HomeMy WebLinkAboutTract 14293 Hydrology Study {
HYDROLOGY STUDY
TRACT NO 14293
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CITY OF FONTANA ��� r
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co�NTS.
Prepared for:
The Stratham Group
4675 Mae Arthur Court, Second Floor
Newport Beach, CA 92660
Prepared by:
Bonadiman Engineers, Inc.
680 S. Waterman /P.O. Box 5932
San Bernardino, California 92408/92412 -5932 -
(909) 885 -3800
oung, '.E. , Date
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February 1997
JN965023.031,57 142933.T
15 February 1997
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TABLE OF CONTENTS
I
Vicinity Map 1
Discussion 2
Drainage Map 4
On -Site and Off -Site Map
Table 1 (Summary of Q10 & 4 100 ) 6
1
Hydrologic Soils Group Map / g
10 Year - 1 Hour Precipitation Map (Isohyetals) 9
100 Year - 1 Hour Precipitation Map (Isohyetals) 1
APPENDIX
10 Year Rational Study (Undeveloped) A
100 Year Rational Study (Undeveloped) A
10 Year Rational Study (Developed) B
100 Year Rational Study (Developed) B
100 Year Unit Hydrograph Analysis (Developed) C
1 Flood Hydrograph Routing (Developed) D
Hydraulic Calculations E
JN965023
FN= 142931.T
L131,5/DSK4
15 February 1997
ii
1
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I
BOHADIMAN ENGINEERS, INC 909 888 4826 P.01
BONADIMAN ENGINEERS, INC.
CIVIL ENGINEERING CONSULTANTS
PHONE (909) 885 -3800
FAX (909) 888 -4826
TO: Felipe DATE: 30 October 1997
PROJECT: _ Tr 14293
FAX PHONE NO.: 350 -6618 JOB NO: 965923
OFFICE NO.: NO. OF PAGES: 5
(Including cover sheet)
FROM: Lonny Young
MSG: liege is the copies being requested. Please call
if you have 41Y questions.
TRANSMITTING OPERATOR: AVC
PLEASE CALL AND CONFIRM FAX RECEIVED
BONADIMAN ENGINEERS, INC 909 888 4826 P.02
, --- , , , - _
TRACT N O.
14293
DRAINAGE MAP
OFF-SITE
SITE
WALNUT AVENUE
I I
I I
I A =10.0 ACRES !
I L =650' I
I i0 I
I I
I I
I
I I
! A = 18.0 ACRES
I
! 0 I
I
I
?I I
I
g
W
l
m i A 34.9 ACRES I
I Iii?
1
I LEGEND:
I I
�
0 NODE NUMBER
M« i - DRAINAGE
j BOUNDARY
,�
L, . . BASEL IN ,LAVoU_,__w..._,_,
BONADIMAN ENGINEERS, INC 909 888 4826 P.03
TRACT NO. 142
DRAINAGE MAP
OFF -SITE (DEVELOPED)
WALNUT AVENUE
� I
I �
I I
USER DEFINED
A = 17.5 ACRES
= 47.18 CFS
I I
� I
I I
U,1 I
4 I
I I
I i
SEE ON --SITE DRAINAGE MAP
_1 '
2
W
t I
Y
8.
t i I�
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LEGEND:
I 1
NODE NUMBER
DRAINAGE
BOUNDARY
BASELINE AVENUE
BONADIMAN ENGINEERS, INC 909 888 4826 P.04
STREET HYDRAULIC CALCULATION TRACT 14293
BEARTREE STREET -- STATION 13*00.00
STREET HALFWIDTH (NORTHSIDE) Q25
**** * * * * * * * * ** ** * * * * * * * * * * ** ** ** * *+ **** * * * * * * * * * * * *** * * * * * ** ** *** ** * **
* * * * ** CHANNEL FLOW CALCULATIONS * * * * **
***************$-*********************** ** ** * * * * * ** * ** * *** * * * * * * ** * * ***
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope . .009800 (Ft. /Ft.) = .9800 t
Given Flow Rate = 55.20 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft./Ft.) = .0098
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 18.00
Distance From Crown to Crossfall Grade Break (Ft_) = 16.50
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) = 12.00
Slope from curb to property line (Ft. /Ft.) = .020
Depth of flow = .702 (Ft.)
Average Velocity = 5.85 (Ft. /Sec.)
Channel flow top width = 19.77 (Ft.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is - 1.773 (Ft_)
NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) . 18.00
Flow Velocity(Ft. /Sec.) = 5.85 Depth *Velocity r 4.11
Flow rate of street channel (CFS) = 55.21
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 29.17
Subchannel Critical Flow Velocity(Ft./SeC.) = 3.935
Subchannel Critical Flow Area(Sq. Ft.) = 14.03
Froude Number Calculated = 1.000
Subchannel Critical Depth = .890
+++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ ++ + + ++ + + + + + + + + + + + + + + ++
BONRDIMAN ENGINEERS, INC 909 888 4826 P.05 1
* * * * ** * * * * * * * ** * *m* * *** CHANNEL CROSS - SECTION PLOT * * * *T* ** * * ** * ** * * * * * * * **
Depth of flow = .70 Feet ,= "W"
STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .89 Feet , = "c"
X (Feet) Y(Feet) Y- ,Axis - - >0. .2 .5 .7 .9
.00 .91 X
1.00 .89 X
2.00 .87 Xc
3.00 .85 X c
4.00 .83 X c
5.00 .81 X c
6.00 .79 X c
7.00 .77 X c
8.00 .75 X C
9.00 .73 X c
10.00 .71 X c
11.00 .69 X c
12.00 .67 XW c
13.00 .02 X W c
14,00 .04 X W c
15.00 .06 X W c
16.00 .08 X W c
17.00 .10 X W c
18.00 .12 X W c
19.00 .14 X W C
20.00 .16 X W c
21.00 .18 X W c
22.00 .20 X W C
23.00 ,22 X W c
24.00 .24 X W c
25.00 .26 X W c
26.00 .28 X W c
27,00 .30 X W c
28.00 .32 X W c
29.00 .34 X W C
30.00 .36 X W c
++++++++++++++++++++++++++++++++++++++++++++ + + ++ + + ++ + + + + + + + + + + + + + + + + + + + + + ++
FN *142939.T L131,5 DSlt 12
15 February 1997 JN965O23
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DISCUSSION
PURPOSE:
The purpose of this study is to determine storm water runoff
quantities and to recommended drainage improvements for the
development of Tract 14293.
The development is a 36.6 acre site which lies in the City of
Fontana. The site is bounded by Baseline on the South,
Hemlock Avenue on the West, Beech Avenue on the east and
vacant property on the north.
CRITERIA:
The San Bernardino County Hydrology Manual (SBCHM), dated
August 1986, established the criteria used to develop the
storm water quantities.
The SBCHM Rational Hydrology Methodology was used to determine
both the 10 -year and 100 -year flood events.
DISCUSSION
The site consists of gently sloping ground approximately 1.5%
from northeast to southwest. The terrain is uniform in grade.
The site has been disked on a semi annual basis for weed
abatement.
Upstream tributary drainage area is bounded by Walnut on the
north, Beech on the east and Hemlock on the west.
Approximately 17.5 acres of undeveloped property is adjacent
to the north property line. The drainage area was included in
the rational study at the current zoning. (Reference the site
map showing adjoining drainage area.)
PAGE 2 OF 10
ww
First the rational study was accomplished. Second a Unit
Hydrograph analysis was developed. Third a basin routing
study was developed to calculate the basin funcuality
including inflow versus outflow.
The following criteria was used for the rational method
am development. Soil group A: Low runoff potential (well drained
soils). The SCS curve number for soil type and landuse is 32.
Following is a table of data which identifies isohyetal data
used in the hydrology analysis.
RETURN DURATION INTENSITY
PERIOD
(yrs) (hrs) (in)
�• 2 6 1.80
2 24 3.50
10 1 1.00
100 1 1.52
100 6 3.85
-- 100 24 9.10
CONCLUSION
The proposed drainage improvements, for Tract 14293 will
convey storm water runoff from a 100 -year storm event. Storm
water will be passed through the project to the south. A
detention basin is proposed at the southerly side (downstream
end) of the property. This will provide for the developed
peak flow to be released at 900 of the undeveloped storm water
— runoff rate for 100 - year storm event.
rr
AN
FN= 142932.T
L131,5 JN965023
15 February 1997
rin
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TABLE 1
TRACT 14293
UNDEVELOPED
RETURN INTENSITY AMC Q Q(90 %)
I: YEAR YEAR
2 2 I 7.6 CFS ( 6.8)
10 5 II 37.2 CFS (33.5)
10 10 II X52.3 CFS (47.1)
25 10 II 52.3 CFS (47.1)
25 25 II 72.3 CFS (65.1)
r 100 25 II - 72.3 CFS (65.1)
100 100 II ,102.6 CFS (92.3)
L (FN= 3UN.RSB)
DEVELOPED
(
it
RETURN INTENSITY AMC Q
ii YEAR YEAR
2 2 1 65.0 CFS
II 2 2 III 66.1 CFS
10 10 II 79.9 CFS
10 10 III 81.8 CFS
25 25 II 89.5 CFS
25 25 III 91.2 CFS
100 100 II 112.9 CFS
100 100 III 128.6 CFS
:3 (FN= 100HYD.RSB) /7- -,)
/ PAGE 6 OF 10
C
UNIT HYDROGRAPH
L:
RETURN AMC PEAK
YEAR Q
2 III 43.3 CFS
10 III
25 III
1: 100 III 144.6 CFS
(FN= 293UHY.HCU)
ROUTING STUDY
RETURN Q OUT MAX Q OUT
YEAR DETENTION BASIN DETENTION BASIN
2 6.9 CFS 6.9
10 33.5 CFS 11.6
25 47.1 CFS 11.6
100 65.1 CFS 11.6
(FN= 293RTE.HYD) HYDRAULIC CALCULATION
PIPE DIAMETER S=0.5 %
BASIN 24 "DIA. 18" DIA. 15"DIA. 5 DIA. BASIN
DEPTH Q OUT (CFS) Q OUT (CFS) (CFS) STORAGE
(FEET) & WEIR (AC -FT)
ii 1' 16.6 6.9 5.6 .230
2' 20.2 6.9 6.1 1.322
3' 22.1 10.5 6.5 4.413
4' 23.5 11.2 6.9 6.960
4.75' 24.4 11.6 7.2 9.380
FN= 142934.T
L131,5 JN965023
15 February 1997
PAGE 7 OF 10
_____
E
App: ENpAX,
RATIONAL ST DY
;;
1 N965023.(131,5] 14293A.T
5 February 1997
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.1
Rational Hydrology Study Date: 1/23/97
Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
Existing Condition (Undeveloped) 10 year AMC II 10 year rain data
City of Fontana, County of San Bernardino
10 Year Event FN= 3UN10.10 L =131,5
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
hydrology study storm event year is
y gy y 10.0
Rational h
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall p = 1.000(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.000 to Point /Station 4.000
* * ** INITIAL AREA EVALUATION * * **
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Initial subarea data:
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1407.000(Ft.)
Bottom (of initial area) elevation = 1400.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.01077 s( %)= 1.08
TC = k(0.706) *[(length"3) /(elevation change)] .2
Initial area time of concentration = 23.310 min.
Rainfall intensity = 1.763(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.487
Subarea runoff = 8.586(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 4.000 to Point /Station 5.000
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
1: SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Time of concentration = 23.31 min.
rational method)(Q =KCIA) is C = 0.487
Subarea runoff = 13.737(CFS) for 16.000(Ac.)
Total runoff = 22.323(CFS) Total area = 26.00(Ac.)
Area averaged Fm value = 0.810(In /Hr)
i;
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.000 to Point /Station 6.000
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Time of concentration = 23.31 min.
Rainfall intensity = 1.763(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.487
Subarea runoff = 29.972(CFS) for 34.910(Ac.)
Total runoff = 52.295(CFS) Total area = 60.91(Ac.)
Area averaged Fm value = 0.810(In /Hr)
End of computations, total study area = 60.91 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 1.000
i; Area averaged SCS curve number = 50.0
1;
1
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.1
Rational Hydrology Study Date: 1/23/97
Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
i; Existing Condition (Undeveloped) 100 year AMC II 100 year rain data
City of Fontana, County of San Bernardino
100 Year Event FN= 3UN100.100 L =131,5
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
int Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.520(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.000 to Point /Station 4.000
* * ** INITIAL AREA EVALUATION * * **
ion
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
!I^ Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Initial subarea data:
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1407.000(Ft.)
Bottom (of initial area) elevation = 1400.000(Ft.)
Difference in elevation = 7.000(Ft.)
r.• Slope = 0.01077 s(%)= 1.08
TC = k(0.706) *[(length'3) /(elevation change)]
Initial area time of concentration = 23.310 min.
Rainfall intensity = 2.680(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.628
Subarea runoff = 16.839(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 4.000 to Point /Station 5.000
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Time of concentration = 23.31 min.
rational method)(Q =KCIA) is C = 0.628
Subarea runoff = 26.942(CFS) for 16.000(Ac.)
Total runoff = 43.781(CFS) Total area = 26.00(Ac.)
Area averaged Fm value = 0.810(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.000 to Point /Station 6.000
* * ** SUBAREA FLOW ADDITION * * **
ir! UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr)
Time of concentration = 23.31 min.
Rainfall intensity = 2.680(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.628
Subarea runoff = 58.784(CFS) for 34.910(Ac.)
Total runoff = 102.565(CFS) Total area = 60.91(Ac.)
Area averaged Fm value = 0.810(In /Hr)
End of computations, total study area = 60.91 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 1.000
i; Area averaged SCS curve number = 50.0
rim
w(
E
:RA.TIONAL....STUDY
• (DEVELOPED NDIT ; .
JN965023.[131,5] 14293B.T
15 February 1997
E
L
imi
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
e - CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.1
Rational Hydrology Study Date: 1/17/97
i: Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
Developed Condition Tract + 17.5 Acres to North East
City of Fontana, County of San Bernardino
10 Year Event FN= 3DE10.10 L =131,5 (Condition AMC III)
I: * * * * * * * ** Hydrology Study Control Information * * * * * * * * **
T^ Rational hydrology study storm event
is
Y gY Y year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall p = 1.000(In.)
i: Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
i: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 18.000 to Point /Station 19.000
* * ** INITIAL AREA EVALUATION * * **
1: RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
I: Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
P• SCS curve number for soil (AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
i: Initial area flow distance = 601.440(Ft.)
Top (of initial area) elevation = 75.000(Ft.)
Bottom (of initial area) elevation = 63.400(Ft.)
r* Difference in elevation = 11.600(Ft.)
Slope = 0.01929 s(o)= 1.93
TC = k(0.412) *[(length /(elevation change)]
Initial area time of concentration = 11.736 min.
ii Rainfall intensity = 2.662(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.741
Subarea runoff = 1.790(CFS)
Total initial stream area = 0.908(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
PP
1
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I: Process from Point /Station 19.000 to Point /Station 20.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 63.400(Ft.)
i; End of street segment elevation = 51.300(Ft.)
Length of street segment = 682.090(Ft.)
Height of curb above gutter flowline = 8.0(In.)
i: Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
limmormermmommommistimmismo
I: Distance from curb to property line = 24.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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
r" Estimated mean flow rate at midpoint of street = 2.556(CFS)
liA Depth of flow = 0.293(Ft.), Average velocity = 2.789(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.133(Ft.)
i: Flow velocity = 2.79(Ft /s)
Travel time = 4.08 min. TC = 15.81 min.
Adding area flow to street
i: RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
ii Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
ri Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Rainfall intensity =
2.226(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
r rational method) (Q =KCIA) is C = 0.710
ii Subarea runoff = 0.871(CFS) for 0.777(Ac.)
Total runoff = 2.661(CFS) Total area = 1.68(Ac.)
Area averaged Fm value = 0.471(In /Hr)
1; Street flow at end of street = 2.661(CFS)
Half street flow at end of street = 2.661(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 2.815(Ft /s)
i: Flow width (from curb towards crown)= 9.289(Ft.)
;* +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
hi Process from Point /Station 20.000 to Point /Station 21.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
I: Top of street segment elevation = 51.300(Ft.)
End of street segment elevation = 46.000(Ft.)
