HomeMy WebLinkAboutTract 15863HYDROLOGY STUDY
TRACT NO. 15863
City of Fontana
Prepared for
Fontana Star
L&L (USA), Inc.
Prepared by
URS International Consultants, Inc.
10702 Weaver Avenue
South EI Monte, CA 91733
Tel: (626) 279-1179 Fax: (626) 279-1012
July 1, 1998
Under the direction of
Denwun Lin, P.E., R.C.E. 46719 Exp. 6/30/99
HYDROLOGYSTUDY
FOR TRACT NO. 15863
PURPOSE
The purpose of this preliminary drainage study is to:
1. Determine the amount of onsite runoff generated by the proposed development.
2. Provide design basis for the grading, street improvement and onsite storm drain
improvement of the project.
3. Analyze the impact to the adjacent downstream facilities due to the development of
this project and propose ways of mitigation.
4. Provide flood protection to the adjacent downstream property and to the public right
of way by controlling the discharges onsite.
PROJECT LOCATION AND DESCRIPTON
Tract 15863 is located in the northern portion of the City of Fontana, County of San
Bernardino. The 30 -acre site is bounded by Walnut Avenue to the north, Beech Avenue
to the east and Hemlock Avenue to the west. Tract 14293 is adjacent to the south
boundary of the proposed project.
The site is currently vacant and covered with natural vegetation and has no improvement
or structures above the ground. The natural grade of the site generally runs from the
northeast comer to the southwest at a slope of one and a half percent (1.5%).
During the last winter -storm season, the northeast portion of the project site has been
graded to protect the adjacent property at the south from direct floodwater impact.
Consequently, the existing ground contours shown in the tentative map as well as in this
drainage report are slightly different from the original shape. In order to make an
accurate computation, the original drainage basin boundaries and the original flow paths
are used for the hydrology of the existing condition.
OFFSITE DRAINAGE
Tract 15655, which is north of the project across the Walnut Avenue, has a retention
basin and a 36" outlet pipe conveys the storm water along the Hemlock Avenue an open
ditch on Baseline. The runoff from the future school site was carried by Walnut Avenue
to the Hemlock Avenue. Therefore, no off-site storm water is anticipated to come into
the project site.
METHODOLOGY
The Hydrology Study was performed in accordance with the current San Bernardino
County Hydrology Manual published in 1986. Rational Method was used to determine
the 100 -year and 10 -year flood runoff. The small -area unit hydrographic method, as
described in Section' ' of the San Bernardino County Hydrology Manual, was used to
establish a hydrograph for Basin B. The hydropragh was then used to estimate the size of
detention basin as proposed in Alternative 3. The Manning's Formula was used to
analyze the street capacity and to determine the storm drain sizing.
STUDY RESULTS AND DISCUSSION
1. Discharge and Impact to down stream facility
The proposed single family residential development discharges runoff at two locations.
The east two -third of the onsite runoff discharges to the existing Andrea Street at the
southerly boundary. The remaining of the project discharges to the Hemlock Avenue to
the west. The 10 -year and the 100 -year flood of both the existing condition and the
developed condition are shown below:
Annrox. Acreage 10 -yr. 100 -yr.
A
N Exist. 17.5Ac. 13.2cfs 31.0cfs
D
R Dev. 17.5Ac. 21.8cfs 41.6cfs
E
A
H
E Exist. 9.8Ac. 6.8cfs 16.5cfs
M
L Dev. 9.8Ac. 15.7cfs 27.8cfs
O
C
K
According to the Hydrology Study for Tract No. 14293, prepared by Bonadiman
Engineers, Inc. on February 1997, the Andrea Street at the adjacent southern boundary
- was designed to accept maximum flow of 47.2cfs which was higher then the 41.6cfs
generated by the proposed project. No mitigation was necessary at this point of
discharge.
The 100 -year developed condition at the discharge point at Hemlock Avenue was
11.3cfs higher then the discharge at the same point under the existing condition. Since
2
the master drainage plan facilities in Hemlock Avenue is not available at this time, the
excessive portion of the runoff should be detained.
Three Alternatives are discussed below:
1. Install a temporary catch basins and a short piece of pipe on proposed Street H and
connect the temporary storm drain to the 36" interim storm drain in Hemlock
Avenue, which currently discharges to a dirt ditch on Baseline Street. A review of
the hydrology and hydraulics of the 36" pipe showing that the pipe has the capacity
for the additional 11.3cfs at its peak flow.
2. Install a temporary catch basin and a pipe on proposed Street H and build an 18"
interim storm drain in Hemlock Avenue. The interim storm drain may discharges to a
temporary detention basin at the south end of Tract 14293.
3. Build an onsite temporary detention basin to hold the excessive storm water. A unit
hydrograph using the small -area unit hydrographic method was performed. It was
found that the total storm water to be detained was 2232 cubic feet.
