[(length^3)/(elevation change) ]^0.2
Initial area time of concentration = 6.421 min.
Rainfall intensity = 4.444(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.859
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 = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.725(CFS)
Total initial stream area = 0.190(Ac.)
Pervious area fraction = 0.500
End of computations, total study area = 6.82 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
912
Hydraulic Calculation
For
Storm Drain
JOB_
SAKE ENGINEERS, INC. SHEET NO.
-
400 S. Ramona Ave. Ste. 202
CORONA, CA 91719 CALCULATED
TEL (909) 279.4041
FAX (909) 279.2830 CHECKED BY.
OF_
DATE
DATE
Given:
C. B. a Z
CURB OPENING (SUMP)
(a) Discharge /00 = .3.6'7 CFS. 3, 6 N X /. 50 = S• u 8 CfT
(b) Curb Type "A-2 "D"- 4" Rolled, 6" Rolled. G 1,C 4� F?�G7of2—
(c) Curb Type D= 6" Curb, 8" Curb.
Solution:
0.31 4().219 = 0.60
H (depth at opening) = 0.6 0 inches.
h (height of opening) = 0 63 inches.
H/h=0.6a/o.63
From Chart:
Q/ft. of opening = /•'�/8 CFS.
L required = j 8 / /-#9 = 3 • % ft.
USE L = ft.
r
(�1
C. B. A
CURB OPENING (SUMP)
Given:
(a) Discharge /00 CFS. s4WXI % $• 1 � CF -7—
(b) Curb Type "A-2 "D"- 4" Rolled, 6" Rolled.
(c) Curb Type D --0 Curb, 8" Curb.
Solution: o. 32 ( o.2r, = o.6I
H (depth at opening) = 0-61 inches.
h (height of opening) = 0-65 inches.
H/h =17.6(10 63 = 0.97
From Chart:
Q/ft. of opening = 1-5 CFS.
L required = 9-/6 / /- 5 = - . Z14 ft.
USE L = 5 ft.
iOI
Given:
C. B. b
CURB OPENING (SUMP)
(a) Discharge Ila = Ll-, 4� 6 CFS. = 41. t 6 ri, 5 = g61/ C F'
/J J
(b) Curb Type "A-2 "D"- 4" Rolled, 6" Rolled. e{� Fi7cto2-
(c) Curb Type D=9C urb, 8" Curb.
Solution:
H (depth at opening) = 0 • 'W inches.
h (height of opening) = 0.6 3 inches.
H/h =�-L1 0.63 = 1-1-7—.
From Chart:
Q/ft. of opening = /I 1 I CFS.
L required = 6--69 / I. 1 = 3 .5z ft.
USE L = - 4- ft.
104540.2'q = 0.7�1
M
Given:
C.B.# 5
CURB OPENING (SUMP)
(a) Discharge >OD = 2 Sof CFS. �� = Z • 54X/• 5 = 3 $ I CPT--
(b)
PT(b) Curb Type "A-2 "D"- 4" Rolled, 6" Rolled. LIDt�Z,�4 RCNC—
(c) Curb Type D— 6" Curb, 8" Curb.
Solution:
H (depth at opening) = 19-6 2 inches.
h (height of opening) _ 0,63 inches.
H/h =0.62 /a.63 = O.98
From Chart:
Q/ft. of opening = 1'55 CFS.
L required = 31 1 /ISS = 2-- ft.
USE L = _4 ft.
1°
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