Length of street segment = 363.040(Ft.)
i: Height of curb above gutter flowline 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
ii Slope from gutter to grade break (v /hz) = 0.040
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 = 24.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
i: 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
1: Estimated mean flow rate at midpoint of street = 2.921(CFS)
Depth of flow = 0.311(Ft.), Average velocity = 2.671(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.055(Ft.)
k" Flow velocity = 2.67(Ft/s)
iii Travel time = 2.27 min. TC = 18.08 min.
Adding area flow to street
i: RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
N
N
ft„ SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
i Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 2.054(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.694
Subarea runoff = 0.208(CFS) for 0.329(Ac.)
7,7 Total runoff = 2.869(CFS) Total area = 2.01(Ac.)
ii Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 2.869(CFS)
i: Half street flow at end of street = 2.869(CFS)
Depth of flow = 0.310(Ft.), Average velocity = 2.660(Ft /s)
Flow width (from curb towards crown)= 9.981(Ft.)
ii +++++++ ++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 20.000 to Point /Station 21.000
LI
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.014 (Ac. )
Runoff from this stream = 2.869(CFS)
Time of concentration = 18.08 min.
P+ Rainfall intensity = 2.054(In /Hr)
i Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
E. Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 23.000 to Point /Station 24.000
ri * * ** INITIAL AREA EVALUATION * * **
ii RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
i; Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
I:
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 466.170(Ft.)
Top (of initial area) elevation = 89.900(Ft.)
Bottom (of initial area) elevation = 81.000(Ft.)
Difference in elevation = 8.900(Ft.)
Slope = 0.01909 s(%)= 1.91
TC = k(0.412) *[(length'3) /(elevation change)1 .2
Initial area time of concentration = 10.621 min.
Rainfall intensity = 2.826(In /Hr) for a 10.0 year storm
ol Effective runoff coefficient used for area (Q =KCIA) is C = 0.750
Mil Subarea runoff = 1.164(CFS)
Total initial stream area = 0.549(Ac.)
i; Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
ii ++++++ +++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 24.000 to Point /Station 25.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
r
lig Top of street segment elevation = 81.000(Ft.)
End of street segment elevation = 73.000(Ft.)
i; Width of half street (curb to crown) = 40.000(Ft.)
Distance from crown to crossfall grade break = 38.500(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
h Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
,; Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
i: . 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 = 1.838(CFS)
Depth of flow = 0.273(Ft.), Average velocity = 2.448(Ft/s)
I; Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.175(Ft.)
Flow velocity = 2.45(Ft /s)
ow Travel time = 3.53 min. TC = 14.15 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
I; SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 2.379(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.722
Subarea runoff = 0.871(CFS) for 0.636(Ac.)
Total runoff = 2.035(CFS) Total area = 1.18(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 2.035(CFS)
i: Half street flow at end of street = 2.035(CFS)
Depth of flow = 0.281(Ft.), Average velocity = 2.506(Ft /s)
Flow width (from curb towards crown)= 8.541(Ft.)
I: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 25.000 to Point /Station 22.000
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000 St ,, iv; Decimal fraction soil group C = 0.000 1`'V"
Decimal fraction soil group D = 0.000
ii SCS curve number for soil(AMC 2) = 50.00
Adjusted SCS curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In /Hr)
ii Time of concentration = 14.15 min.
Rainfall intensity = 2.379(In /Hr) for a 10.0 'ear storm
Effective runoff coefficient used for area,(total are. with modified
rational method)(Q =KCIA) is C = 0.697 ..
E Subarea runoff = 16.367(CFS) for .850(. )
Total runoff = 18.402(CFS) Total area = 11.04(A(.)
Area averaged Fm value = 0.526(In /Hr)
t
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I: Process from Point /Station 25.000 to Point /Station 22.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
iil Runoff from this stream = 18.402(CFS)
Time of concentration = 14.15 min.
Rainfall intensity = 2.379(In/Hr)
Area averaged loss rate (Fm) = 0.5259(In /Hr)
Area averaged Pervious ratio (Ap) = 0.9570 ,
"" + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Ai
Process from Point /Station 28.040 to Point /Station 22.000
* * ** USER DEFINED FLOW INFORMAT ON A A POINT * * **
i; RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
„®, Adjusted SCS curve number for AMC 3 = 52.00
_i Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
J Rainfall intensity = 2.447(In/Hr) for a 10.0 year storm
User specified values are as follows:
TC = 13.50 min. Rain intensity = 2.45(In /Hr)
Total area = 50.00(Ac.) Total runoff = 140.50(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 28.000 to Point /Station 22.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
4 Along Main Stream number: 2 in normal stream number 2
Stream flow area = 50.000(Ac.)
Runoff from this stream = 140.500(CFS)
Time of concentration = 13.50 min.
Rainfall intensity = 2.447(In/Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
"" Summary of stream data:
ii Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
P
1 18.402 14.15 2.379
2 140.500 13.50 2.447
ii Qmax(1) =
1.000 * 1.000 * 18.402) +
0.965 * 1.000 * 140.500) + = 154.027
Qmax(2) =
1.037 * 0.954 * 18.402) +
o 1.000 * 1.000 * 140.500) + = 158.700
. Total of 2 streams to confluence:
Flow rates before confluence point:
18.402 140.500
- Maximum flow rates at confluence using above data:
154.027 158.700
o Area of streams before confluence:
11.035 50.000
ii , Effective area values after confluence:
61.035 60.525
Results of confluence:
1: Total flow rate = 158.700(CFS)
Time of concentration = 13.500 min.
Effective stream area after confluence = 60.525(Ac.)
Pn
Study area total (this main stream) = 61.03(Ac.)
t
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I "'"' Process from Point /Station 22.000 to Point /Station 21.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 54.500(Ft.)
End of street segment elevation = 46.000(Ft.)
Length of street segment = 660.510(Ft.)
Height of curb above gutter flowline = 8.0(In.)
`; Width of half street (curb to crown) = 38.000(Ft.)
Distance from crown to crossfall grade break = 36.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
ii Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
hi Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 159.894(CFS)
6s Depth of flow = 0.865(Ft.), Average velocity = 5.222(Ft/s)
ii Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 9.91(Ft.)
ii Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 37.743(Ft.)
Flow velocity = 5.22(Ft /s)
Travel time = 2.11 min. TC = 15.61 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
ii Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
li SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
The area added to the existing stream causes a
ii a lower flow rate of Q = 97.448(CFS)
therefore the upstream flow rate of Q = 158.700(CFS) is being used
Rainfall intensity = 2.243(In /Hr) for a 10.0 year storm
ii Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.870
Subarea runoff = 0.000(CFS) for 0.911(Ac.)
Total runoff = 158.700(CFS) Total area = 61.44(Ac.)
sr Area averaged Fm value = 0.481(In /Hr)
Street flow at end of street = 158.700(CFS)
Half street flow at end of street = 79.350(CFS)
ii Depth of flow = 0.863(Ft.), Average velocity = 5.215(Ft /s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 9.81(Ft.)
vii
Flow width (from curb towards crown)= 37.644(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
"" Process from Point /Station 22.000 to Point /Station 21.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
I: The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 61.436(Ac.)
Rainfall intensity = 2.243(In/Hr)
Area averaged loss rate (Fm) = 0.4808(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6636
Summary of stream data:
b Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 2.869 18.08 2.054
El 2 158.700 15.61 2.243
Qmax(1) _
1.000 * 1.000 * 2.869) +
0.893 * 1.000 * 158.700) + = 144.528
i: Qmax(2) _
1.120 * 0.863 * 2.869) +
1.000 * 1.000 * 158.700) + = 161.473
ii Total of 2 main streams to confluence:
Flow rates before confluence point:
2.869 158.700
Maximum flow rates at confluence using above data:
144.528 161.473
Area of streams before confluence:
2.014 61.436
Effective area values after confluence:
63.450 63.174
ii Results of confluence:
Total flow rate = 161.473(CFS)
Fi
Time of concentration = 15.608 min. -
Effective stream area after confluence 63.174(Ac.)
Study area average Pervious fraction(Ap) = 0.662
Study area average soil loss rate(Fm) = 0.481(In /Hr)
it Study area total = 63.45(Ac.)
I: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1.000 to Point /Station 2.000
* * ** INITIAL AREA EVALUATION * * **
Zi
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
ii Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
ii Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm). 0.471(In /Hr)
Initial subarea data:
ii Initial area flow distance = 451.000(Ft.)
Top (of initial area) elevation = 93.300(Ft.)
Bottom (of initial area) elevation = 80.400(Ft.)
if Difference in elevation = 12.900(Ft.)
Slope = 0.02860 s( %)= 2.86
TC = k(0.412) *[(length /(elevation change)1'0.2
Initial area time of concentration = 9.667 min.
F Rainfall intensity = 2.990(In /Hr) for a 10.0 year storm
ii Effective runoff coefficient used for area (Q =KCIA) is C = 0.758
Subarea runoff = 4.487(CFS)
Total initial stream area = 1.979(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point /Station 2.000 to Point /Station 3.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 80.400(Ft.)
E End of street segment elevation = 77.400(Ft.)
Length of street segment = 296.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
iimi Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
ill Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
ii Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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
ii Estimated mean flow rate at midpoint of street = 6.904(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 2.419(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.595(Ft.)
Flow velocity = 2.42(Ft /s)
Travel time = 2.04 min. TC = 11.71 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
: Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
I; Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
,.► Pervious ratio (Ap) = 0.6000 Max loss rate (Fm) = 0 .471 (In /Hr)
Rainfall intensity = 2.666(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.741
iii Subarea runoff = 3.633(CFS) for 2.132(Ac.)
Total runoff = 8.121(CFS) Total area = 4.11(Ac.)
Area averaged Fm value = 0.471(In /Hr)
ii Street flow at end of street = 8.121(CFS)
Half street flow at end of street = 4.060(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 2.516(Ft /s)
4,.. Flow width (from curb towards crown) = 12 .376 (Ft. )
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
: Process from Point /Station 2.000 to Point /Station 3.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
we Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.111(Ac.)
Runoff from this stream = 8.121(CFS)
Time of concentration = 11.71 min.
IT Rainfall intensity = 2.666(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 3.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm). 0.471(In /Hr)
Rainfall intensity = 2.280(In /Hr) for a 10.0 year storm
ii User specified values are as follows:
TC = 15.19 min. Rain intensity = 2.28(In /Hr)
Total area = 17.50(Ac.) Total runoff = 47.18(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 3.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.500(Ac.)
Runoff from this stream = 47.180(CFS)
Time of concentration = 15.19 min.
Rainfall intensity = 2.280(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
li 1 8.121 11.71 2.666
2 47.180 15.19 2.280
li Qmax(1) _
1.000 * 1.000 * 8.121) +
1.213 * 0.771 * 47.180) + = 52.233
Qmax(2) _
ii 0.824 * 1.000 * 8.121) +
1.000 * 1.000 * 47.180) + = 53.873
Total of 2 streams to confluence:
Flow rates before confluence point:
8.121 47.180
Maximum flow rates at confluence using above data:
52.233 53.873
Area of streams before confluence:
4.111 17.500
ii Effective area values after confluence:
17.597 21.611
Results of confluence:
ii Total flow rate = 53.873(CFS)
Time of concentration = 15.190 min.
Effective stream area after confluence = 21.611(Ac.)
ii Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.471(In /Hr)
Study area total (this main stream) = 21.61(Ac.)
OM
i ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.000 to Point /Station 4.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 77.400(Ft.)
End of street segment elevation = 73.040(Ft.)
Length of street segment = 400.320(Ft.)
Height of curb above gutter flowline = 8.0(In.)
a -
Slope from gutter to grade break (v /hz) = 0.040
E li Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
ii Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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
ii Estimated mean flow rate at midpoint of street = 57.250(CFS)
Depth of flow = 0.615(Ft.), Average velocity = 4.823(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
ii Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.82(Ft /s)
Travel time = 1.38 min. TC = 16.57 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
ii Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
The area added to the existing stream causes a
ii a lower flow rate of Q = 37.053(CFS)
therefore the upstream flow rate of Q = 53.873(CFS) is being used
Rainfall intensity = 2.164(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
I;
rational method)(Q =KCIA) is C = 0.845
Subarea runoff = 0.000(CFS) for 2.709(Ac.)
Total runoff = 53.873(CFS) Total area = 24.32(Ac.)
ppm Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 53.873(CFS)
Half street flow at end of street = 26.937(CFS)
ii Depth of flow = 0.603(Ft.), Average velocity = 4.709(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 4.000 to Point /Station 5.000
ii * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 73.040(Ft.)
End of street segment elevation = 65.320(Ft.)
ii Length of street segment = 400.800(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
ii Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
i: Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
E Manning's N from grade break to crown = 0.0150
E stimated mean flow rate at midpoint of street = 56.761(CFS)
Depth of flow = 0.562(Ft.), Average velocity = 5.710(Ft /s)
Halfstreet flow width = 18.000(Ft.)
' Flow velocity = 5.71(Ft /s)
Travel time = 1.17 min. TC = 17.74 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)=
0.471(In/Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 38.922(CFS)
therefore the upstream flow rate of Q = 53.873(CFS) is being used
Rainfall intensity = 2.077 (In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.829
Subarea runoff = 0.000(CFS) for 2.607(Ac.)
Si Total runoff = 53.873(CFS) Total area = 26.93(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 53.873(CFS)
Half street flow at end of street =53.873
26.937(CFS)
Depth of flow = 0.553(Ft.), Average velocity = 5.593(Ft/s)
r* Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
Po
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.000 to Point /Station 6.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 65.320(Ft.)
End of street segment elevation = 56.500(Ft.)
,.. Length of street segment = 457.440 (Ft. )
to Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 57.010(CFS)
Depth of flow = 0.562(Ft.), Average velocity = 5.722(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 5.72(Ft /s)
Travel time = 1.33 min. TC = 19.08 min.
"" Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre )
Decimal fraction soil group A = 1.000
on Decimal fraction soil group B = 0.000
t' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
"" Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
therefore the upstream flow rate of Q = 53.873(CFS) is being used
'""
riti Rainfall intensity = 1.989(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.811
r" Subarea runoff = 0.000(CFS) for 3 .136 (Ac. )
iii Total runoff = 53.873(CFS) Total area = 30.06(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 53.873(CFS)
Ni Half street flow at end of street = 26.937(CFS)
Depth of flow = 0.553(Ft.), Average velocity = 5.595(Ft/s)
Note: depth of flow exceeds top of street crown.
ow Flow width (from curb towards crown) = 18.000(Ft.)
6
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 6.000 to Point /Station 7.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Li Top of street segment elevation = 56.500(Ft.)
End of street segment elevation = 54.500(Ft.)
Length of street segment = 231.460(Ft.)
," Height of curb above gutter flowline = 8 .0 (In. )
LI Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
ri Distance from curb to property line = 12.000(Ft.)
ilii Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
r Manning's N in gutter = 0.0150
ig 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 = 55.163(CFS)
Depth of flow = 0.631(Ft.), Average velocity = 4.432(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.43(Ft /s)
Travel time = 0.87 min. TC = 19.95 min.
ii Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
IN Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
'": Adjusted SCS curve number for AMC 3 = 52.00
il Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
The area added to the existing stream causes a
P. a lower flow rate of Q = 41.543(CFS)
i ii therefore the upstream flow rate of Q = 53.873(CFS) is being used
Rainfall intensity = 1.936(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
PP rational method)(Q =KCIA) is C = 0.803
6 Subarea runoff = 0.000(CFS) for 1.440 (Ac. )
Total runoff = 53.873(CFS) Total area = 31.50(Ac.)
*m Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 53.873(CFS)
Half street flow at end of street = 26.937(CFS)
f " Depth of flow = 0 .626 (Ft .) , Average velocity = 4 .391 (Ft /s)
1 Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point /Station 6.000 to Point /Station 7.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 31.503(Ac.)
�„ Runoff from this stream = 53.873(CFS)
Time of concentration = 19.95 min.
Rainfall intensity = 1.936(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Program is now starting with Main Stream No. 2
i; +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 26.000 to Point /Station 8.000
r ,, * * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
} Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 307.370(Ft.)
Top (of initial area) elevation = 93.300(Ft.)
Bottom (of initial area) elevation = 76.600(Ft.)
Difference in elevation = 16.700(Ft.)
id Slope = 0.05433 s( %)= 5.43
TC = k(0.412) *[(length "3) /(elevation change)] "0.2
r. Initial area time of concentration = 7.294 min.
kr Rainfall intensity = 3.541(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.780
Subarea runoff = 5.791(CFS)
Total initial stream area = 2.096(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
Pr
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 8.000 to Point /Station 9.000
Ai * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 76.600(Ft.)
a l End of street segment elevation = 70.000(Ft.)
Length of street segment = 372.980(Ft.)