ONSITE STORM DRAIN FACILITIES FOR FUTURE USE
According to the City of Fontana Master Drainage Plan, a 72" RCP storm drain will be
installed in Hemlock Avenue. Tract 15863 was required to build a "dry" storm drain
system and connect to the master drainage system when the 72" RCP in Hemlock
Avenue become available.
The estimated piped size and catch basin size are listed below:
Main storm drain................................36"
Laterals from catch basin to Main.............18"
Catch Basin at sump ...........................11'
Catch Basin at grade ...........................31'
The final hydraulic computations should be performed by the time the storm drain plan
is prepared.
HYDROLOGIC SOILS GROUP MAP
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10 -YEAR AND 100 -YEAR
HYDROLOGY OUTPUT
CAMYFILESU_IN.WPD11
June 11, 1998
*
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1997 Version 5.1
Rational Hydrology Study Date: 06/09/98
------------------------------------------------------------------------
Tract No. 15863 in the City of Fontana
10 yr./ Onsite / Existing condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 1.000 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** 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 = 720.000(Ft.)
Top (of initial area) elevation = 1404.000(Ft.)
Bottom (of initial area) elevation = 1394.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01389 s(%)= 1.39
TC = k(0.706)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 23.078 min.
Rainfall intensity = 1.774(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.489
Subarea runoff = 8.681(CFS)
A Total initial stream area = 10.000(Ac.)
b
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 11.936(CFS)
Depth of flow = 0.405(Ft.), Average velocity = 2.917(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 25.00 0.00
3 50.00 1.00
Manning's 'N' friction factor = 0.030
-----------------------------------------------------------------
* Sub -Channel flow = 11.936(CFS)
' ' flow top width = 20.227(Ft.)
' ' velocity= 2.917(Ft/s)
' ' area = 4.091(Sq.Ft)
' ' Froude number = 1.143
Upstream point elevation = 1394.000(Ft.)
Downstream point elevation = 1378.500(Ft.)
Flow length = 530.000(Ft.)
Travel time = 3.03 min.
Time of concentration = 26.11 min.
Depth of flow = 0.405(Ft.)
Average velocity = 2.917(Ft/s)
Total irregular channel flow = 11.936(CFS)
Irregular channel normal depth above invert elev. = 0.405(Ft.)
Average velocity of channel(s) = 2.917(Ft/s)
Sub -Channel No. 1 Critical depth = 0.426(Ft.)
Critical flow top width = 21.289(Ft.)
Critical flow velocity= 2.634(Ft/s)
Critical flow area = 4.532(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
B 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)
Rainfall intensity = 1.648(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.458
Subarea runoff = 4.518(CFS) for 7.500(Ac.)
Total runoff = 13.199(CFS) Total area = 17.50(Ac.)
Area averaged Fm value = 0.810(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** 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 = 820.000(Ft.)
Top (of initial area) elevation = 1401.000(Ft.)
Bottom (of initial area) elevation = 1389.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.01463 s(96)= 1.46
TC = k(0.706)*[(length"3)/(elevation change) ]'0.2
Initial area time of, concentration = 24.058 min.
Rainfall intensity = 1.730(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.479
Subarea runoff = 4.392(CFS)
Total initial stream area = 5.300(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 15.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 6.257(CFS)
Depth of flow = 0.475(Ft.), Average velocity = 2.777(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.030
-----------------------------------------------------------------
Sub-Channel flow = 6.257(CFS)
' flow top width = 9.493(Ft.)
velocity= 2.777(Ft/s)
area = 2.253(Sq.Ft)
Froude number = 1.005
Upstream point elevation = 1389.000(Ft.)
Downstream point elevation = 1375.000(Ft.)
Flow length = 650.000(Ft.)
Travel time = 3.90 min.
Time of concentration = 27.96 min.
Depth of flow = 0.475(Ft.)
Average velocity = 2.777(Ft/s)
Total irregular channel flow = 6.257(CFS)
Irregular channel normal depth above invert elev. = 0.475(Ft.)
Average velocity of channel(s) = 2.777(Ft/s)
i Sub -Channel No. 1 Critical depth = 0.477(Ft.)
Critical flow top width = 9.531(Ft.)
Critical flow velocity= 2.755(Ft/s)
' Critical flow area = 2.271(Sq.Ft)
Adding area flow to channel
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)
Rainfall intensity = 1.581(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.439
Subarea runoff = 2.414(CFS) for 4.500(Ac.)
Total runoff = 6.806(CFS) Total area = 9.80(Ac.)
Area averaged Fm value = 0.810(In/Hr)
End of computations, total study area = 27.30 (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
Area averaged SCS curve number = 50.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1997 Version 5.1
Rational Hydrology Study Date: 06/09/98
------------------------------------------------------------------------
., Tract No. 15863 in the City of Fontana
100 yr./ Onsite / Existing Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.500 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** 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
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:
Initial area flow distance = 720.000(Ft.)
Top (of initial area) elevation = 1404.000(Ft.)
Bottom (of initial area) elevation = 1394.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01389 s($)= 1.39
TC = k(0.706)*[(length"3)/(elevation change))"0.2
Initial area time of concentration = 23.078 min.
Rainfall intensity = 2.661(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.720
Subarea runoff = 19.158(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 26.342(CFS)
Depth of flow = 0.544(Ft.), Average velocity = 3.556(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 25.00 0.00
3 50.00 1.00
Manning's 'N' friction factor = 0.030
-----------------------------------------------------------------
Sub -Channel flow = 26.342(CFS)
' ' flow top width = 27.218(Ft.)
' ' velocity= 3.556(Ft/s)
area = 7.408(Sq.Ft)
Froude number = 1.201
Upstream point elevation = 1394.000(Ft.)
Downstream point elevation = 1378.500(Ft.)
Flow length = 530.000(Ft.)
Travel time = 2.48 min.
Time of concentration = 25.56 min.
Depth of flow = 0.544(Ft.)
Average velocity = 3.556(Ft/s)
Total irregular channel flow = 26.342(CFS)
Irregular channel normal depth above invert elev. = 0.544(Ft.)
Average velocity of channels) = 3.556(Ft/s)
Sub -Channel No. 1 Critical depth = 0.586(Ft.)
Critical flow top width = 29.297(Ft.)
Critical flow velocity= 3.069(Ft/s)
Critical flow area = 8.583(Sq.Ft)
Adding area flow to channel
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
Adjusted SCS curve number for AMC 3 = 70.00
Perviousratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr)
Rainfall intensity = 2.503(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.709
Subarea runoff = 11.875(CFS) for 7.500(Ac.)
Total runoff = 31.032(CFS) Total area = 17.50(Ac.)
Area averaged Fm value = 0.532(In/Hr)
"++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
" **** 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
Adjusted SCS curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance = 820.000(Ft.)
0.532(In/Hr)
Top (of initial area) elevation = 1401.000(Ft.)
Bottom (of initial area) elevation = 1389.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.01463 s(%,)= 1.46
TC = k(0.706)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 24.058 min.
Rainfall intensity = 2.596(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.715
Subarea runoff = 9.841(CFS)
Total initial stream area = 5.300(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++
Process from Point/Station 14.000 to Point/Station 15.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 14.019(CFS)
Depth of flow = 0.642(Ft.), Average velocity = 3.398(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.030
-----------------------------------------------------------------
Sub-Channel flow = 14.019(CFS)
' ' flow top width = 12.846(Ft.)
' velocity= 3.398(Ft/s)
' ' area = 4.126(Sq.Ft)
' Froude number = 1.057
Upstream point elevation = 1389.000(Ft.)
Downstream point elevation = 1375.000(Ft.)
Flow length = 650.000(Ft.)
Travel time = 3.19 min.
Time of concentration = 27.25 min.
M Depth of flow = 0.642(Ft.)
Average velocity = 3.398(Ft/s)
Total irregular channel flow = 14.019(CFS)
Irregular channel normal depth above invert elev. = 0.642(Ft.)
Average velocity of channel(s) = 3.398(Ft/s)
Sub -Channel No. 1 Critical depth = 0.656(Ft.)
' Critical flow top width = 13.125(Ft.)
Critical flow velocity= 3.255(Ft/s)
Critical flow area = 4.307(Sq.Ft)
Adding area flow to channel
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
Adjusted SCS curve number for AMC 3 = 70.00
I
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr)
Rainfall intensity = 2.409(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.701
Subarea runoff = 6.708(CFS) for 4.500(Ac.)
Total runoff = 16.549(CFS) Total area = 9.80(Ac.)
Area averaged Fm value = 0.532(In/Hr)
End of computations, total study area = 27.30 (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
Area averaged SCS curve number = 50.0
w
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 3.4
Rational Hydrology Study Date: 07/01/98
------------------------------------------------------------------------
Tract No. 15863 in the City of Fontana
10 yr. Hydrology/ Onsite / Development Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
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 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
M
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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Initial subarea data:
Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 1404.000(Ft.)
Bottom (of initial area) elevation = 1402.200(Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.01000 s(%)= 1.00
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.260 min.
Rainfall intensity = 3.286(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.739
Subarea runoff = 0.486(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1402.200(Ft.)
End of street segment elevation = 1396.200 (Ft.)
Length of street segment = 580.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
5.588(CFS)
Depth of flow = 0.195(Ft.), Average velocity =
2.279(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.206(Ft.)
Flow velocity = 2.28(Ft/s)
Travel time = 4.24 min. TC = 12.50 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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)=
0.587(In/Hr)
Rainfall intensity = 2.563(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 = 7.339(CFS) for 4.200(Ac.)
Total runoff = 7.825(CFS) Total area =
4.40(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 7.825(CFS)
Half street flow at end of street = 3.912(CFS)
Depth of flow = 0.224(Ft.), Average velocity =
2.482(Ft/s)
Flow width (from curb towards crown)= 12.673(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1396.200(Ft.)