Height of curb above gutter flowline = 8.0(In.)
orvi Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(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 [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Le Gutter hike from flowline = 1.687(In.)
Manning's N in gutter = 0.0150
r - 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 = 9.511(CFS)
Halfstreet flow width = 11.789(Ft.)
Pe
il Flow velocity = 3.23(Ft /s)
Travel time = 1.93 min. TC = 9.22 min.
Adding area flow to street
ii RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
ii Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
ii Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity =
3.077(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.762
Subarea runoff = 5.439(CFS) for 2.693(Ac.)
Total runoff = 11.230(CFS) Total area = 4.79(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 11.230(CFS)
Half street flow at end of street =11.230
5.615(CFS)
Depth of flow = 0.363(Ft.), Average velocity = 3.361(Ft /s)
Flow width (from curb towards crown)= 12.601(Ft.)
ilin +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++
iiii Process from Point /Station 9.000 to Point /Station 10.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 70.000(Ft.)
End of street segment elevation = 66.200(Ft.)
Length of street segment = 307.850(Ft.)
r Height of curb above gutter flowline = 8.0(In.)
ii Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
e „ Slope from gutter to grade break (v /hz) = 0.040
L Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
r" Slope from curb to property line (v /hz) = 0.020
ill Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
ii 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 = 13.042(CFS)
ii Depth of flow = 0.397(Ft.), Average velocity = 3.041(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.359(Ft.)
""'9 Flow velocity = 3 .04 (Ft /s)
li Travel time = 1.69 min. TC = 10.91 min.
Adding area flow to street
,R RESIDENTIAL(3 - 4 dwl /acre)
® Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
pali
iiii Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
lir Rainfall intensity = 2.782(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
Pm rational method) (Q =KCIA) is C = 0.748
Li Subarea runoff = 1.941(CFS) for 1.545(Ac.)
Total runoff = 13.171(CFS) Total area = 6.33(Ac.)
Half street flow at end of street = 6.585(CFS)
Depth of flow = 0.398(Ft.), Average velocity = 3.048(Ft /s)
Flow width (from curb towards crown)= 14.415(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 9.000 to Point /Station 10.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 6.334(Ac.)
Runoff from this stream = 13.171(CFS)
Time of concentration = 10.91 min.
Rainfall intensity = 2.782(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 11.000 to Point /Station 12.000
* * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
P, Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
!". Initial area flow distance = 272.410(Ft.)
Top (of initial area) elevation = 74.500(Ft.)
Bottom (of initial area) elevation = 71.400(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.01138 s( 1.14
TC = k(0.412) *[(length"3) /(elevation change)] .2
Initial area time of concentration = 9.501 min.
"""" Rainfall intensity = 3.022(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.760
Subarea runoff = 5 Total initial stream area = 1.911(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++
Process from Point /Station 12.000 to Point /Station 10.000
P"R . * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 71.400(Ft.)
End of street segment elevation = 66.200(Ft.)
Length of street segment = 276.500(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
di Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
r " Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
Estimated mean flow rate at midpoint of street = 6.527(CFS)
imii Depth of flow = 0.310(Ft.), Average velocity = 3.020(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.990(Ft.)
Flow velocity = 3.02(Ft /s)
Travel time = 1.53 min. TC = 11.03 min.
Adding area flow to street
i; RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
r Pervious ratio(Ap) = 0.6000 Max loss rate (Fm) = 0.471(In/Hr)
Rainfall intensity =
2.763(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
L. rational method)(Q =KCIA) is C = 0.747
Subarea runoff = 3.403(CFS) for 1.(Ac.)
Total runoff = 7.790(CFS) Total area = 865 3.78(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 7.790(CFS)
Half street flow at end of street = 3.895(CFS)
Depth of flow = 0.325(Ft.), Average velocity = 3.150(Ft /s)
Flow width (from curb towards crown) = 10.743 (Ft. )
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 12.000 to Point /Station 10.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Ili Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.776(Ac.)
Runoff from this stream = 7.790(CFS)
Time of concentration = 11.03 min.
Rainfall intensity = 2.763(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 13.171 10.91 2.782
2 7.790 11.03 2.763
Qmax(1) =
1.000 * 1.000 * 13.171) +
i n 1.008 * 0.989 * 7.790) + = 20.937
III Qmax(2) =
0.992 * 1.000 * 13.171) +
1.000 * 1.000 * 7.790) + = 20.857
Total of 2 streams to confluence:
Flow rates before confluence point:
13.171 7.790
Maximum flow rates at confluence using above data:
20.937 20.857
Area of streams before confluence:
6.334 3.776
Effective area values after confluence:
,,, 10.069 10.110
Li Results of confluence:
Total flow rate = 20.937(CFS)
1 ,,, Study area average Pervious fraction(Ap) = 0.600
ii Study area average soil loss rate(Fm) = 0.471(In /Hr)
Study area total (this main stream) = 10.11(Ac.)
pm
i ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 10.000 to Point /Station 15.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 66.200(Ft.)
End of street segment elevation = 63.000(Ft.)
rum
iii Length of street segment = 319.840(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
um Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
r Gutter hike from flowline = 1.680(In.)
II 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 = 22.220(CFS)
Depth of flow = 0.477(Ft.), Average velocity = 3.230(Ft /s)
r Note: depth of flow exceeds top of street crown.
iii Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.23(Ft /s)
9 Travel time = 1.65 min. TC = 12.56 min.
iii Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
i.• Decimal fraction soil group A = 1.000
iii Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
L r SCS curve number for soil(AMC 2) = 32.00
O Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
""' Rainfall intensity = 2.556(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.826
Subarea runoff = 0.272(CFS) for 1.234(Ac.)
ii Total runoff = 21.209(CFS) Total area = 11.30(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 21.209(CFS)
""" Half street flow at end of street = 10.605(CFS)
ii Depth of flow = 0.471(Ft.), Average velocity = 3.170(Ft /s)
Note: depth of flow exceeds top of street crown.
mw Flow width (from curb towards crown)= 18.000(Ft.)
ii
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
AM
Process from Point /Station 10.000 to Point /Station 15.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
? Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.303(Ac.)
Runoff from this stream = 21.209(CFS)
Pam Time of concentration = 12.56 min.
I Rainfall intensity = 2.556(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + ++ ++ + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 13.000 to Point /Station 14.000
* * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
1mi Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 309.410(Ft.)
Top (of initial area) elevation = 70.800(Ft.)
Bottom (of initial area) elevation = 67.300(Ft.)
Difference in elevation = 3.500(Ft.)
Slope = 0.01131 s( %)= 1.13
TC = k(0.412) * [ (length' / (elevation change) ] X 0.2
Initial area time of concentration = 10.009 min.
Rainfall intensity = 2.929(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.755
Subarea runoff = 3.727(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
ill�l
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 14.000 to Point /Station 15.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
h
Top of street segment elevation = 67.300(Ft.)
End of street segment elevation = 63.000(Ft.)
Length of street segment = 331.120(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
E; Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
kt I" Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 6.007(CFS)
Depth of flow = 0.318(Ft.), Average velocity = 2.571(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.419(Ft.)
Flow velocity = 2.57(Ft /s)
Travel time = 2.15 min. TC = 12.16 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
L Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
rational method)(Q =KCIA) is C = 0.737
9.
tai Subarea runoff = 3.474(CFS) for 2.062(Ac.)
Total runoff = 7.201(CFS) Total area = 3.75(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 7.201(CFS)
Half street flow at end of street = 3.600(CFS)
Depth of flow = 0.334(Ft.), Average velocity = 2.685(Ft/s)
Flow width (from curb towards crown)= 11.218(Ft.)
L
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
' Process from Point /Station 14.000 to Point /Station 15.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
i; Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.747(Ac.)
Runoff from this stream = 7.201(CFS)
Time of concentration = 12.16 min.
i: Rainfall intensity = 2.606(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
i'" Summary of stream data:
il Stream Flow rate TC Rainfall Intensity
?Z No. (CFS) (min) (In /Hr)
III
1 21.209 12.56 2.556 •
NO
2 7.201 12.16 2.606
iiiQmax (1) =
1.000 * 1.000 * 21.209) +
'""' 0.976 * 1.000 * 7.201) + = 28.240
j Qmax(2) =
1.024 * 0.968 * 21.209) +
1.000 * 1.000 * 7.201) + = 28.227
Total of 2 streams to confluence:
Flow rates before confluence point:
21.209 7.201
Maximum flow rates at confluence using above data:
28.240 28.227
P* Area of streams before confluence:
® 11.303 3.747
Effective area values after confluence:
- 15.050 14.689
Results of confluence:
Total flow rate = 28.240(CFS)
Time of concentration = 12.557 min.
"" Effective stream area after confluence = 15.050(Ac.)
Ili Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.471(In /Hr)
n Study area total (this main stream) = 15.05(Ac.)
Si tg9,
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
i ' Process from Point /Station 15.000 to Point /Station 16.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
0* Top of street segment elevation = 63.000(Ft.)
iii End of street segment elevation = 57.600(Ft.)
Length of street segment = 417.840(Ft.)
7 Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
k"' Distance from crown to crossfall grade break = 16.500(Ft.)
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
E Gutter hike from flowline = 1.680(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
L Estimated mean flow rate at midpoint of street = 30.473(CFS)
Depth of flow = 0.499(Ft.), Average velocity = 3.955(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.96(Ft /s)
li Travel time = 1.76 min. TC = 14.32 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
ii Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 2.362(In /Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method) (Q =KCIA) is C = 0.837
Subarea runoff = 1.430(CFS) for 2.380(Ac.)
i: Total runoff = 29.670(CFS) Total area = 17.43(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 29.670(CFS)
P Half street flow at end of street = 14.835(CFS)
L Depth of flow = 0.496(Ft.), Average velocity = 3.913(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
1: Process from Point /Station 15.000 to Point /Station 16.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
,"" Along Main Stream number: 2 in normal stream number 1
tl Stream flow area = 17.430(Ac.)
Runoff from this stream = 29.670(CFS)
rrr Time of concentration = 14.32 min.
1 Rainfall intensity = 2.362 (In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
pm
ii
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 27.000 to Point /Station 17.000
* * ** INITIAL AREA EVALUATION * * **
UNDEVELOPED (average cover) subarea
E Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
liw Decimal fraction soil group D = 0.000
Iii SCS curve number for soil(AMC 2) = 50.00
Adjusted SCS curve number for AMC 3 = 70.00
w ,. Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In /Hr)
Li Initial subarea data:
Initial area flow distance = 300.000(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.02067 s(o)= 2.07
TC = k(0.706) *[(length /(elevation change)]
Initial area time of concentration = 15.018 min.
O M Rainfall intensity = 2.296(In/Hr) for a 10.0 year storm
i ii Effective runoff coefficient used for area (Q =KCIA) is C = 0.691
Subarea runoff = 0.892(CFS)
Total initial stream area = 0.562(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In /Hr)
A + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point /Station 17.000 to Point /Station 16.000
I: * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 59.500(Ft.)
r End of street segment elevation = 57.600 (Ft. )
Length of street segment = 159.450(Ft.)
ii Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
:I Distance from crown to crossfall grade break = 16.500(Ft.)
li Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
ii Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
E Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.057(CFS)
Depth of flow = 0.206(Ft.), Average velocity = 1.699(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.780(Ft.)
Flow velocity = 1.70(Ft /s)
Travel time = 1.56 min. TC = 16.58 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
III Decimal fraction soil group B = 0.000
1 Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 2.163(In /Hr) for a 10.0 year storm
" Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.677
Subarea runoff = 0.250(CFS) for 0.208(Ac.)
Total runoff = 1.142(CFS) Total area = 0.77(AC.)
Area averaged Fm value = 0.516(In /Hr)
Street flow at end of street = 1.142(CFS)
Half street flow at end of street = 0.571(CFS)
Depth of flow = 0.210(Ft.), Average velocity = 1.724(Ft /s)
iii Flow width (from curb towards crown)= 4.987(Ft.)
In
l i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 17.000 to Point /Station 16.000
,.. * * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 2
Time of concentration = 16.58 min.
Rainfall intensity = 2.163 (In /Hr)
Area averaged loss rate (Fm) = 0.5159(In /Hr)
Area averaged Pervious ratio (Ap) = 0.8919
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 29.670 14.32 2.362
i; 2 1.142 16.58 2.163
Qmax(1) =
1.000 * 1.000 * 29.670) +
ii 1.121 * 0.863 * 1.142) + = 30.775
Qmax (2 ) =
0.895 * 1.000 * 29.670) +
1.000 * 1.000 * 1.142) + = 27.687
ii Total of 2 streams to confluence:
Flow rates before confluence point:
17 29.670 1.142
all Maximum flow rates at confluence using above data:
30.775 27.687
Area of streams before confluence:
till 17.430 0.770
Effective area values after confluence:
18.095 18.200
I: Results of confluence:
Total flow rate = 30.775(CFS)
Time of concentration = 14.317 min.
Effective stream area after confluence = 18.095(Ac.)
Study area average Pervious fraction(Ap) = 0.612
Study area average soil loss rate(Fm) = 0.473(In /Hr)
O, Study area total (this main stream) = 18.20(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I: Process from Point /Station 16.000 to Point /Station 7.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
r Top of street segment elevation = 57.600(Ft.)
ii End of street segment elevation = 54.500(Ft.)
Length of street segment = 295.930(Ft.)
Height of curb above gutter flowline = 8.0(In.)
ii Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Scope from gutter to grade break (v /hz) = 0.040
"A"" Slope from grade break to crown (v /hz) = 0.020
ill Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
OR
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 = 31.131(CFS)
7 Depth of flow = 0.516(Ft.), Average velocity = 3.744(Ft/s)
MI Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
rim Halfstreet flow width = 18.000(Ft.)
L. Flow velocity = 3.74(Ft /s)
Travel time = 1.32 min. TC = 15.63 min.
Decimal fraction soil group A = 1.000
E Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 29.459(CFS)
therefore the upstream flow rate of Q = 30.775(CFS) is being used
Rainfall intensity = 2.241(In /Hr) for a 10.0 year storm
ii Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.889
Subarea runoff = 0.000(CFS) for 0.419(Ac.)
E Total runoff = 30.775(CFS) Total area = 18.51(Ac.)
ii Area averaged Fm value = 0.473(In /Hr)
Street flow at end of street = 30.775(CFS)
Half street flow at end of street = 15.388(CFS)
Depth of flow = 0.515(Ft.), Average velocity = 3.727(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
hi
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
aN• Process from Point /Station 16.000 to Point /Station 7.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
ii In Main Stream number: 2
Stream flow area = 18.514(Ac.)
Runoff from this stream = 30.775(CFS)
Time of concentration = 15.63 min.
Rainfall intensity = 2.241(In /Hr)
Area averaged loss rate (Fm) = 0.4729(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6121
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
i: No. (CFS) (min) (In /Hr)
i: 1 53.873 19.95 1.936
2 30.775 15.63 2.241
Qmax(1) =
1.000 * 1.000 * 53.873) +
0.828 * 1.000 * 30.775) + = 79.345
Qmax (2 ) =
1.208 * 0.784 * 53.873) +
71 1.000 * 1.000 * 30.775) + = 81.784
III
Total of 2 main streams to confluence:
w: Flow rates before confluence point:
II 53.873 30.775
Maximum flow rates at confluence using above data:
79.345 81.784
gm
Area of streams before confluence:
31.503 18.514
Effective area values after confluence:
in 50.017 43.207
li
Results of confluence:
Total flow rate = 81.784 (CFS)
Time of concentration = 15.635 min.
1
Study area average soil loss rate(Fm) = 0.472(In /Hr)
Study area total = 50.02(Ac.)
End of computations, total study area = 114.12 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.636
Area averaged SCS curve number = 33.6
1
Foir
he
i
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
i: CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.1
Rational Hydrology Study Date: 2/20/97
Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
ii Developed Condition Tract + 17.5 Acres to North East
City of Fontana, County of San Bernardino
100 Year Event FN= 3DE100.100 L =131,5 (Condition AMC III)
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
ii Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.520(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
i: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 18.000 to Point /Station 19.000
* * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
ii SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
il Initial area flow distance = 601.440(Ft.)
Top (of initial area) elevation = 75.000(Ft.)
Bottom (of initial area) elevation = 63.400(Ft.)
ii Difference in elevation = 11.600(Ft.)
Slope = 0.01929 s(o)= 1.93
TC = k(0.412) *[(length /(elevation change)] "0.2
Initial area time of concentration = 11.736 min.
Rainfall intensity = 4.046(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.795
Subarea runoff = 2.921(CFS)
ii Total initial stream area = 0.908(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
1
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 19.000 to Point /Station 20.000
ii * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 63.400(Ft.)
End of street segment elevation = 51.
Length of street segment = 682.090(Ft.
t
id
Distance from crown to crossfall grade break = 16.500(Ft.)
ho Slope from gutter to grade break (v /hz) = 0.040
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 = 24.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
�.. Gutter hike from flowline = 1.680(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 = 4.171(CFS)
Depth of flow = 0.334(Ft.), Average velocity = 3.132(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.178(Ft.)
Flow velocity = 3.13(Ft /s)
Travel time = 3.63 min. TC = 15.37 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
it Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 3.442(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.777
Subarea runoff = 1.584(CFS) for 0.777(Ac.)
Total runoff = 4.505(CFS) Total area = 1.68(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 4.505(CFS)
Half street flow at end of street = 4.505(CFS)
Depth of flow = 0.341(Ft.), Average velocity = 3.190(Ft /s)
Flow width (from curb towards crown)= 11.532(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 20.000 to Point /Station 21.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 51.300(Ft.)
End of street segment elevation = 46.000(Ft.)
Length of street segment = 363.040(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
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 = 24.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 4.945(CFS)
Depth of flow = 0.359(Ft.), Average velocity = 3.030(Ft /s)
Streetflow hydraulics at midpoint of street travel:
,�. Halfstreet flow width = 12.448(Ft.)
Flow velocity = 3.03(Ft /s)
Travel time = 2.00 min. TC = 17.36 min.
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil (AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 3.199(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.767
Subarea runoff = 0.439(CFS) for 0.329(Ac.)
Total runoff = 4.944(CFS) Total area = 2.01(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 4.944(CFS)
Half street flow at end of street = 4.944(CFS)
Depth of flow = 0.359(Ft.), Average velocity = 3.030(Ft /s)
Flow width (from curb towards crown)= 12.447(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 20.000 to Point /Station 21.000
111 * * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
ppm In Main Stream number: 1
Stream flow area = 2.014(Ac.)
Runoff from this stream = 4.944(CFS)
Time of concentration = 17.36 min.
Rainfall intensity = 3.199(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 23.000 to Point /Station 24.000
* * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
al Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 466.170(Ft.)
Top (of initial area) elevation = 89.900 (Ft. )
Bottom (of initial area) elevation = 81.000(Ft.)
Difference in elevation = 8.900(Ft.)
ew Slope = 0.01909 s M = 1.91
TC = k(0.412) *[(length /(elevation change)1
Initial area time of concentration = 10.621 min.
Rainfall intensity = 4.296(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.801
Subarea runoff = 1.890(CFS)
Total initial stream area = 0.549(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In /Hr)
,.m
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
IAN Process from Point /Station 24.000 to Point /Station 25.000
4
Top of street segment elevation = 81.000(Ft.)
i: End of street segment elevation = 73.000(Ft.)
Length of street segment = 519.050(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 40.000(Ft.)
Distance from crown to crossfall grade break = 38.500(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 = 10.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
e,- Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 2.984(CFS)
Depth of flow = 0.311(Ft.), Average velocity = 2.741(Ft /s)
L Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.032(Ft.)
Flow velocity = 2.74(Ft /s)
:! Travel time = 3.16 min. TC = 13.78 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
li li Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 3.675(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.785
logi Subarea runoff = 1.527(CFS) for 0.636 (Ac. )
Total runoff = 3.417(CFS) Total area = 1.18(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 3.417(CFS)
Half street flow at end of street = 3.417(CFS)
Depth of flow = 0.322(Ft.), Average velocity = 2.830(Ft /s)
Flow width (from curb towards crown)= 10.605(Ft.)
r
li
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 25.000 to Point /Station 22.000
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (average cover) subarea
li n Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Adjusted SCS curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In /Hr)
"
Time of concentration = 13.78 min.
Nii Rainfall intensity = 3.675(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
"^ rational method)(Q =KCIA) is C = 0.769
IN Subarea runoff = 27.858(CFS) for 9.850(Ac.)
Total runoff = 31.274(CFS) Total area = 11.04(Ac.)
,,., Area averaged Fm value = 0.526(In/Hr)
is
II
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.035(Ac.)
Runoff from this stream = 31.274(CFS)
Time of concentration = 13.78 min.
Rainfall intensity = 3.675(In/Hr)
Area averaged loss rate (Fm) = 0.5259(In/Hr)
Area averaged Pervious ratio (Ap) = 0.9570
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 22.000 to Point /Station 21.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 54.500(Ft.)
End of street segment elevation = 46.000(Ft.)
Length of street segment = 660.510(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.000(Ft.)
Distance from crown to crossfall grade break = 36.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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
i; Estimated mean flow rate at midpoint of street = 0.000(CFS)
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
. Rainfall intensity = 3.675(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.769
,, Subarea runoff = 33.901(CFS) for 0.911(Ac.)
Total runoff = 33.901(CFS) Total area = 11.95(Ac.)
Area averaged Fm value = 0.522(In /Hr)
Street flow at end of street = 33.901(CFS)
fit
Half street flow at end of street = 16.951(CFS)
Depth of flow = 0.523(Ft.), Average velocity = 3.907(Ft /s)
Flow width (from curb towards crown)= 20.630(Ft.)
*me
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
040 Process from Point /Station 22.000 to Point /Station 21.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
'"' In Main Stream number: 2
Stream flow area = 11.946(Ac.)
Runoff from this stream = 33.901(CFS)
Time of concentration = 13.78 min.
Rainfall intensity = 3.675(In /Hr)
Area averaged loss rate (Fm) = 0.5217(In /Hr)
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 4.944 17.36 3.199
2 33.901 13.78 3.675
,m.+ Qmax(1) _
1.000 * 1.000 * 4.944) +
0.849 * 1.000 * 33.901) + = 33.724
Qmax(2) _
1.175 * 0.793 * 4.944) +
1.000 * 1.000 * 33.901) + = 38.509
Total of 2 main streams to confluence:
li Flow rates before confluence point:
4.944 33.901
Maximum flow rates at confluence using above data:
33.724 38.509
Area of streams before confluence:
2.014 11.946
""' Effective area values after confluence:
13.960 13.544
Results of confluence:
Total flow rate = 38.509(CFS)
Time of concentration = 13.777 min.
j Effective stream area after confluence = 13.544(Ac.)
Study area average Pervious fraction(Ap) = 0.882
Study area average soil loss rate(Fm) = 0.514(In /Hr)
3
Study area total = 13.96(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1.000 to Point /Station 2.000
* * ** INITIAL AREA EVALUATION * * **
ii RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
` Pervious ratio(Ap) = 0.6000 Max loss rate(Fm). 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 451.000(Ft.)
"" Top (of initial area) elevation = 93.300(Ft.)
II Bottom (of initial area) elevation = 80.400(Ft.)
Difference in elevation = 12.900(Ft.)
Slope = 0.02860 s( %)= 2.86
TC = k(0.412) *[(length"3) /(elevation change)]
Initial area time of concentration = 9.667 min.
Rainfall intensity = 4.545(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.807
Subarea runoff = 7.257(CFS)
Total initial stream area = 1.979(Ac.)
r Pervious area fraction = 0.600
hi Initial area Fm value = 0.471(In /Hr)
r
Iii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2.000 to Point /Station 3.000
4 kw.
Top of street segment elevation = 80.400(Ft.)
End of street segment elevation = 77.400(Ft.)
Length of street segment = 296.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Pi" Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 11.165(CFS)
Depth of flow = 0.391(Ft.), Average velocity = 2.718(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.042(Ft.)
Flow velocity = 2.72(Ft /s)
Travel time = 1.82 min. TC = 11.48 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 4.099(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.797
we Subarea runoff = 6.168(CFS) for 2.132(Ac.)
Total runoff = 13.424(CFS) Total area = 4.11(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 13.424(CFS)
Half street flow at end of street = 6.712(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 2.843(Ft/s)
Flow width (from curb towards crown)= 15.095(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2.000 to Point /Station 3.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.111(Ac.)
Runoff from this stream = 13.424(CFS)
Time of concentration = 11.48 min.
Rainfall intensity = 4.099(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 3.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm). 0.471(In /Hr)
Rainfall intensity = 3.466(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 15.19 min. Rain intensity = 3.47(In /Hr)
Total area = 17.50(Ac.) Total runoff = 47.18(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 3.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.500(Ac.)
Runoff from this stream = 47.180(CFS)
Time of concentration = 15.19 min.
Rainfall intensity = 3.466(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
ki Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
.= Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 13.424 11.48 4.099
2 47.180 15.19 3.466
Qmax(1) =
1.000 * 1.000 * 13.424) +
1.212 * 0.756 * 47.180) + = 56.634
Qmax(2) =
0.825 * 1.000 * 13.424) +
1.000 * 1.000 * 47.180) + = 58.260
Total of 2 streams to confluence:
Flow rates before confluence point:
13.424 47.180
Maximum flow rates at confluence using above data:
E 56.634 58.260
A rea of streams before confluence:
4.111 17.500
_ Effective area values after confluence:
17.339 21.611
Results of confluence:
Total flow rate = 58.260(CFS)
Time of concentration = 15.190 min.
Effective stream area after confluence = 21.611(Ac.)
Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.471(In /Hr)
Study area total (this main stream) = 21.61(Ac.)
Pi
i l +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.000 to Point /Station 4.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 77.400(Ft.)
End of street segment elevation = 73.040(Ft.)
Length of street segment = 400.320(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 61.912(CFS)
Depth of flow = 0.631(Ft.), Average velocity = 4.975(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.97(Ft /s)
Travel time = 1.34 min. TC = 16.53 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Rainfall intensity = 3.294(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.864
Subarea runoff = 3.533(CFS) for 2.709(Ac.)
Total runoff = 61.793(CFS) Total area = 24.32(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 61.793(CFS)
Half street flow at end of street = 30.896(CFS)
Depth of flow = 0.631(Ft.), Average velocity = 4.971(Ft /s)
4°'! Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 4.000 to Point /Station 5.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 73.040(Ft.)
End of street segment elevation = 65.320(Ft.)
P. Length of street segment = 400.800(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 65.105(CFS)
Depth of flow = 0.585(Ft.), Average velocity = 6.029(Ft /s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 6.03(Ft /s)
,,.. Travel time = 1.11 min. TC = 17.64 min.
L i Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group C = 0.000
i; Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
id Rainfall intensity = 3.168(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
.• rational method)(Q =KCIA) is C = 0.853
Subarea runoff = 3.576(CFS) for 2.607(Ac.)
Total runoff = 65.369(CFS) Total area = 26.93(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 65.369(CFS)
Half street flow at end of street =65.369
32.684(CFS)
Depth of flow = 0.586(Ft.), Average velocity = 6.039(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.000 to Point /Station 6.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 65.320(Ft.)
End of street segment elevation = 56.500(Ft.)
Length of street segment = 457.440(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
I; Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(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 = 69.175(CFS)
Depth of flow = 0.596(Ft.), Average velocity = 6.177(Ft /s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 6.18(Ft /s)
Travel time = 1.23 min. TC = 18.87 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 3.042(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.842
Subarea runoff = 4.204(CFS) for 3.136(Ac.)
Total runoff = 69.573(CFS) Total area = 30.06(Ac.)
3 Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 69.573(CFS)
E: Half street flow at end of street = 34.786(CFS)
Depth of flow = 0.598(Ft.), Average velocity = 6.191(Ft /s)
Note: depth of flow exceeds top of street crown.
:. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
it Process from Point /Station 6.000 to Point /Station 7.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Pm
Li Top of street segment elevation = 56.500(Ft.)
End of street segment elevation = 54.500(Ft.)
Length of street segment = 231.460(Ft.)
iii Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
i Slope from gutter to grade break (v /hz) = 0.040
it Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
P"' Distance from curb to property line = 12.000(Ft.)
ii Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
,"„ Gutter hike from flowline = 1.680 (In. )
ii 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 = 71.239(CFS)
i Depth of flow = 0.702(Ft.), Average velocity = 4.732(Ft/s)
Warning: depth of flow exceeds top of curb
u* Note: depth of flow exceeds top of street crown.
Ili Distance that curb overflow reaches into property = 1.76(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
I: Flow velocity = 4.73(Ft /s)
Travel time = 0.82 min. TC = 19.69 min.
Adding area flow to street
""" RESIDENTIAL (3 - 4 dwl /acre )
iiii Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
PP Decimal fraction soil group C = 0.000
ii Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
r
ti Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 2.966(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
!i rational method)(Q =KCIA) is C = 0.836
ili Subarea runoff = 1.171(CFS) for 1.440(Ac.)
Total runoff = 70.744(CFS) Total area = 31.50(Ac.)
PP Area averaged Fm value = 0.471(In /Hr)
iii Street flow at end of street = 70.744(CFS)
Half street flow at end of street =70.744
35.372(CFS)
Depth of flow = 0.699(Ft.), Average velocity = 4.730(Ft /s)
"" Warning: depth of flow exceeds top of curb
ii Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.63(Ft.)
I. Flow width (from curb towards crown)= 18.000(Ft.)
till
^,, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 6.000 to Point /Station 7.000
imo * * ** CONFLUENCE OF MAIN STREAMS * * **
'r"' The following data inside Main Stream is listed:
!
lir In Main Stream number: 1
Stream flow area = 31.503(Ac.)
Pi- Runoff from this stream = 70.744(CFS)
L Time of concentration = 19.69 min.
Rainfall intensity = 2.966(In /Hr)
4
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
'"" Process from Point /Station 26.000 to Point /Station 8.000
* * ** INITIAL AREA EVALUATION * * **
... RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
Initial area flow distance = 307.370(Ft.)
Top (of initial area) elevation = 93.300(Ft.)
Bottom (of initial area) elevation = 76.600(Ft.)
Difference in elevation = 16.700(Ft.)
Slope = 0.05433 s( %)= 5.43
TC = k(0.412) *[(length /(elevation change)]
Initial area time of concentration = 7.294 min.
Rainfall intensity = 5.382(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.821
t4 Subarea runoff = 9.264(CFS)
Total initial stream area = 2.096(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 8.000 to Point /Station 9.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 76.600(Ft.)
End of street segment elevation = 70.000(Ft.)
Length of street segment = 372.980(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(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 [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.687(In.)
'4 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 = 15.216(CFS)
Depth of flow = 0.395(Ft.), Average velocity = 3.618(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.212(Ft.)
Flow velocity = 3.62(Ft /s)
Travel time = 1.72 min. TC = 9.01 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre )
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
p , Rainfall intensity = 4.741(In /Hr) for a 100.0 year storm
1 Effective runoff coefficient used for area,(total area with modified
iri rational method)(Q =KCIA) is C = 0.811
Subarea runoff = 9.138(CFS) for 2.693(Ac.)
""" Total runoff = 18.403(CFS) Total area = 4.79(Ac.)
ti Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 18.403(CFS)
.- Half street flow at end of street = 9.201(CFS)
list Depth of flow = 0.417(Ft.), Average velocity = 3.790(Ft /s)
Flow width (from curb towards crown)= 15.312(Ft.)
i; +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 9.000 to Point /Station 10.000
' * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
iii
Top of street segment elevation = 70.000(Ft.)
, End of street segment elevation = 66.200(Ft.)
ti Length of street segment = 307.850(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
1: Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
p.
t Gutter hike from flowline = 1.680(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
ii Estimated mean flow rate at midpoint of street = 21.371(CFS)
Depth of flow = 0.458(Ft.), Average velocity = 3.432(Ft/s)
!A, Streetflow hydraulics at midpoint of street travel:
ii Halfstreet flow width = 17.409(Ft.)
Flow velocity = 3.43(Ft /s)
Travel time = 1.49 min. TC = 10.51 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
i Decimal fraction soil group B = 0.000
gi Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
ill SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 4.324(In/Hr) for a 100.0 year storm
" Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.802
Subarea runoff = 3.560(CFS) for 1.545(Ac.)
.M Total runoff = 21.962(CFS) Total area = 6.33(Ac.)
i Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street = 21.962(CFS)
Half street flow at end of street = 10.981(CFS)
ipm
d Depth of flow = 0.462(Ft.), Average velocity = 3.455(Ft/s)
ad Flow width (from curb towards crown)= 17.594(Ft.)
1 "
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 9.000 to Point /Station 10.000
wm * * ** CONFLUENCE OF MINOR STREAMS * * **
I ii Along Main Stream number: 2 in normal stream number 1
Time of concentration = 10.51 min.