End of street segment elevation = 1389.800(Ft.)
Length of street segment = 640.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(In.)
Manning's N in gutter = 0.0150
a 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 = 11.915(CFS)
Depth of flow = 0.268(Ft.), Average velocity = 2.725(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.886(Ft.)
Flow velocity = 2.72(Ft/s)
Travel time = 3.91 min. TC = 16.42 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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 2.176(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.657
Subarea runoff = 5.051(CFS) for 4.600(Ac.)
Total runoff = 12.875(CFS) Total area = 9.00(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 12.875(CFS)
Half street flow at end of street = 6.438(CFS)
Depth of flow = 0.277(Ft.), Average velocity = 2.779(Ft/s)
Flow width (from curb towards crown)= 15.318 (Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1389.800(Ft.)
End of street segment elevation = 1380.800(Ft.)
Length of street segment = 600.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 = 18.884(CFS)
" Depth of flow = 0.298(Ft.), Average velocity = 3.561(Ft/s)
Streetflow hydraulics at midpoint of street travel:
q Halfstreet flow width = 16.374(Ft.)
Flow velocity = 3.56(Ft/s)
Travel time = 2.81 min. TC = 19.23 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
r
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 1.980(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.633
- Subarea runoff = 8.937(CFS) for 8.400(Ac.)
Total runoff = 21.812(CFS) Total area = 17.40(Ac.)
Area averaged Fm value = 0..587(In/Hr)
Street flow at end of street = 21.812(CFS)
Half street flow at end of street = 10.906(CFS)
Depth of flow = 0.316(Ft.), Average velocity = 3.693(Ft/s)
Flow width (from curb towards crown)= 17.271(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 15.000
**** 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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Initial subarea data:
Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 1404.000 (Ft.)
Bottom (of initial area) elevation = 1402.200 (Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.01000 s(%)= 1.00
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.260 min.
Rainfall intensity = 3.286(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.739
Subarea runoff = 0.486(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1402.200(Ft.)
End of street segment elevation = 1389.800(Ft.)
Length of street segment = 220.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 =
Depth of flow = 0.104(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.670(Ft.)
Flow velocity = 3.66(Ft/s)
Travel time = 1.00 min. TC = 9.26 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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)=
3.037 (CFS)
3.656(Ft/s)
0.587(In/Hr)
Rainfall intensity = 3.068(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.728
Subarea runoff = 4.650(CFS) for 2.100(Ac.)
Total runoff = 5.136(CFS) Total area = 2.30(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 5.136(CFS)
Half street flow at end of street = 2.568(CFS)
Depth of flow = 0.131(Ft.), Average velocity = 4.191(Ft/s)
Flow width (from curb towards crown)= 8.015(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 17.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1389.800(Ft.)
End of street segment elevation = 1381.500(Ft.)
Length of street segment = 640.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz)
= 0.020
Slope from grade break to crown (v/hz)
= 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 = 12.617(CFS)
Depth of flow = 0.260(Ft.), Average velocity = 3.047(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.492(Ft.)
Flow velocity = 3.05(Ft/s)
Travel time = 3.50 min. TC = 12.76 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
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 2.531(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.691
Subarea runoff = 10.613(CFS) for 6.700(Ac.)
Total runoff = 15.749(CFS) Total area = 9.00(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 15.749(CFS)
Half street flow at end of street = 7.874(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 3.222(Ft/s)
Flow width (from curb towards crown)= 15.728(Ft.)
End of computations, total study area = 26.40 (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) = 0.600
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 3.4
Rational Hydrology Study Date: 07/01/98
------------------------------------------------------------------------
Tract No. 15863 in the City of Fontana
100 yr. Hydrology / Onsite / Developed Condition
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.500(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000
**** 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 = 180.000(Ft.)
Top (of initial area) elevation = 1404.000(Ft.)
Bottom (of initial area) elevation = 1402.200(Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.01000 s(%)= 1.00
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.260 min.
Rainfall intensity = 4.929(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.814
Subarea runoff = 0.802(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1402.200(Ft.)
4d End of street segment elevation = 1396.200(Ft.)
Length of street segment = 580.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 = 9.228(CFS)
Depth of flow = 0.240(Ft.), Average velocity = 2.587(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.465(Ft.)
Flow velocity = 2.59(Ft/s)
Travel time = 3.74 min. TC = 12.00 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 = 3.940(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.792
Subarea runoff = 12.936(CFS) for 4.200(Ac.)
Total runoff = 13.739(CFS) Total area = 4.40(Ac.)
Area averaged Fm value = 0.471(In/Hr)
Street flow at end of street = 13.739(CFS)
Half street flow at end of street = 6.869(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 2.860(Ft/s)
Flow width (from curb towards crown)= 15.592(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1396.200(Ft.)
End of street segment elevation = 1389.800(Ft.)
Length of street segment = 640.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 =
Depth of flow = 0.336(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.16(Ft/s)
Travel time = 3.37 min. TC = 15.37 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
20.920(CFS)
3.162(Ft/s)
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Rainfall intensity = 3.396(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.775
Subarea runoff = 9.954(CFS) for 4.600(Ac.)
Total runoff = 23.693(CFS) Total area = 9.00(Ac.)
Area averaged Fm value = 0.471(In/Hr)
Street flow at end of street = 23.693(CFS)
Half street flow at end of street = 11.846(CFS)
Depth of flow = 0.350(Ft.), Average velocity = 3.323(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 14.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1389.800(Ft.)
End of street segment elevation = 1380.800(Ft.)
Length of street segment = 600.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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 =
Depth of flow = 0.373(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.37(Ft/s)
34.749(CFS)
4.372(Ft/s)
Travel time = 2.29 min. TC = 17.66 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 = 3.125(In/Hr) for a 100.0
year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.764
Subarea runoff = 17.865(CFS) for 8.400(Ac.)
Total runoff = 41.558(CFS) Total area =
17.40(Ac.)
Area averaged Fm value = 0.471(In/Hr)
Street flow at end of street = 41.558(CFS)
Half street flow at end of street = 20.779(CFS)
Depth of flow = 0.398 (Ft.), Average velocity =
4.693(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 15.000
**** 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)=
Initial subarea data:
Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 1404.000 (Ft.)
ro Bottom (of initial area) elevation = 1402.200 (Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.01000 s(%)= 1.00
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.260 min.
Rainfall intensity = 4.929(In/Hr) for a 100.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 0.802(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
0.471(In/Hr)
year storm
is C = 0.814
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 16.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1402.200(Ft.)
End of street segment elevation = 1389.800(Ft.)
Length of street segment = 220.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.015(CFS)
Depth of flow = 0.129(Ft.), Average velocity = 4.165(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.948(Ft.)
Flow velocity = 4.17(Ft/s)
Travel time = 0.88 min. TC = 9.14 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 = 4.639(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.809
Subarea runoff = 7.824(CFS) for 2.100(Ac.)
Total runoff = 8.627(CFS) Total area = 2.30(Ac.)
Area averaged Fm value = 0.471(In/Hr)
Street flow at end of street = 8.627(CFS)
Half street flow at end of street = 4.313(CFS)
Depth of flow = 0.163(Ft.), Average velocity = 4.787(Ft/s)
Flow width (from curb towards crown)= 9.647(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 17.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1389.800(Ft.)
End of street segment elevation = 1381.500(Ft.)
Length of street segment = 640.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [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 = 2.000(Ft.)
n
Gutter hike from flowline = 0.125(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 = 21.192(CFS)
Depth of flow = 0.322(Ft.), Average velocity = 3.472(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.555(Ft.)
Flow velocity = 3.47(Ft/s) .
Travel time = 3.07 min. TC = 12.21 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 = 3.898(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.791
Subarea runoff = 19.134(CFS) for 6.700(Ac.)
Total runoff = 27.761(CFS) Total area = 9.00(Ac.)
Area averaged Fm value = 0.471(In/Hr)
Street flow at end of street = 27.761(CFS)
Half street flow at end of street = 13.880(CFS)
Depth of flow = 0.354(Ft.), Average velocity = 3.827(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
End of computations, total study area = 26.40 (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) = 0.600
Area averaged SCS curve number = 32.0
APPENDIX A
STREET CAPACITY ANALYSIS
PIPE CAPACITY ANALYSIS
CURB INLET SIZING
C:\MYFILESVLIN•WPDI1 June 11, 1998
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 2.7
--------------------------------------------------------------------
Street Capacity Analysis
60' ROW / 36' Curb width / 8" Curb & Gutter / Slope= 0.01
--------------------------------------------------------------------
*** Street Flow Analysis ***
Upstream (headworks) Elevation = 101.000(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 41.600(CFS)
--------------------------------------------------------------------
Top of street segment elevation = 101.000(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.000
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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9067 right of way
12.0000 0.6667 top of curb
12.0000 0.0000 flow line
14.0000 0.0104 gutter end
14.0000 0.0104 grade break
30.0000 0.3304 crown
Depth of flow = 0.430(Ft.)
Average velocity = 4.155(Ft/s)
Total flow rate = 20.800(CFS)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 4.15(Ft/s)
Channel including Gutter and area towards property line:
Flow Width = 2.000(Ft.) Flow Area = 0.850(Sq.Ft)
Velocity = 4.885(Ft/s) Flow Rate = 4.152(CFS)
Froude No. = 1.3204
M
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 4.156(Sq.Ft)
Velocity = 4.005(Ft/s) Flow Rate = 16.648(CFS)
Froude No. = 1.3849
Total flow rate in street = 41.600(CFS)
y
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 2.7
-------------------------------------------_-------------------------
Street Capacity Analysis - 27.8 cfs 90.5%
--------------------------------------------------------------------
*** Street Flow Analysis ***
Upstream (headworks) Elevation = 100.500(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 27.800(CFS)
Top of street segment elevation = 100.500(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.000
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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9067 right of way
12.0000 0.6667 top of curb
12.0000 0.0000 flow line
14.0000 0.0104 gutter end
14.0000 0.0104 grade break
30.0000 0.3304 crown
Depth of flow = 0.421(Ft.)