Rainfall intensity = 4 .324 (In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
wm
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
am. Process from Point /Station 11.000 to Point /Station 12.000
* * ** INITIAL AREA EVALUATION * * **
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
•"m Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio (Ap) = 0.6000 Max loss rate (Fm) = 0.471(In/Hr)
Initial subarea data:
Initial area flow distance = 272.410(Ft.)
Top (of initial area) elevation = 74.500(Ft.)
:' Bottom (of initial area) elevation = 71.400(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.01138 s( %)= 1.14
TC = k(0.412) *[(length /(elevation change)]
Initial area time of concentration = 9.501 min.
Rainfall intensity = 4.593(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.808
Subarea runoff = 7.089(CFS)
Total initial stream area = 1.911(Ac.)
Pervious area fraction = 0.600
'""' Initial area Fm value = 0.471(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 12.000 to Point /Station 10.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 71.400(Ft.)
End of street segment elevation = 66.200(Ft.)
Length of street segment = 276.500(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
+w 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 = 10.548(CFS)
Depth of flow = 0.353(Ft.), Average velocity = 3.388(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.142(Ft.)
Flow velocity = 3.39(Ft /s)
Travel time = 1.36 min. TC = 10.86 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre) -
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm). 0.471(In /Hr)
Rainfall intensity = 4.238(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
id rational method)(Q =KCIA) is C = 0.800
Subarea runoff = 5.714(CFS) for 1.865(Ac.)
Total runoff = 12.803 (CFS) Total area = 3.78(Ac.)
Area averaged Fm value = 0.471(In /Hr)
Street flow at end of street =
12.803(CFS)
Half street flow at end of street = 6.402(CFS)
LI Depth of flow = 0.372(Ft.), Average velocity = 3.550(Ft /s)
Flow width (from curb towards crown)= 13.117(Ft.)
w.
ill +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 12.000 to Point /Station 10.000
4m, * * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.776(Ac.)
10 "' Runoff from this stream = 12.803(CFS)
Time of concentration = 10.86 min.
Rainfall intensity = 4.238(In/Hr)
ems+ Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
i e.$ Stream Flow rate TC Rainfall Intensity
ii No. (CFS) (min) (In /Hr)
fr
Li 1 21.962 10.51 4.324
2 12.803 10.86 4.238
P „ Qmax(1) =
ill 1.000 * 1.000 * 21.962) +
1.023 * 0.967 * 12.803) + = 34.628
Qmax(2) =
0.978 * 1.000 * 21.962) +
1.000 * 1.000 * 12.803) + = 34.279
il Total of 2 streams to confluence:
Flow rates before confluence point:
21.962 12.803
Maximum flow rates at confluence using above data:
34.628 34.279
Area of streams before confluence:
6.334 3.776
ii Effective area values after confluence:
9.987 10.110
Results of confluence:
ii Total flow rate = 34.628(CFS)
Time of concentration = 10.507 min.
Effective stream area after confluence = 9.987(Ac.)
Study area average Pervious fraction(Ap) = 0.600
i Study area average soil loss rate(Fm) =
0.471(In/Hr)
Study area total (this main stream) = 10.11(Ac.)
ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 10.000 to Point /Station 15.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
I: Top of street segment elevation = 66.200(Ft.)
m Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
opoo Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Is Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
il�► Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 36.767(CFS)
Depth of flow = 0.544(Ft.), Average velocity = 3.945(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
r „ Halfstreet flow width = 18.000(Ft.)
l Flow velocity = 3.94(Ft /s)
MI Travel time = 1.35 min. TC = 11.86 min.
Adding area flow to street
'"'" RESIDENTIAL(3 - 4 dwl /acre )
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 4.021(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.853
Subarea runoff = 1.221(CFS) for 1.234(Ac.)
Total runoff = 35.849(CFS) Total area = 11.22(Ac.)
0* Area averaged Fm value = 0.471(In /Hr)
lo Street flow at end of street = 35.849(CFS)
Half street flow at end of street = 17.924(CFS)
Depth of flow = 0.540(Ft.), Average velocity = 3.905(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
Pom
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 10.000 to Point /Station 15.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.221(Ac.)
04 Runoff from this stream = 35.849(CFS)
Time of concentration = 11.86 min.
Rainfall intensity = 4.021(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 13.000 to Point /Station 14.000
* * ** INITIAL AREA EVALUATION * * **
t�*
§ RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
r Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Initial subarea data:
iiii Initial area flow distance = 309.410(Ft.)
Top (of initial area) elevation = 70.800(Ft.)
Bottom (of initial area) elevation = 67.300(Ft.)
Difference in elevation = 3.500(Ft.)
Slope = 0.01131 s(%)= 1.13
r- TC = k(0.412) *[(length"3) /(elevation change)1 "0.2
I li Initial area time of concentration = 10.009 min.
Rainfall intensity = 4.451(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.805
low
Subarea runoff = 6.036(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.600
ii Initial area Fm value = 0.471(In /Hr)
ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 14.000 to Point /Station 15.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
r' Top of street segment elevation = 67.300(Ft.)
hi End of street segment elevation = 63.000(Ft.)
Length of street segment = 331.120(Ft.)
ppm Height of curb above gutter flowline = 8.0(In.)
L Width of half street (curb to crown) 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
i; Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
il 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 = 9.729(CFS)
Depth of flow = 0.363(Ft.), Average velocity = 2.887(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.659(Ft.)
:! Flow velocity = 2.89(Ft /s)
ii Travel time = 1.91 min. TC = 11.92 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
: Decimal fraction soil group D = 0.000
li SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
ill Rainfall intensity = 4.008(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.794
ti Subarea runoff =
5.892(CFS) for T62(Ac.)
Total runoff = 11.928(CFS) Total ar 3.75(Ac.)
Area averaged Fm value = 0.471(In /Hr)
PPP' Street flow at end of street = 11.928(CFS)
i Half street flow at end of street = 5.964(CFS)
Depth of flow = 0.384(Ft.), Average velocity = 3.033(Ft /s)
ft" Flow width (from curb towards crown)= 13.725(Ft.)
L
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.747(Ac.)
Runoff from this stream = 11.928(CFS)
Time of concentration = 11.92 min.
Rainfall intensity = 4.008(In /Hr)
Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
ii Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 35.849 11.86 4.021
2 11.928 11.92 4.008
Qmax(1) =
ill 1.000 * 1.000 * 35.849) +
1.004 * 0.995 * 11.928) + = 47.757
Qmax(2) =
i; 0.996 * 1.000 * 35.849) +
1.000 * 1.000 * 11.928) + = 47.648
imi Total of 2 streams to confluence:
Flow rates before confluence point:
35.849 11.928
Maximum flow rates at confluence using above data:
47.757 47.648
Area of streams before confluence:
11.221 3.747
• Effective area values after confluence:
14.948 14.968
Results of confluence:
*„ Total flow rate = 47.757(CFS)
Time of concentration = 11.858 min.
Effective stream area after confluence = 14.948(Ac.)
Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.471(In /Hr)
Study area total (this main stream) = 14.97(Ac.)
ii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 15.000 to Point /Station 16.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 63.000(Ft.)
End of street segment elevation = 57.600(Ft.)
Length of street segment = 417.840(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
om Distance from crown to crossfall grade break = 16.500(Ft.)
li Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
i: Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
i., Gutter hike from flowline = 1.680(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 = 51.559(CFS)
Depth of flow = 0.579(Ft.), Average velocity = 4.873(Ft/s)
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.87(Ft /s)
Travel time = 1.43 min. TC = 13.29 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
Rainfall intensity = 3.756(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.860
Subarea runoff = 3.465(CFS) for 2.380(Ac.)
Total runoff = 51.222(CFS) Total area = 17.33(Ac.)
ii Area averaged Fm value = 0.471 (=5.222 In /Hr
Street flow at end of street = 1(CFS)
Half street flow at end of street 25.611(CFS)
Depth of flow = 0.578(Ft.), Average velocity = 4.860(Ft /s)
li Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
I; +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 15.000 to Point /Station 16.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
ii Along Main Stream number: 2 in normal stream number 1
Stream flow area = 17.328(Ac.)
ii Runoff from this stream = 51.222(CFS)
Time of concentration = 13.29 min.
Rainfall intensity = 3.756(In /Hr)
li Area averaged loss rate (Fm) = 0.4711(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 27.000 to Point /Station 17.000
* * ** INITIAL AREA EVALUATION * * **
ii UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
ii Adjusted SCS curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In /Hr)
Initial subarea data:
ii Initial area flow distance = 300.000(Ft.)
Top (of initial area) elevation = 65.700(Ft.)
Bottom (of initial area) elevation = 59.500(Ft.)
Difference in elevation = 6.200(Ft.)
ii Slope = 0.02067 s( %)= 2.07
TC = k(0.706) *[(length /(elevation change)]
Initial area time of concentration = 15.018 min.
ii Rainfall intensity = 3.490(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.763
Subarea runoff = 1.496(CFS)
I: Total initial stream area = 0.562(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In /Hr)
f ,, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
f. Process from Point /Station 17.000 to Point /Station 16.000
iv * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
k r Top of street segment elevation = 59.500(Ft.)
it End of street segment elevation = 57.600(Ft.)
Length of street segment = 159.450(Ft.)
ee. Height of curb above gutter flowline = 8.0 (In. )
til Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.040
II
II Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
L' Slope from curb to property line (v /hz) = 0.020
al Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
0 , ® 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 = 1.773(CFS)
�' Depth of flow = 0.235(Ft.), Average velocity = 1.884(Ft/s)
t..
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.229(Ft.)
P. Flow velocity = 1.88(Ft /s)
li Travel time = 1.41 min. TC = 16.43 min.
Adding area flow to street
,, RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
�i Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
""" Decimal fraction soil group D = 0.000
Mi SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
il Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Rainfall intensity = 3.307(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.754
Subarea runoff = 0.438(CFS) for 0.208(Ac.)
Total runoff = 1.934(CFS) Total area = 0.77(Ac.)
Area averaged Fm value = 0.516(In /Hr)
pm Street flow at end of street = 1.934(CFS)
li Half street flow at end of street = 0.967(CFS)
Depth of flow = 0.240(Ft.), Average velocity = 1.919(Ft /s)
O„ Flow width (from curb towards crown)= 6.491(Ft.)
1
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
"' Process from Point /Station 17.000 to Point /Station 16.000
al * * ** CONFLUENCE OF MINOR STREAMS * * **
Iii Along Main Stream number: 2 in normal stream number 2
i Stream flow area = 0.770(Ac.)
Runoff from this stream = 1.934(CFS)
Time of concentration = 16.43 min.
Pm
to Rainfall intensity = 3.307(In /Hr)
Area averaged loss rate (Fm) = 0.5159(In /Hr)
Area averaged Pervious ratio (Ap) = 0.8919
4 ""' Summary of stream data:
Stream Flow rate TC Rainfall Intensity
... No. (CFS) (min) (In /Hr)
z
ir
M• Qmax(1) =
, 1.000 * 1.000 * 51.222) +
ill 1.161 * 0.809 * 1.934) + = 53.038
Qmax(2) =
7 0.863 * 1.000 * 51.222) +
is 1.000 * 1.000 * 1.934) + = 46.154
r .. Total of 2 streams to confluence:
iim Flow rates before confluence point:
51.222 1.934
Maximum flow rates at confluence using above data:
Iwo
Lii 53.038 46.154
Area of streams before confluence:
17.328 0.770
VI Effective area values after confluence:
tlii 17.951 18.098
Results of confluence:
1:7 Total flow rate = 53.038(CFS)
li Time of concentration = 13.287 min.
Effective stream area after confluence = 17.951(Ac.)
Study area average Pervious fraction(Ap) = 0.612
Study area average soil loss rate(Fm) =
0.473(In/Hr)
Study area total (this main stream) = 18.10(Ac.)
iii +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 16.000 to Point /Station 7.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
i i Top of street segment elevation = 57.600(Ft.)
End of street segment elevation = 54.500(Ft.)
o"" Length of street segment = 295.930 (Ft. )
ii Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
pie Distance from crown to crossfall grade break = 16.500(Ft.)
li Slope from gutter to grade break (v /hz) = 0.040
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
IMP Gutter hike from flowline = 1.680(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
PO
Estimated mean flow rate at midpoint of street = 53.657(CFS)
ili Depth of flow = 0.606(Ft.), Average velocity = 4.646(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
ii Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.65(Ft /s)
P, Travel time = 1.06 min. TC = 14.35 min.
L Adding area flow to street
RESIDENTIAL(3 - 4 dwl /acre)
Decimal fraction soil group A = 1.000
4 Decimal fraction soil group B = 0.000
IN Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
"R SCS curve number for soil(AMC 2) = 32.00
ii Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In /Hr)
pm The area added to the existing stream causes a
Iiii a lower flow rate of Q = 51.472(CFS)
therefore the upstream flow rate of Q = 53.038(CFS) is being used
r . rational method) (Q =KCIA) is C = 0.893
i Subarea runoff = 0.000(CFS) for 0.419(Ac.)
Total runoff = 53.038(CFS) Total area = 18.37(Ac.)
Area averaged Fm value = 0.473(In /Hr)
r Street flow at end of street = 53.038(CFS)
y Half street flow at end of street = 26.519(CFS)
Depth of flow = 0.604(Ft.), Average velocity = 4.625(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
i: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 16.000 to Point /Station 7.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
r
L The following data inside Main Stream is listed:
In Main Stream number: 2
O,,,, Stream flow area = 18.370 (Ac. )
Runoff from this stream = 53.038(CFS)
Time of concentration = 14.35 min. .
Rainfall intensity = 3.586(In/Hr)
Pi Area averaged loss rate (Fm) = 0.4730(In /Hr)
Area averaged Pervious ratio (Ap) = 0.6121
Program is now starting with Main Stream No. 3
ow
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
,,, Process from Point /Station 35.000 to Point /Station 7.000
ii * * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
PARK subarea
4 '""' Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
ffit Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In /Hr)
Rainfall intensity = 3.586(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 14.35 min. Rain intensity = 3.59(In /Hr)
OM
ii
Total area = 4.49(Ac.) Total runoff = 11.25(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 35.000 to Point /Station 7.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
P" The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 4.490(Ac.)
: Runoff from this stream = 11.250(CFS)
illi Time of concentration = 14.35 min.
Rainfall intensity = 3.586(In/Hr)
.1140 Area averaged loss rate (Fm) = 0.6674(In/Hr)
ti Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:
O Stream Flow rate TC Rainfall Intensity
MI No. (CFS) (min) (In /Hr)
r
elm 1 70.744 19.69 2.966
2 53.038 14.35 3.586
v vv
1.000 * 1.000 * 70.744) +
i: 0.801 * 1.000 * 53.038) +
0.788 * 1.000 * 11.250) + = 122.080
Qmax(2) =
i: 1.249 * 0.729 * 70.744) +
1.000 * 1.000 * 53.038) +
1.000 * 1.000 * 11.250) + = 128.657
Qmax(3) =
1.248 * 0.729 * 70.744) +
1.000 * 1.000 * 53.038) +
1.000 * 1.000 * 11.250) + = 128.656
r ii Total of 3 main streams to confluence:
Flow rates before confluence point:
E 70.744 53.038 11.250
M aximum flow rates at confluence using above data:
122.080 128.657 128.656
r Area of streams before confluence:
31.503 18.370 4.490
E ffective area values after confluence:
54.363 45.818 45.821
Ei
Results of confluence:
i; Total flow rate = 128.657(CFS)
Time of concentration = 14.349 min.
Effective stream area after confluence = 45.818(Ac.)
Study area average Pervious fraction(Ap) = 0.625
imi Study area average soil loss rate(Fm) =
0.488(In/Hr)
Study area total = 54.36(Ac.)
End of computations, total study area = 68.61 (Ac.)
1: The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
i: effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.677
ow
Area averaged SCS curve number = 34.7
iii
li
ii
WI
il
illi
OM
ii
II
Ow
d r
ii
- -
111;
. .
APPENDIXC
UNIT
HYDRO€RAIH ANALYSIS
E
. . .
. .
ONO
AM
AM
AA
AA
hi JN965023.[131,5] 14293C.T
15 February 1997
hi
ru
U n i t PM
ism
H y d r o g r a p h A n a l y s i s
,R•
iii Copyright (c) CIVILCADD /CIVILDESIGN, 1994, Version 2.6
!" Study date 1/21/97
iiii
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
ii
San Bernardino County Synthetic Unit Hydrology Method
ir Manual date - August 1986
6
Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
imi Developed Condition Tract + 17.5 Acres to North East
City of Fontana, County of San Bernardino Unit Hydrograph
100 Year Event FN= 293uhy.100 L =131,5 (Condition AMC III)
r
i ii Storm Event Year = 100
PPR Antecedent Moisture Condition = 3
i li
Area averaged rainfall intensity isohyetal data:
�, Sub -Area Duration Intensity
(acres) (hours) (inches)
R ainfall data for year 100
49.35 1 1.52
r
Rainfall data for year 100 '.