Average velocity = 2.873(Ft/s)
Total flow rate = 13.900(CFS)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 2.87(Ft/s)
Channel including Gutter and area towards property line:
Flow Width = 2.000(Ft.) Flow Area = 0.831(Sq.Ft)
Velocity = 3.409(Ft/s) Flow Rate = 2.834(CFS)
Froude No. = 0.9318
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
._a
Froude No. = 0.0000
Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 4.007(Sq.Ft)
Velocity = 2.762(Ft/s) Flow Rate = 11.066(CFS)
Froude No. = 0.9725
Total flow rate in street = 27.800(CFS)
--- ----------------------------------------------------------------
I
W
0
* CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 2.7
--------------------------------------------------------------------
Street Capacity Analysis - 27.8 cfs @1*
--------------------------------------------------------------------
*** Street Flow Analysis ***
Upstream (headworks) Elevation = 101.000(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 27.800(CFS)
--------------------------------------------------------------------
Top of street segment elevation = 101.000(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(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 = 16.000(Ft
Slope from gutter to grade break (v/hz) = 0.000
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2) sides) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 0.125(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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9067 right of way
12.0000 0.6667 top of curb
12.0000 0.0000 flow line
14.0000 0.0104 gutter end
14.0000 0.0104 grade break
30.0000 0.3304 crown
Depth of flow = 0.370(Ft.)
Average velocity = 3.541(Ft/s)
Total flow rate = 13.900(CFS)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 3.54(Ft/s)
Channel including Gutter and area towards property line:
Flow Width = 2.000(Ft.) Flow Area = 0.730(Sq.Ft)
Velocity = 4.449(Ft/s) Flow Rate = 3.247(CFS)
Froude No. = 1.2979
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 3.196(Sq.Ft)
a Velocity = 3.333(Ft/s) Flow Rate = 10.653(CFS)
Froude No. = 1.3143
Total flow rate in street = 27.800(CFS)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1996 Version 2.7
--------------------------------------------------------------------
Street Capacity Analysis - 27.8 cfs @1.5%
-------------------------------7------------------------------------
*** Street Flow Analysis ***
Upstream (headworks) Elevation = 101.500(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = .27.800(CFS)
Top of street segment elevation = 101.500(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(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 = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.000
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 = 2.000(Ft.)
Gutter hike from flowline = 0.125(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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9067 right of way
12.0000 0.6667 top of curb
12.0000 0.0000 flow line
14.0000 0.0104 gutter end
14.0000 0.0104 grade break
30.0000 0.3304 crown
Depth of flow = 0.345(Ft.)
Average velocity = 4.001(Ft/s)
Total flow rate = 13.900(CFS)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 4.00(Ft/s)
Channel including Gutter and area towards property line:
Flow Width = 2.000(Ft.) Flow Area = 0.680(Sq.Ft)
Velocity = 5.200(Ft/s) Flow Rate = 3.535(CFS)
Froude No. = 1.5719
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
a Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 2.795(Sq.Ft)
i
Velocity = 3.709(Ft/s) Flow Rate = 10.365(CFS)
Froude No. = 1.5641
Total flow rate in street = 27.900(CFS)
d
****** PIPE FLOW CALCULATIONS ******
Copyright (c) 1988, CivilDesign Software, Inc.
***************************************************************************
Pipe Capacity Analysis - 69.4 cfs in a 36" RCP @.5%
*****************************************************************************
CALCULATE PRESSURE, HEAD LOSS, GIVEN:
Channel Slope = -.005000 (Ft./Ft.) _ -.5000
Invert elevation at pipe INLET = 100.500 (Ft.)
Invert elevation at pipe OUTLET = 100.000 (Ft.)
Length of pipe = 100.000 (Ft.)
Given Flow Rate = 69.40 Cubic Feet/Second
*** PIPE PRESSURE FLOW ***
Mannings "n" = .013
Minor friction loss "K" factor = .00
PIPEFLOW RESULTS:
No. of pipes = 1 Length of pipe(s) = 100.00 (Ft.)
Velocity = 9.818 (Ft/S)
Given pressure difference (Outlet - Inlet) _ .000 (Ft.H2O)
" is " " _ .000 (PSI)
Given pipe size 36.00 (In.)
Elevation change inlet to outlet = -.500 (Ft.)