49.35 6 3.85
L Rainfall data for year 100
49.35 24 9.10
w-
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I .
* * * * * * ** Area - averaged max loss rate, Fm * * * * * * **
iril
SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm
,„ No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr)
bi 33.6 53.6 49.35 1.000 0.765 0.636 0.487
Area - averaged adjusted loss rate Fm (In /Hr)= 0.487
opil
ii * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * **
gimm Area Area SCS cn SCS cn S Pervious
(acres) fract (AMC2) (AMC3) yield fr
31.39 0.636 33.6 53.6 8.66 0.372
r.
17.96 0.364 98.0 98.0 0.20 0.960
i iii Area - averaged catchment yield fraction, Y = 0.586
Area - averaged low loss fraction, Yb = 0.414
4 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
i i User entry of time of concentration = 0.239 (hours)
Watershed area = 49.35 acres
,,.,, Catchment Lag time = 0.191 hours
lio Unit interval = 5.000 minutes
Unit interval percentage of lag time = 43.5479
�,,,, Average low loss rate fraction (Yb) = 0.414 (decimal)
x Note: User entry override of the Fm value
tar Valley Developed S -Graph Selected
Computed peak 5- minute rainfall = 0.563 inches
P" Computed peak 30- minute rainfall = 1.152 inches
j Specified peak 1 -hour rainfall = 1.520 inches
Computed peak 3 -hour rainfall = 2.687 inches
s•. Specified peak 6 -hour rainfall = 3.850 inches
Specified peak 24 -hour rainfall = 9.100 inches
L. Rainfall depth area reduction factors:
Using a total area of 49.35 acres (Ref: fig. E -4)
*"' 5- minute factor = 0.998 Adjusted rainfall = 0.561 inches
30- minute factor = 0.998 Adjusted rainfall = 1.149 inches
1 -hour factor = 0.998 Adjusted rainfall = 1.516 inches
pm 3 -hour factor = 1.000 Adjusted rainfall = 2.687 inches
6 -hour factor = 1.000 Adjusted rainfall = 3.849 inches
24 -hour factor = 1.000 Adjusted rainfall = 9.099 inches
Ow
U n i t iii Hydrograph
++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
on Interval 'S' Graph Unit Hydrograph
/ Number Mean values (CFS)
1 3.530 21.069
al 2 22.988 116.127
3 57.215 204.277
4 83.112 154.563
r 5 93.897 64.368
6 97.870 23.708
7 98.895 6.120
w „ 8 99.670 4.622
iii
MI 9 100.000 1.972
gm
ill Total soil rain loss = 3.52 (In.)
Total effective runoff = 5.58 (In.)
PR
1 Total soil -loss volume = 14.4639 (Acre -Feet)
Total storm runoff volume = 22.9457 (Acre -Feet)
I"
li +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
1 Hydrograph in 5 Minute intervals (CFS)
OM
t Time(h +m) Volume(AF) Q(CFS) 0 50.0 100.0 150.0 200.0
0+ 5 0.0017 0.24 Q
Ogi
ill 0 +10 0.0125 1.58 Q
0 +15 0.0396 3.93 Q
0 +20 0.0790 5.72 VQ
" 0 +25 0.1235 6.47 VQ
ii 0 +30 0.1700 6.75 VQ
0 +35 0.2171 6.84 VQ
,.. 0 +40 0.2647 6.90 VQ
0 +45 0.3125 6.94 VQ
0 +50 0.3604 6.96 VQ
1+ 5 0.5047 7.00 VQ
1 +10 0.5530 7.01 VQ
1 +15 0.6014 7.03 Q
1 +20 0.6499 7.04 Q
E 1 +25 0.6985 7.06 Q
1 +30 0.7472 7.07 Q
1 +35 0.7960 7.09 Q
1 +40 0.8449 7.10 Q
1 +45 0.8940 7.12 Q
1 +50 0.9431 7.13 Q
1 +55 0.9923 7.15 Q
i; 2+ 0 1.0417 7.17 Q
2+ 5 1.0912 7.18 Q
2 +10 1.1407 7.20 Q
F"! 2 +15 1.1904 7.21 QV
2 +20 1.2402 7.23 QV
2 +25 1.2901 7.25 QV
m i n 2 +30 1.3401 7.26 QV
6 2 +35 1.3903 7.28 QV
2 +40 1.4405 7.30 QV
2 +45 1.4909 7.31 QV
�• 2 +50 1.5414 7.33 QV
2 +55 1.5920 7.35 QV
3+ 0 1.6427 7.37 QV
Pm 3+ 5 1.6936 7.38 QV
iiii 3 +10 1.7446 7.40 Q V
3 +15 1.7957 7.42 Q V
3 +20 1.8469 7.44 Q V
3 +25 1.8982 7.46 Q V
3 +30 1.9497 7.47 Q V
3 +35 2.0013 7.49 Q V
3 +40 2.0530 7.51 Q V
3 +45 2.1049 7.53 Q V
3 +50 2.1569 7.55 Q V
r. 3 +55 2.2090 7.57 Q V
4+ 0 2.2613 7.59 Q V
4+ 5 2.3137 7.61 Q V
4 +10 2.3662 7.63 Q V
4 +15 2.4189 7.65 Q V
4 +20 2.4717 7.67 Q V
4 +25 2.5246 7.69 Q V
4 +30 2.5777 7.71 Q V
E 4 +35 2.6310 7.73 Q V
4 +40 2.6844 7.75 Q V
4 +45 2.7379 7.77 Q V
4 +50 2.7916 7.79 Q V
4 +55 2.8454 7.82 Q V
5+ 0 2.8994 7.84 Q V
5+ 5 2.9535 7.86 Q V
LI
it 5 +10 3.0078 7.88 Q V
5 +15 3.0622 7.90 Q V
5 +20 3.1168 7.93 Q V
5 +25 3.1715 7.95 Q V
5 +30 3.2265 7.97 Q V
5 +35 3.2815 8.00 Q V
5 +40 3.3368 8.02 Q V
5 +45 3.3922 8.04 Q V
5 +50 3.4477 8.07 Q V
5 +55 3.5035 8.09 Q V
6+ 0 3.5594 8.12 Q V
6+ 5 3.6155 8.14 Q V
6 +10 3.6717 8.17 Q V
6 +15 3.7282 8.19 Q V
6 +20 3.7848 8.22 Q V
6 +35 3.9557 8.30 Q V
6 +40 4.0131 8.33 Q V
6 +45 4.0706 8.36 Q V
6 +50 4.1284 8.38 Q V
!, 6 +55 4.1863 8.41 Q V
j 7+ 0 4.2444 8.44 Q V
7+ 5 4.3027 8.47 Q V
7 +10 4.3613 8.50 Q V
7 +15 4.4200 8.53 Q V
7 +20 4.4789 8.56 Q V
7 +25 4.5381 8.59 Q V
E. 7 +30 4.5975 8.62 Q V
7 +35 4.6570 8.65 Q V
7 +40 4.7168 8.68 Q V
L 7 +45 4.7769 8.71 Q V
7 +50 4.8371 8.75 Q V
7 +55 4.8976 8.78 Q V
8+ 0 4.9583 8.81 Q V
I; 8+ 5 5.0192 8.85 Q V
8 +10 5.0804 8.88 Q V
8 +15 5.1418 8.92 Q V
8 +20 5.2034 8.95 Q V
8 +25 5.2653 8.99 Q V
8 +30 5.3275 9.02 Q V
i: 8 +35 5.3899 9.06 Q V
8 +40 5.4526 9.10 Q V
8 +45 5.5155 9.14 Q V
8 +50 5.5787 9.18 Q V
i: 8 +55 5.6422 9.22 Q V
9+ 0 5.7059 9.26 Q V
9+ 5 5.7699 9.30 Q V
I: 9 +10 5.8342 9.34 Q V
9 +15 5.8988 9.38 Q V
9 +20 5.9637 9.42 Q V
i; 9 +25 6.0289 9.46 Q V
9 +30 6.0944 9.51 Q V
9 +35 6.1602 9.55 Q V
9 +40 6.2263 9.60 Q V
I; 9 +45 6.2927 9.65 Q V
9 +50 6.3595 9.69 Q V
9 +55 6.4266 9.74 Q V
I 10+ 0 6.4940 9.79 Q V
10+ 5 6.5618 9.84 Q V
10 +10 6.6299 9.89 Q V
10 +15 6.6984 9.94 Q V
ii 10 +20 6.7672 10.00 Q V
10 +25 6.8364 10.05 Q V
10 +30 6.9060 10.10 Q V
10 +35 6.9759 10.16 Q V
10 +40 7.0463 10.22 Q V
10 +45 7.1171 10.27 Q V
10 +50 7.1882 10.33 Q V
10 +55 7.2598 10.40 Q V
11+ 0 7.3319 10.46 Q V
11+ 5 7.4043 10.52 Q V
i iii 11 +10 7.4772 10.59 Q V
11 +15 7.5506 10.65 Q V
11 +20 7.6244 10.72 Q V
ii 11 +25 7.6987 10.79 Q V
11 +30 7.7735 10.86 Q V
11 +35 7.8488 10.93 Q V
,,, 11 +40 7.9246 11.01 Q V
;ii 11 +45 8.0010 11.08 Q V
20 11 +50 8.0778 11.16 Q V
12+ 5 8.3114 11.34 Q V
ti 12 +10 8.3876 11.06 Q V
MI 12 +15 8.4599 10.50 Q V
12 +20 8.5295 10.11 Q V
"7 12 +25 8.5984 10.00 Q V
12 +30 8.6675 10.03 Q V
12 +35 8.7372 10.12 Q V
p. 12 +40 8.8075 10.22 Q V
ii 12 +45 8.8787 10.33 Q V
12 +50 8.9506 10.44 Q V
12 +55 9.0234 10.57 Q V
w 13+ 0 9.0971 10.70 Q V
II 13+ 5 9.1717 10.83 Q V
13 +10 9.2472 10.97 Q V
13 +15 9.3238 11.12 Q V
II 13 +20 9.4014 11.27 Q V
13 +25 9.4800 11.42 Q V
13 +30 9.5599 11.59 Q V
fa 13 +35 9.6408 11.76 Q V
mi 13 +40 9.7231 11.94 Q V
13 +45 9.8066 12.13 Q V
r 13 +50 9.8915 12.33 Q V
Ai 13 +55 9.9778 12.54 Q V
14+ 0 10.0657 12.76 Q V
pe 14+ 5 10.1551 12.99 Q V
ii 14 +10 10.2464 13.24 Q V
14 +15 10.3395 13.52 Q V
14 +20 10.4346 13.81 Q V
14 +25 10.5317 14.11 Q V
ill 14 +30 10.6311 14.43 Q V
14 +35 10.7327 14.76 Q V
!! 14 +40 10.8369 15.13 Q V
if 14 +45 10.9439 15.52 Q V
14 +50 11.0537 15.95 Q V
OR 14 +55 11.1668 16.42 Q V
r 15+ 0 11.2834 16.93 Q V
15+ 5 11.4039 17.50 Q V
15 +10 11.5288 18.13 Q V
r 15 +15 11.6585 18.83 Q V
15 +20 11.7937 19.63 Q V
15 +25 11.9339 20.36 Q V
15 +30 12.0742 20.38 Q V
15 +35 12.2106 19.80 Q V
15 +40 12.3478 19.92 Q V
15 +45 12.4940 21.24 Q V
15 +50 12.6561 23.54 Q V
15 +55 12.8450 27.42 Q V
16+ 0 13.0901 35.58 Q V
16+ 5 13.4932 58.54 Q V
II 16 +10 14.2490 109.73 Q V
16 +15 15.2449 144.60 V Q
pi 16 +20 16.0150 111.82 Q V
16 +25 16.4397 61.66 Q V
16 +30 16.6929 36.77 Q V
16 +35 16.8719 25.99 Q V
16 +40 17.0329 23.38 Q V
16 +45 17.1740 20.49 Q V
16 +50 17.2991 18.16 Q V
• 16 +55 17.4157 16.93 Q V
ii 17+ 0 17.5256 15.96 Q V
17+ 5 17.6299 15.14 Q V
i: 17 +10 17.7291 14.41 Q V
17 +15 17.8241 13.78 Q IV
17 +20 17.9152 13.23 4 V
17 +35 18.1699 11.93 Q V
PA
17 +40 18.2496 11.57 Q V
BE 17 +45 18.3270 11.25 Q V
17 +50 18.4025 10.96 Q V
77 17 +55 18.4761 10.68 Q V
bi 18+ 0 18.5479 10.43 Q V
18+ 5 18.6186 10.26 Q V
18 +10 18.6903 10.41 Q V
i 18 +15 18.7651 10.86 Q V
18 +20 18.8420 11.17 Q V
18 +25 18.9192 11.20 Q V
'; 18 +30 18.9957 11.11 Q V
18 +35 19.0713 10.98 Q V
18 +40 19.1460 10.84 Q V
18 +45 19.2197 10.71 Q V
iii 18 +50 19.2926 10.58 Q V
18 +55 19.3645 10.45 Q V
p„ 19+ 0 19.4356 10.32 Q V
'„ 19+ 5 19.5059 10.21 Q V
U. 19 +10 19.5754 10.09 Q V
19 +15 19.6442 9.99 Q V
ri 19 +20 19.7123 9.88 Q V
19 +25 19.7796 9.78 Q V
19 +30 19.8463 9.68 Q V
I; 19 +35 19.9124 9.59 Q V
19 +40 19.9778 9.50 Q V
19 +45 20.0427 9.41 Q V
19 +50 20.1069 9.33 Q V
19 +55 20.1706 9.25 Q V
20+ 0 20.2338 9.17 Q V
20+ 5 20.2964 9.09 Q V
fl 20 +10 20.3585 9.02 Q V
ii 20 +15 20.4201 8.95 Q V
20 +20 20.4812 8.88 Q V
i mi 20 +25 20.5419 8.81 Q V
20 +30 20.6021 8.74 Q V
20 +35 20.6619 8.68 Q V
20 +40 20.7212 8.61 Q V
i: 20 +45 20.7801 8.55 Q V
20 +50 20.8386 8.49 Q V
20 +55 20.8967 8.43 Q V
ii 21+ 0 20.9544 8.38 Q V
21+ 5 21.0117 8.32 Q V
21 +10 21.0686 8.27 Q V
21 +15 21.1252 8.22 Q V
21+20 21.1814 8.16 Q V
21 +25 21.2373 8.11 Q V
21 +30 21.2929 8.06 Q V
7 " 21 +35 21.3481 8.02 Q V
tit 21 +40 21.4029 7.97 Q V
21 +45 21.4575 7.92 Q V
r 21 +50 21.5118 . 7.88 Q V
21 +55 21.5657 7.83 Q V
22+ 0 21.6193 7.79 Q V
22+ 5 21.6727 7.75 Q V
ii 22 +10 21.7258 7.71 Q V
22 +15 21.7786 7.66 Q V
22 +20 21.8311 7.62 Q V
r 22 +25 21.8833 7.58 Q V
22 +30 21.9353 7.55 Q V
22 +35 21.9870 7.51 Q V
i: 22 +40 22.0384 7.47 Q V
22 +45 22.0896 7.43 Q V
22 +50 22.1406 7.40 Q V
w•
23+ 5 22.2920 7.29 Q V
ti 23 +10 22.3420 7.26 Q V
NI 23 +15 22.3918 7.23 Q V
23 +20 22.4413 7.19 Q V
77 23 +25 22.4906 7.16 Q V
i 23 +30 22.5397 7.13 Q V
23 +35 22.5886 7.10 Q V
i: 23 +40 22.6373 7.07 Q V
23 +45 22.6858 7.04 Q V
23 +50 22.7341 7.01 Q V
23 +55 22.7822 6.98 Q V
ii 24+ 0 22.8301 6.95 Q V
24+ 5 22.8761 6.68 Q V
24 +10 22.9127 5.32 Q V
ii 24 +15 22.9331 2.95 Q V
24 +20 22.9411 1.17 Q V
24 +25 22.9440 0.42 Q V
,,,, 24 +30 22.9450 0.15 Q V
Iti 24 +35 22.9455 0.08 Q V
gli 24 +40 22.9457 0.02 Q V
L
Li
....,
it:i
iii
tiii
,
0.,
or,
ii
L
APPENDIX D
FIOOD ROUTING
JN965023.[131,5] 14293D.T
15 February 1997
� .