TOTAL pressure required at pipe inlet = .5823 (Ft H20)
It it to of " It = .2524 (PSI)
Head loss due to pipe friction = 1.082 (Ft H2O)
it it of if of it _ .4692 (PSI)
Head loss due to minor factors .0000 (Ft H2O)
11 it If it it 11 .0000 (PSI)
Combined -pipe losses = 1.082 (Ft H2O)
If it It _ .4692 (PSI)
Individual pipe flow = 69.40 (CFS)
of of " _ .3115E+05 (GPM)
if of " = 44.85 (MGD)
s
8
E
m
***************************************************************************
****** PIPE FLOW CALCULATIONS ******
Copyright (c) 1988, CivilDesign Software, Inc.
***************************************************************************
Pipe Capacity Analysis - 69.4 cfs in a 36"RCP 019d
***** NON -PRESSURE, OPEN CHANNEL CALCULATIONS ****
CALCULATE PIPE SIZE GIVEN:
Channel Slope = -.010000 (Ft./Ft.) _ -1.0000 t
Invert elevation at pipe INLET = 101.000 (Ft.)
Invert elevation at pipe OUTLET = 100.000 (Ft.)
Length of pipe = 100.000 (Ft.)
*** PIPE OPEN CHANNEL FLOW ***
Mannings "n" = .013
No. of pipes = 1 Velocity (Ft./Sec.) = 10.72
Nearest 1 Inch Pipe Diameter (In.) = 36.00
Individual pipe flow = 69.40 (CFS)
it to it = .3115E+05 (GPM)
toIf" = 44.85 (MGD)
Total pipe area = 1017.88 (In2)
Total perimeter of pipe = 113.10 (In.)
Normal flow depth in wive = 31.00 (In.)
Flow top width inside pipe = 24.90 (In.)
Area of flow = 932.2575 (In2)
Wetted Perimeter = 85.60 (In.)
Critical Depth in Pipe = 31.78 (In.)
Total flow of pipe(s) = 69.40 (CFS)
it It it it _ .3115E+05 (GPM)
of it It of = 44.85 (MGD)
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ELEVATION SECTION
-CAPACITY, CURB INLET AT SA
NOMOGRAM
Plate 2.6-0651
1.33
C. I3 . I AI 5 reff T
CUI:I3* OP7 NJN-, G (SUMP)
Given: `.
(a) Discharge Q goo = 20.8 CFS
(b) Curb type ". 8"C46iy 4" Rolled 6" Rolled
Solution:
H (depth at opening) = 12 inches
h (height of opening) = 8. inches -
11/h
From Chart:
Q /ft. of opening = 2 • D CFS
L required = 20.8 / 2 O - l o• ft.
USF L= II. ft.
' -31-
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61 p, Ila-ey>/-
7
APPENDIX B
SMALL AREA HYDROGRAPH
RETENTION BASIN SIZING
CAMYFILESILIN.WPD1I lune 11, 1998
AND
TABLE C.2. Fm (in/hr) VALUES
(1)
FOR TYPICAL COVER
TYPES
AMC II assumed for all Fm values
(3)
CN values obtained from Figure C-3
(4)
SOIL GROUP
COVER TYPE
AP(1)A
B
C
D
NATURAL:
Barren
1.0
0.41
0.27
0.18
0.14
Row Crops (good)
1.0
0.59
0.41
0.29
0.22
Grass (fair)
1.0
0.82
0.56
0.40
0.31
Orchards (fair)
1.0
0.88
0.62
0.43
0.34
Woodland (fair)
1.0
0.95
0.69
0.50
0.40
URBAN:
Residential (1 DU/AC)
0.80
0.78
0.60
0.45
0.37
Residential (2 DU/AC)
0.70
0.68
0.53
0.39
0.32
Residential (4 DU/AC)
0.60
0.58
0.45
0.34
0.28
Residential (10 DU/AC)
0.40
0.39
0.30
0.22
0.18
Condominium
0.35
0.34
0.26
0.20
0.16
Mobile Home Park
0.25
0.24
0.19
0.14
0.12
Apartments
0.20
0.19
0.15
0.11
0.09
Commercial/Industrial
0.10
0.10
0.08
0.06
0.05
NOTES:
(1)
Recommended a values from Figure C-4
(2)
AMC II assumed for all Fm values
(3)
CN values obtained from Figure C-3
(4)
DU/AC=dwelling unit per acre
C-16
Basin "B" Watershade Area = 9.8 AC.
Time of concentration =10 min.
Maximum loss rate (Fm) =.58 in/hr.
Low loss rate fraction = 0.68
Q=0.9(1 - Fm) A
Small Area Hydrograph based on Intensity -Duration Curve
Peak
Mass
Unit
Unit
Net
Effective
Rainfall
Time
Rainfall
Rainfall
Loss
Rainfall
Rainfall
Discharge
1
5
7.14
0.60
0.60
0.067
0.53
3.17
27.92
2
10
4.82
0.80
0.21
0.02
0.18
1.11
9.78
3
15
3.62
0.91
0.10
0.01
0.09
0.54
4.77
4
20
3.03
1.01
0.11
0.01
0.09
0.56
4.93
5
25
2.65
1.10
0.09
0.01
0.08
0.50
4.42
" 6
30
2.37
1.19
0.08
0.01
0.07
0.43
3.79
7
35
2.15
1.25
0.07
0.01
0.06
0.37
3.25
8
40
1.96
1.31
0.05
0.01
0.05
0.28
2.46
9
45
1.79
1.34
0.04
0.00
0.03
0.19
1.68
10
50
1.66
1.38
0.04
0.00
0.04
0.22
1.92
11
55
1.57
1.44
0.06
0.01
0.05
0.30
2.62
12
60
1.5
1.50
0.06
0.01
0.05
0.32
2.85
Basin "B" Watershade Area = 9.8 AC.
Time of concentration =10 min.
Maximum loss rate (Fm) =.58 in/hr.
Low loss rate fraction = 0.68
Q=0.9(1 - Fm) A
TI
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d
DRAINAGE MAPS
ONSITE HYDROLOGY MAP EXISTING CONDITION
ONSITE HYDROLOGY MAP DEVELOPED CONDITION
CAMYFILESUN.WPD11 June 11, 1998
HYDROLOGY MAP TRACT N0. 15863
IN THE CITY OF FONTANA, COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA
EXSITING CONDITION
I I
I I
r �
L—rAOT _OGT"10N OADIN
------1-----
1
-----7
I I I
FUTURE SCHOOL SITE TRACT N;y). 15655
------��-r, ----------------------
.------ -----------------------------------------------------------------------
I
TRACT NO. 14295
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NOTE:
THE E> k"NG GROUND OF NORTHEAST PORTION
HAS BEEN GRADED TO ONE MORE PROTECTION TO
THE PROJECT AT THE SOUTH.
FOR DRAINAGE STUDY PROPOSE, THE EGS'TING
CONDITION HYDROLOGY WAS PREPARED BASED
ON THE ORIGINAL CONTOUR DATA BEFORE THE
GRADING.
WALK WALK
(r c s• c«r
Is'
n'
is LOA
LOCAL RESIDENTIAL STREET
KTA
WALK WALK
t
r
s' r m' 2a r e
�4' ROJLL
a BFFr_W- WALNUT 1 HEMLOCK ENTR
LEGEND:
8U8 BASIN DESIGATION
M1
10AC AREA
ELEV. NODE
NODE NO.
1400 12
010 10YEAR VOLUME
0100 -- 100YEAR VOLUME
- - FLOWLINE
16
0 50 100 200
SCALE: I "=150'
s
CTO
J
U
� 5
a
0
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0
DRANK BY DALE
P. CHAo e/3o/4e
PROJECT NO
P7
DRA-C-BER � PLAN
.BER
RCMER
NU
D-1
HYDROLOGY MAP TRACT NO. 15863
IN THE CITY OF FONTANA, COUNTY OP SAN BERNARMNO, STATE OF CALIFORNIA
DEVELOPED CONDITION
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L— ----J J
FUTURE SCHOOL SITE TRACT N'O. 15655
1 i �
1 I ! ULT MATE C 'mmo AT THIi POINT =
ASSIGNED AS l i li� i 1
=47.2 CFS
j A'1 .SAC. 11T — - - PER HYDROA - FOR J ' I\ - - - - - - - - /' - -
II I
NO. 1420 DATED ,1
III---------------------j---------------------
II-________________________-----------------------------------------------------
TRACT
________________________________ __—___—__—_____TRACT NO. 14293
FUTURE
PARK
EX19T 34 RCP
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1
IN w
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_— w :;► k IF0 i.
WAX uWLK
e -T' 2a :o' i 9'
O' AO' b'
LEGEND:
SUB BASIN DESIGATION
9A-1
10AC ARM
14WIr.2
EMV. NODE
NODE NO.
lap
�,;-mea-m
10YEAR VOLUME
Q100
WOL-
- -
k..
�4m
—.�L.
�-�
w
1 i �
1 I ! ULT MATE C 'mmo AT THIi POINT =
ASSIGNED AS l i li� i 1
=47.2 CFS
j A'1 .SAC. 11T — - - PER HYDROA - FOR J ' I\ - - - - - - - - /' - -
II I
NO. 1420 DATED ,1
III---------------------j---------------------
II-________________________-----------------------------------------------------
TRACT
________________________________ __—___—__—_____TRACT NO. 14293
FUTURE
PARK
EX19T 34 RCP
uLY.K uIALK n,
1
IN w
o' sr. c
_— w :;► k IF0 i.
WAX uWLK
e -T' 2a :o' i 9'
O' AO' b'
LEGEND:
SUB BASIN DESIGATION
9A-1
10AC ARM
14WIr.2
EMV. NODE
NODE NO.
010
10YEAR VOLUME
Q100
100YEAR VOLUME
- -
FLOIMJNE
io
SCALE:I *50'
0 50 100 200
J
DR- BY DPL[
P. QiAO 7/1 /9B
--T -
P7W3
DRA-0 -KR P N
R[viSiDN
NUMBER