A
iii
FLOOD HYDROGRAPH ROUTING PROGRAM
"'"'" Copyright (c) CIVILCADD /CIVILDESIGN, 1991
kg Study date: 1/24/97
I"
Li
A Tract 14293 Offsite & Onsite Drainage Impacting Baseline at Hemlock
id Developed Condition Tract + 17.5 Acres to North East
City of Fontana, County of San Bernardino Routing Study
mmo 100 Year Event FN= 293RTE.100 L =131,5 (Condition AMC III)
1 1; * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
MR
$' From study /file name: 293uhy.rte
Ifwi ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 296
Pr" Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 144.6 (CFS)
Total volume = 22.95 (Ac.Ft)
r Status of hydrographs being held in storage
Is Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
r., Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
e-
i i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 0.000 to Point /Station 0.000
P , * * ** RETARDING BASIN ROUTING * * **
i
User entry of depth- outflow - storage data
E: Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Pm Initial depth in storage basin = 0.00(Ft.)
i
Initial basin depth = 0.00 (Ft.)
PAR
alli Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
pm
ii Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2)
- (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
hi 0.000 0.000 0.000 0.000 0.000
1.000 0.230 4.000 0.216 0.244
2.000 1.322 6.900 1.298 1.346
ii 3.000 4.413 10.500 4.377 4.449
4.000 6.960 11.200 6.921 6.999
* 4.750 9.380 11.600 9.340 9.420
iii
Hydrograph Detention Basin Routing
[4p Graph values: 'I'= unit inflow; '0'= outflow at time shown
(Hours) (CFS) (CFS) (Ac.Ft) .0 36.2 72.3 108.5 144.6 (Ft.)
o f 0.083 0.2 0.0 0.001 0 0.0
Es 0.167 1.6 0.1 0.007 0 0.0
0.250 4.0 0.4 0.024 0 0.1
'�T'�" 0.333 5.8 0.9 0.053 OI 0.2
® 0.417 6.6 1.5 0.087 OI 0.4
0.500 6.9 2.1 0.121 OI 0.5
0.583 6.9 2.6 0.152 OI 0.7
i i 0.667 7.0 3.1 0.180 OI 0.8
0.750 7.0 3.6 0.206 OI 0.9
0.833 7.1 4.0 0.228 OI 1.0
i 0.917 7.1 4.1 0.249 OI 1.0
1.000 7.1 4.1 0.270 OI 1.0
1.083 7.1 4.2 0.290 OI 1.1
1.167 7.1 4.2 0.310 OI 1.1
ii 1.250 7.1 4.3 0.330 OI 1.1 '
1.333 7.1 4.3 0.350 OI 1.1
1.417 7.2 4.4 0.369 OI 1.1
ki 1.500 7.2 4.4 0.388 OI 1.1
ea 1.583 7.2 4.5 0.407 OI 1.2
1.667 7.2 4.5 0.426 0 1.2
11 1.750 7.2 4.6 0.444 0 1.2
lig x 1.833 7.2 4.6 0.462 0 1.2
1.917 7.3 4.7 0.480 0 1.2
pia 2.000 7.3 4.7 0.498 0 1.2
2.083 7.3 4.8 0.515 0 1.3
2.167 7.3 4.8 0.533 0 1.3
2.250 7.3 4.8 0.550 0 1.3
i: p 2.333 7.3 4.9 0.567 0 1.3
2.417 7.3 4.9 0.583 0 1.3
2.500 7.4 5.0 0.600 0 1.3
2.583 7.4 5.0 0.616 0 1.4
ii 2.667 7.4 5.1 0.632 0 1.4
2.750 7.4 5.1 0.648 0 1.4
r 2.833 7.4 5.2 0.664 0 1.4
2.917 7.4 5.2 0.680 0 1.4
3.000 7.5 5.2 0.695 0 1.4
3.083 7.5 5.3 0.710 0 1.4
i: 3.167 7.5 5.3 0.725 0 1.5
3.250 7.5 5.4 0.740 0 1.5
3.333 7.5 5.4 0.755 0 1.5
r 3.417 7.6 5.4 0.770 0 1.5
_€ 3.500 7.6 5.5 0.784 0 1.5
3.583 7.6 5.5 0.799 0 1.5
3.667 7.6 5.5 0.813 0 1.5
ill 3.750 7.6 5.6 0.827 0 1.5
IN 3.833 7.6 5.6 0.841 0 1.6
3.917 7.7 5.7 0.855 0 1.6
: 4.000 7.7 5.7 0.869 0 1.6
ill 4.083 7.7 5.7 0.882 0 1.6
4.167 7.7 5.8 0.896 0 1.6
p, 4.250 7.7 5.8 0.909 0 1.6
4.333 7.8 5.8 0.923 0 1.6
4.417 7.8 5.9 0.936 0 1.6
4.500 7.8 5.9 0.949 0 1.7
i: 4.583 7.8 5.9 0.962 0 1.7
4.667 7.8 6.0 0.975 0 1.7
4.750 7.9 6.0 0.988 0 1.7
r"' 4.833 7.9 6.0 1.000 0 1.7
4.917 7.9 6.1 1.013 0 1.7
5.000 7.9 6.1 1.026 0 1.7
5.083 8.0 6.1 1.038 0 1.7
E 5.167 8.0 6.2 1.050 0 1.8
5.250 8.0 6.2 1.063 0 1.8
a k
5.500 8.1 6.3 1.099 0 1.8
5.583 8.1 6.3 1.111 0 1.8
5.667 8.1 6.4 1.123 0 1.8
5.750 8.1 6.4 1.135 0 1.8
r 5.833 8.2 6.4 1.147 0 1.8
5.917 8.2 6.5 1.159 0 1.9
6.000 8.2 6.5 1.171 0 1.9
I p m 6.083 8.2 6.5 1.183 0 1.9
6.167 8.3 6.6 1.194 0 1.9
6.250 8.3 6.6 1.206 0 1.9
6.333 8.3 6.6 1.218 0 1.9
i; 6.417 8.3 6.7 1.229 0 1.9
6.500 8.4 6.7 1.241 0 1.9
6.583 8.4 6.7 1.252 0 1.9
rm 6.667 8.4 6.7 1.264 0 1.9
6.750 8.4 6.8 1.275 0 2.0
6.833 8.5 6.8 1.287 0 2.0
0 , 6.917 8.5 6.8 1.298 0 2.0
il 7.000 8.5 6.9 1.310 0 2.0
7.083 8.6 6.9 1.321 0 2.0
7.167 8.6 6.9 1.332 0 2.0
C 7.250 8.6 6.9 1.344 0 2.0
li 7.333 8.6 6.9 1.356 0 2.0
7.417 8.7 7.0 1.367 0 2.0
,r. 7.500 8.7 7.0 1.379 0 2.0
ii 7.583 8.7 7.0 1.391 0 2.0
7.667 8.8 7.0 1.403 0 2.0
7.750 8.8 7.0 1.416 0 2.0
I: 7.833 8.8 7.0 1.428 0 2.0
7.917 8.9 7.0 1.441 0 2.0
8.000 8.9 7.1 1.453 0 2.0
8.083 8.9 7.1 1.466 0 2.0
ii 8.167 9.0 7.1 1.479 0 2.1
8.250 9.0 7.1 1.492 0 2.1
8.333 9.0 7.1 1.505 0 2.1
i: 8.417 9.1 7.1 1.518 OI 2.1
8.500 9.1 7.1 1.531 OI 2.1
8.583 9.1 7.2 1.545 OI 2.1
I: 8.667 9.2 7.2 1.559 OI 2.1
8.750 9.2 7.2 1.573 OI 2.1
8.833 9.2 7.2 1.587 OI 2.1
8.917 9.3 7.2 1.601 OI 2.1
i 9.000 9.3 7.2 1.615 OI 2.1
9.083 9.4 7.3 1.629 OI 2.1
9.167 9.4 7.3 1.644 OI 2.1
ii 9.250 9.4 7.3 1.659 OI 2.1
9.333 9.5 7.3 1.674 OI 2.1
9.417 9.5 7.3 1.689 OI 2.1
9.500 9.6 7.3 1.704 OI 2.1
il 9.583 9.6 7.4 1.719 OI 2.1
9.667 9.7 7.4 1.735 OI 2.1
9.750 9.7 7.4 1.751 OI 2.1
9.833 9.8 7.4 1.767 OI 2.1
9.917 9.8 7.4 1.783 OI 2.1
10.000 9.9 7.5 1.800 OI 2.2
10.083 9.9 7.5 1.816 OI 2.2
10.167 10.0 7.5 1.833 OI 2.2
10.250 10.0 7.5 1.850 OI 2.2
10.333 10.1 7.5 1.867 OI 2.2
'10.417 10.1 7.6 1.885 OI 2.2
10.500 10.2 7.6 1.902 OI 2.2
10.583 10.2 7.6 1.920 OI 2.2
X10.667 10.3 7.6 1.938 OI 2.2
10.750 10.3 7.6 1.957 OI 2.2
«wr-
11.000 10.5 7.7 2.013 OI 2.2
X11.083 10.6 7.7 2.033 OI 2.2
11.167 10.6 7.8 2.053 OI 2.2
11.250 10.7 7.8 2.073 OI 2.2
11.333 10.8 7.8 2.093 OI 2.2
`11.417 10.8 7.8 2.113 OI 2.3
11.500 10.9 7.8 2.134 OI 2.3
,11.583 11.0 7.9 2.155 O I 2.3
L11.667 11.0 7.9 2.177 OI 2.3
11.750 11.1 7.9 2.199 OI 2.3
11.833 11.2 7.9 2.221 OI 2.3
11.917 11.3 8.0 2.244 OI 2.3
12.000 11.4 8.0 2.267 OI 2.3
12.083 11.4 8.0 2.290 OI 2.3
0112.167 11.0 8.1 2.311 OI 2.3
'112.250 10.4 8.1 2.329 OI 2.3
12.333 9.9 8.1 2.343 OI 2.3
12.417 9.8 8.1 2.355 OI 2.3
1; 12.500 9.8 8.1 2.367 OI 2.3
12.583 9.9 8.1 2.378 OI 2.3
12.667 10.0 8.1 2.391 OI 2.3
12.750 10.1 8.2 2.403 OI 2.3
1112.833 10.2 8.2 2.417 OI 2.4
12.917 10.3 8.2 2.431 OI 2.4
13.000 10.4 8.2 2.446 OI 2.4
13.083 10.6 8.2 2.461 OI 2.4
13.167 10.7 8.2 2.478 OI 2.4
13.250 10.8 8.3 2.495 OI 2.4
13.333 11.0 8.3 2.513 OI 2.4
13.417 11.1 8.3 2.532 OI 2.4
13.500 11.3 8.3 2.552 OI 2.4
13.583 11.5 8.4 2.573 OI 2.4
13.667 11.7 8.4 2.595 OI 2.4
13.750 11.8 8.4 2.619 OI 2.4
13.833 12.0 8.4 2.643 OI 2.4
13.917 12.2 8.5 2.668 OI 2.4
14.000 12.5 8.5 2.695 OI 2.4
14.083 12.7 8.5 2.723 OI 2.5
1114.167 12.9 8.6 2.752 OI 2.5
1114.250 13.2 8.6 2.783 OI 2.5
14.333 13.5 8.6 2.816 OI 2.5
14.417 13.8 8.7 2.850 0 I 2.5
14.500 14.1 8.7 2.887 0 I 2.5
14.583 14.5 8.8 2.925 0 I 2.5
14.667 14.8 8.8 2.965 0 I 2.5
j 14.750 15.2 8.9 3.008 0 I 2.5
14.833 15.6 8.9 3.053 0 I 2.6
14.917 16.1 9.0 3.100 0 I 2.6
!115.000 16.6 9.0 3.151 0 I 2.6
1115.083 17.2 9.1 3.205 OI 2.6
15.167 17.8 9.2 3.263 OI 2.6
11 15.250 18.5 9.2 3.324 0 I 2.6
15.333 19.3 9.3 3.391 0 I 2.7
15.417 20.0 9.4 3.462 0 I 2.7
15.500 20.1 9.5 3.535 0 I 2.7
1115.583 19.7 9.6 3.607 0 I 2.7
15.667 19.9 9.6 3.677 0 I 2.8
15.750 21.2 9.7 3.752 0 I 2.8
. 23.5 9.8 3 .838 0 I 2.8
1115.917 27.4 10.0 3.946 0 I 2.8
16.000 35.6 10.1 4.093 0 I 2.9
16.083 58.5 10.4 4.347 0 I 3.0
16.167 109.7 10.6 4.854 0 I 3.2
16.250 144.6 10.8 5.656 0 1 I 3.5
16.500 36.7 11.2 7.245 0 I 4.1
16.583 25.8 11.3 7.383 0 I 4.1
16.667 23.1 11.3 7.474 0 I 4.2
16.750 20.2 11.3 7.545 0 I 4.2
.16.833 17.9 11.3 7.598 OI 4.2
16.917 16.6 11.3 7.639 OI 4.2
17.000 15.7 11.3 7.672 OI 4.2
E 17.083 14.8 11.3 7.699 OI 4.2
17.167 14.1 11.3 7.721 OI 4.2
17.250 13.5 11.3 7.738 0 4.2
17.333 12.9 11.3 7.751 0 4.2
17.417 12.5 11.3 7.760 0 4.2
17.500 12.0 11.3 7.766 0 4.2
17.583 11.6 11.3 7.770 0 4.3
17.667 11.3 11.3 7.771 0 4.3
17.750 11.0 11.3 7.769 0 4.3
17.833 10.7 11.3 7.766 0 4.2
17.917 10.4 11.3 7.761 0 4.2
11 18.000 10.2 11.3 7.753 0 4.2
18.083 10.0 11.3 7.745 0 4.2
18.167 10.2 11.3 7.736 0 4.2
1118.250 10.8 11.3 7.731 0 4.2
1118.333 11.1 11.3 7.728 0 4.2
18.417 11.2 11.3 7.727 0 4.2
11 18.500 11.1 11.3 7.726 0 4.2
18.583 11.0 11.3 7.724 0 4.2
18.667 10.9 11.3 7.722 0 4.2
18.750 10.8 11.3 7.718 0 4.2
‚ 18.83310.6 11.3 7.714 0 4.2
18.917 10.5 11.3 7.708 0 4.2
19.000 10.4 11.3 7.702 0 4.2
19.083 10.3 11.3 7.695 0 4.2
1119.167 10.2 11.3 7.688 0 4.2
19.250 10.0 11.3 7.679 0 4.2
5 19.333 9.9 11.3 7.670 0 4.2
19.417 9.8 11.3 7.660 0 4.2
19.500 9.7 11.3 7.650 0 4.2
19.583 9.7 11.3 7.639 0 4.2
119.667 9.6 11.3 7.627 0 4.2
19.750 9.5 11.3 7.615 0 4.2
19.833 9.4 11.3 7.602 0 4.2
11 19.917 9.3 11.3 7.589 0 4.2
20.000 9.2 11.3 7.575 0 4.2
20.083 9.2 11.3 7.560 0 4.2
20.167 9.1 11.3 7.545 0 4.2
11 20.250 9.0 11.3 7.530 I0 4.2
20.333 9.0 11.3 7.514 I0 4.2
20.417 8.9 11.3 7.498 I0 4.2
I 20.500 8.8 11.3 7.481 I0 4.2
1120.583 8.8 11.3 7.464 I0 4.2
20.667 8.7 11.3 7.446 I0 4.2
11 20.750 8.6 11.3 7.428 I0 4.1
20.833 8.6 11.3 7.410 I0 4.1
20.917 8.5 11.3 7.391 I0 4.1
21.000 8.5 11.3 7.372 I0 4.1
‚ 21.0838.4 11.3 7.352 I0 4.1
21.167 8.4 11.3 7.333 I0 4.1
21.250 8.3 11.3 7.312 I0 4.1
21.333 8.3 11.3 7.292 I0 4.1
21.417 8.2 11.3 7.271 I0 4.1
21.500 8.2 11.2 7.250 I0 4.1
21.583 8.1 11.2 7.228 I0 4.1
21.667 8.1 11.2 7.207 I0 4.1
21.750 8.0 11.2 7.185 I0 4.1
4.
22.000 7.9 11.2 7.117 I0 4.0
22.083 7.8 11.2 7.094 I0 4.0
61122.167 7.8 11.2 7.070 I0 4.0
22.250 7.8 11.2 7.047 I0 4.0
"22.333 7.7 11.2 7.023 I0 4.0
6022.417 7.7 11.2 6.998 I0 4.0
22.500 7.6 11.2 6.974 I0 4.0
E 22.583 7.6 11.2 6.949 I0 4.0
22.667 7.6 11.2 6.925 I0 4.0
22.750 7.5 11.2 6.900 I0 4.0
22.833 7.5 11.2 6.874 I0 4.0
PR
0,422.917 7.5 11.2 6.849 I0 4.0
23.000 7.4 11.2 6.823 I0 3.9
23.083 7.4 11.2 6.797 I0 3.9
11423.167 7.4 11.1 6.771 I0 3.9
1123.250 7.3 11.1 6.745 I0 3.9
23.333 7.3 11.1 6.719 I0 3.9
23.417 7.3 11.1 6.692 I0 3.9
;11 23.500 7.2 11.1 6.666 I0 3.9
23.583 7.2 11.1 6.639 I0 3.9
23.667 7.2 11.1 6.612 I0 3.9
23.750 7.1 11.1 6.585 I0 3.9
23.833 7.1 11.1 6.557 I0 3.8
23.917 7.1 11.1 6.530 I0 3.8
24.000 7.1 11.1 6.502 I0 3.8
24.083 6.8 11.1 6.474 I0 3.8
24.167 5.4 11.1 6.439 I0 3.8
24.250 3.0 11.0 6.392 I 0 3.8
X 24.333 1.2 11.0 6.331 I 0 3.8
24.417 0.4 11.0 6.260 I 0 3.7
24.500 0.1 11.0 6.187 I 0 3.7
724.583 0.1 11.0 6.112 I 0 3.7
1104.667 0.0 10.9 6.037 I 0 3.6
24.750 0.0 10.9 5.961 I 0 3.6
p 0.0 10.9 5.886 I 0 3.6
24.917 0.0 10.9 5.811 I 0 3.5
25.000 0.0 10.9 5.736 I 0 3.5
25.083 0.0 10.8 5.662 I 0 3.5
X 25.167 0.0 10.8 5.587 I 0 3.5
25.250 0.0 10.8 5.512 I 0 3.4
25.333 0.0 10.8 5.438 I 0 3.4
11 25.417 0.0 10.8 5.364 I 0 3.4
25.500 0.0 10.7 5.290 I 0 3.3
25.583 0.0 10.7 5.216 I 0 3.3
25.667 0.0 10.7 5.142 I 0 3.3
j 25.750 0.0 10.7 5.069 I 0 3.3
25.833 0.0 10.7 4.995 I 0 3.2
25.917 0.0 10.6 4.922 I 0 3.2
2126.000 0.0 10.6 4.849 I 0 3.2
1126.083 0.0 10.6 4.776 I 0 3.1
26.167 0.0 10.6 4.703 I 0 3.1
26.250 0.0 10.6 4.630 I 0 3.1
26.333 0.0 10.5 4.557 I 0 3.1
26.417 0.0 10.5 4.485 I 0 3.0
26.500 0.0 10.5 4.412 I 0 3.0
26.583 0.0 10.4 4.340 I 0 3.0
26.667 0.0 10.3 4.269 I 0 3.0
26.750 0.0 10.2 4.198 I 0 2.9
j 26.833 0.0 10.2 4.128 I 0 2.9
1126.917 0.0 10.1 4.058 I 0 2.9
27.000 0.0 10.0 3.989 I 0 2.9
27.083 0.0 9.9 3.920 I 0 2.8
.27.167 0.0 9.8 3.852 I 0 2.8
27.250 0.0 9.8 3.784 I 0 2.8
i
27.500 0.0 9.5 3.585 I 0 2.7
27.583 0.0 9.5 3.520 I 0 2.7
27.667 0.0 9.4 3.455 I 0 2.7
27.750 0.0 9.3 3.390 I 0 2.7
27.833 0.0 9.2 3.326 I 0 2.6
27.917 0.0 9.2 3.263 I 0 2.6
28.000 0.0 9.1 3.200 I 0 2.6
28.083 0.0 9.0 3.138 IO 2.6
28.167 0.0 8.9 3.076 IO 2.6
28.250 0.0 8.9 3.015 IO 2.5
28.333 0.0 8.8 2.954 IO 2.5
11 28.417 0.0 8.7 2.894 IO 2.5
28.500 0.0 8.7 2.834 IO 2.5
28.583 0.0 8.6 2.774 IO 2.5
28.667 0.0 8.5 2.715 IO 2.5
1128.750 0.0 8.5 2.657 IO 2.4
28.833 0.0 8.4 2.599 IO 2.4
28.917 0.0 8.3 2.541 IO 2.4
11 29.000 0.0 8.3 2.484 IO 2.4
29.083 0.0 8.2 2.428 IO 2.4
29.167 0.0 8.1 2.371 IO 2.3
I 29.250 0.0 8.1 2.316 IO 2.3
1129.333 0.0 8.0 2.260 IO 2.3
29.417 0.0 7.9 2.206 IO 2.3
I 29.500 0.0 7.9 2.151 IO 2.3
1129.583 0.0 7.8 2.097 IO 2.3
29.667 0.0 7.7 2.044 IO 2.2
29.750 0.0 7.7 1.991 IO 2.2
11 29.833 0.0 7.6 1.938 IO 2.2
29.917 0.0 7.6 1.886 IO 2.2
30.000 0.0 7.5 1.834 IO 2.2
I 30.083 0.0 7.4 1.783 IO 2.1
30.167 0.0 7.4 1.732 IO 2.1
30.250 0.0 7.3 1.681 IO 2.1
30.333 0.0 7.3 1.631 IO 2.1
430.417 0.0 7.2 1.581 IO 2.1
30.500 0.0 7.1 1.532 IO 2.1
30.583 0.0 7.1 1.483 IO 2.1
30.667 0.0 7.0 1.434 IO 2.0
30.750 0.0 7.0 1.386 IO 2.0
30.833 0.0 6.9 1.338 IO 2.0
•
,.30.917 0.0 6.8 1.291 IO 2.0
31.000 0.0 6.7 1.244 IO 1.9
31.083 0.0 6.6 1.198 IO 1.9
31.167 0.0 6.5 1.153 IO 1.8
1 131.250 0.0 6.3 1.109 IO 1.8
31.333 0.0 6.2 1.066 IO 1.8
31.417 0.0 6.1 1.024 IO 1.7
I 31.500 0.0 6.0 0.982 IO 1.7
1131.583 0.0 5.9 0.941 IO 1.7
31.667 0.0 5.8 0.901 IO 1.6
11 31.750 0.0 5.7 0.861 IO 1.6
31.833 0.0 5.6 0.823 IO 1.5
31.917 0.0 5.5 0.785 IO 1.5
32.000 0.0 5.4 0.747 IO 1.5
11 32.083 0.0 5.3 0.711 IO 1.4
32.167 0.0 5.2 0.675 IO 1.4
32.250 0.0 5.1 0.639 IO 1.4
j 32.333 0.0 5.0 0.605 IO 1.3
1132.417 0.0 4.9 0.571 IO 1.3
32.500 0.0 4.8 0.537 IO 1.3
32.583 0.0 4.7 0.504 IO 1.3
432.667 0.0 4.6 0.472 IO 1.2
32.750 0.0 4.6 0.440 IO 1.2
33.000 0.0 4.3 0.349 0 1.1
33.083 0.0 4.2 0.319 0 1.1
33.167 0.0 4.2 0.290 0 1.1
33.250 0.0 4.1 0.262 0 1.0
r33.333 0.0 4.0 0.234 0 1.0
1 0.0 3.6 0.208 0 0.9
33.500 0.0 3.2 0.184 0 0.8
,,33.583 0.0 2.8 0.163 0 0.7
X33.667 0.0 2.5 0.145 0 0.6
33.750 0.0 2.2 0.129 0 0.6
33.833 0.0 2.0 0.114 0 0.5
33.917 0.0 1.8 0.101 0 0.4
34.000 0.0 1.6 0.090 0 0.4
34.083 0.0 1.4 0.080 0 0.3
34.167 0.0 1.2 0.071 0 0.3
34.250 0.0 1.1 0.063 0 0.3
34.333 0.0 1.0 0.056 0 0.2
34.417 0.0 0.9 0.049 0 0.2
34.500 0.0 0.8 0.044 0 0.2
34.583 0.0 0.7 0.039 0 0.2
34.667 0.0 0.6 0.034 0 0.1
:34.750 0.0 0.5 0.030 0 0.1
04.833 0.0 0.5 0.027 0 0.1
34.917 0.0 0.4 0.024 0 0.1
35.000 0.0 0.4 0.021 0 0.1
35.083 0.0 0.3 0.019 0 0.1
35.167 0.0 0.3 0.017 0 0.1
35.250 0.0 0.3 0.015 0 0.1
E 35.333 0.0 0.2 0.013 0 0.1
35.417 0.0 0.2 0.012 0 0.1
35.500 0.0 0.2 0.010 0 0.0
35.583 0.0 0.2 0.009 0 0.0
: 35.667 0.0 0.1 0.008 0 0.0
35.750 0.0 0.1 0.007 0 0.0
35.833 0.0 0.1 0.006 0 0.0
1 435.917 0.0 0.1 0.006 0 0.0
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
i: Number of intervals = 431
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 11.3 (CFS)
ii Total volume = 22.94 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ii
Po
II
Pot
g
OR
loi
40
hi
APPENDIX E
HYDRAULIC CALCULATIONS
E
JN965023.C131,5] 14293E.T
15 February 1997
STREET HYDRAULIC CALCULATION TRACT 14293
0. PLUMROSE STREET - STATION 11 +00.00
1
*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
^ * * * * ** CHANNEL FLOW CALCULATIONS * * * * **
*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
o ,,,, CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .006100 (Ft. /Ft.) = .6100 a
1 � Given Flow Rate = 70.74 Cubic Feet /Second
f ' * ** OPEN CHANNEL FLOW - STREET FLOW * **
Pm Street Slope (Ft. /Ft.) = .0061
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 18.00
Distance From Crown to Crossfall Grade Break (Ft.) = 16.50
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
1: Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 12.00
Slope from curb to property line (Ft. /Ft.) = .020
t ,.. Depth of flow = .625 (Ft.)
Average Velocity = 4.41 (Ft. /Sec.)
Channel flow top width = 18.00 (Ft.)
L NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN
Streetflow Hydraulics :
00‘ Halfstreet Flow Width(Ft.) = 18.00
Flow Velocity(Ft. /Sec.) = 4.41 Depth *Velocity = 2.76
Flow rate of street channel (CFS) = 70.74
eft
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 18.55
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.947
Subchannel Critical Flow Area(Sq. Ft.) = 8.96
Froude Number Calculated = 1.001
Subchannel Critical Depth = .678
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 18.55
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.947
Subchannel Critical Flow Area(Sq. Ft.) = 8.96
Froude Number Calculated = 1.001
Subchannel Critical Depth = .678
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
rt
pm
0
i: * * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS- SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .63 Feet ,= "W"
iml
III STREET
depth for Channel No.1= ET FLOW CROSS SECTION
.68 Feet = "c"
Critical depth for Channel No.2= .68 Feet , = "c"
E .00 X (Feet) Y(Feet) Y- Axis - - >0. .2 .5 .7 .9
.91 X
1 .00 .89 X
2.00 .87 X
3.00 .85 X
4.00 .83 X
5.00 .81 X
6.00 .79 X
7.00 .77 X
8.00 .75 X
9.00 .73 X
10.00 .71 X
11.00 .69 X
12.00 .67 X '
13.00 .02 X W c
14.00 .04 X W c
15.00 .06 X W c
16.00 .08 X W c
ii 17.00 .10 X W c
18.00 .12 X W c
19.00 .14 X W c
20.00 .16 X W c
P
21.00 .18 X W c
22.00 .20 X W c
23.00 .22 X W c
24.00 .24 X W c
25.00 .26 X W c
26.00 .28 X W c
E 27.00 .30 X W c
28.00 .32 X W c
29.00 .34 X W c
i: 30.00 .36 X W c
31.00 .34 X W c
32.00 .32 X W c
33.00 .30 X W c
34.00 .28 X W c
""" 35.00 .26 X W c
ii 36.00 .24 X W c
37.00 .22 X W c
38.00 .20 X W c
39.00 .18 X W c
40.00 .16 X W c
41.00 .14 X W c
42.00 .12 X W c
43.00 .10 X W c
44.00 .08 X W c
45.00 .06 X W C
46.00 .04 X W c
47.00 .02 X W c
ii 48.00 .00 X W c
49.00 .69 X
50.00 .71 X
51.00 .73 X
52.00 .75 X
53.00 .77 X
54.00 .79 X
55.00 .81 X
56.00 .83 X
IR
57.00 .85 X
ii 58.00 .87 X
59.00 .89 X
60.00 .91 X
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
ii FN= 142937.T JN965023
L131,5 DSK 12 15 February 1997
ii
ai STREET HYDRAULIC CALCULATION TRACT 14293
'" BEARTREE STREET - STATION 13 +00.00
*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** CHANNEL FLOW CALCULATIONS * * * * **
I *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .009800 (Ft. /Ft.) = 9800
Given Flow Rate = 61.80 Cubic Feet /Second
i; * ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0098
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 18.00
Distance From Crown to Crossfall Grade Break (Ft.) = 16.50
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) .020
Number of Halfstreets Carrying Runoff = 2
r"' Distance from curb to property line (Ft.) = 12.00
Scope from curb to property line (Ft. /Ft.) = .020
Depth of flow = .536 (Ft.)
Average Velocity = 4.83 (Ft. /Sec.)
Channel flow top width = 18.00 (Ft.)
NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN
Om
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 18.00
gig Flow Velocity(Ft. /Sec.) = 4.83 Depth *Velocity = 2.59
Flow rate of street channel (CFS) = 61.80
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 18.00
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.808
Subchannel Critical Flow Area(Sq. Ft.) = 8.12
Froude Number Calculated = .999
Subchannel Critical Depth = .631
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 18.00
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.808
Subchannel Critical Flow Area(Sq. Ft.) = 8.12
Froude Number Calculated = .999
Subchannel Critical Depth = .631
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
ii * * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS- SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .54 Feet ,= "W"
STREET FLOW CROSS SECTION
li Critical depth for Channel No.1= .63 Feet , = "c"
Critical depth for Channel No.2= .63 Feet , = "c"
X (Feet) Y(Feet) Y- Axis - - >0. .2 .5 .7 .9
A
Illi .00 .91 X
1.00 .89 X
2.00 .87 X
3.00 .85 X
1: 4.00 .83 X
5.00 .81 X
6.00 .79 X
7.00 .77 X
8.00 .75 X
9.00 .73 X
10.00 .71 X
11.00 .69 X
12.00 .67 X
ii 13.00 .02 X W c
14.00 .04 X W c
15.00 .06 X W c
16.00 .08 X W c
li 17.00 .10 X W c
18.00 .12 X W c
19.00 .14 X W c
20.00 .16 X W c
21.00 .18 X W c
ii 22.00 .20 X W c
23.00 .22 X W c
24.00 .24 X W c
25.00 .26 X W c
i: 26.00 .28 X W c
27.00 .30 X W c
28.00 .32 X W c
29.00 .34 X W c
30.00 .36 X W c
ri 31.00 .34 X W c
32.00 .32 X W c
33.00 .30 X W c
34.00 .28 X W c
r 35.00 .26 X W c
36.00 .24 X W c
37.00 .22 X W c
38.00 .20 X W c
39.00 .18 X W c
li 40.00 .16 X W c
41.00 .14 X W c
42.00 .12 X W c
43.00 .10 X W c
II 44.00 .08 X W c
45.00 .06 X W c
46.00 .04 X W c
47.00 .02 X W c
48.00 .00 X W c
49.00 .69 X
50.00 .71 X
51.00 .73 X
52.00 .75 X
53.00 .77 X
54.00 .79 X
55.00 .81 X
56.00 .83 X
57.00 .85 X
II 58.00 .87 X
59.00 .89 X
60.00 .91 X
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
II FN= 142938.T JN 965023
L131,5 DSK 12 15 February 1997
ii
ii