HomeMy WebLinkAboutEmpire Center Park and Ride Hall & Foreman Inc.
SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
TO
MASTER HYDROLOGY STUDY, EMPIRE CENTER
FOR
PARK AND RIDE FACILITY IMPROVEMENTS
AT
PARCEL 13, PARCEL MAP 12195, EMPIRE CENTER
Fontana, California
FOR
ALEXANDER HAAGEN COMPANY
August 10, 1992
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TABLE OF CONTENTS
Section I - Purpose and Summary of Report
Section II - Hydrology Calculations
,.. Section III - Hydraulic Calculations
Appendix A - Hydrology Plan C -HP -1 (Slip Jacket)
Hydrology Plan C -HP -2 (Slip Jacket)
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4 , SECTION I - PURPOSE AND SUMMARY OF REPORT
ON The purpose of this report is to present the hydrology and
hydraulic calculations which establish the existing and proposed
W rainfall runoff pertaining to the Park and Ride Facility and
check drainage capacities of existing and proposed roadways.
„o The site is located in the City of Fontana, on the northeast
side of the Palm Court shopping center and along the south side
#' of the Southern Pacific Railroad Right -of -Way.
•■
The Hydrology Calculations are in section II of this report with
the Hydrology Plans (C -HP -1 & 2) folded and placed in the slip
jackets of Appendix A of this report. The first set of
calculations and Plan establish the existing rainfall runoff
while the second set of calculations and Plan establish the
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proposed runoff. A 25 year storm was used for both sets of
calc's. The proposed development adds about 6.9 cfs to the
downstream end of the existing drainage area.
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The Hydraulic Calculations are in section III of this report.
The drainage capacity of the north side of Slover Avenue, to
property line, is about 36.6 cfs, which is about 20 cfs less
than required to carry the existing 25 year flow. This is the
+�
first set of hydraulic calc's. The capacities of the west and
east sides of the proposed access road are the next hydraulic
calc's. The depth of both are below top of curb with their
respective maximum 25 year runoff amounts. The depth of flow
calc's for the proposed 2' wide rectangular channel along the
north property line of the Park & Ride conclude the calc's. The
depth of flow is less than the top of wall /curb of the channel.
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HYDROLOGY CALCULATIONS
Existing Conditions
Proposed Conditions
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San Bernardino County Rational Hydrology Program
,wr (Hydrology Manual Date - August 1986)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 1990 Version 2.3
.� Rational Hydrology Study Date: 7/29/92
------------------------------------------------------------------------
,,� Hydrology Study for Parcel 13, P.M. 12195 at Empire Center, Fontana,CA
Study to establish EXISTING 25 year run -off values for comparison use
Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
Date: 7/29/92 File: RCE:PCLI3X.RSB
------------------------------------------------------------------------
,, * * * * * * * ** Hydrology Study Control Information * * * * * * * * **
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Rational hydrology study storm event year is 25.0
VW 10 Year storm 1 hour rainfall = 0.930(In.)
.n 100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
No Storm year = 25.00 1 hour rainfall p = 1.097(In.)
Slope used for rainfall intensity curve b = 0.6000
MN Soil antecedent moisture condition (AMC) = 2
hr
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Process from Point /Station 100.000 to Point /Station 101.000
INITIAL AREA EVALUATION * * **
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UNDEVELOPED (poor 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) = 67.00
ow Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
Initial area flow distance = 900.000(Ft.)
Top (of initial area) elevation = 1101.500(Ft.)
Bottom (of initial area) elevation = 1091.000(Ft.)
*� Difference in elevation = 10.500(Ft.)
Slope = 0.01167 s(%)= 1.17
TC = k(0.525) *[(length ^3) /(elevation change)] ^0.2
,. Initial area time of concentration = 19.430 min.
Rainfall intensity = 2.158(In /Hr) for a 25.0 year storm
w Effective runoff coefficient used for area (Q =KCIA) is C = 0.659
Subarea runoff = 8.744(CFS)
Total initial stream area = 6.150(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
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Process from Point /Station 101.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1091.000(Ft.)
End of street segment elevation = 1088.000(Ft.)
Length of street segment = 542.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
Distance from crown to crossfall grade break = 36.500(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
too Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
�., Gutter width = 2.000(Ft.)
Gutter hike from flowline = 0.167(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
rr� Estimated mean flow rate at midpoint of street = 18.057(CFS)
Depth of flow = 0.472(Ft.)
.. Average velocity = 2.922(Ft/s)
rr Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 24.910(Ft.)
Flow velocity = 2.92(Ft /s)
Travel time = 3.09 min. TC = 22.52 min.
Adding area flow to street
UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 1.975(In /Hr) for a 25.0 year storm
�. Effective runoff coefficient used for area,(total area with modified
+r rational method)(Q =KCIA) is C = 0.636
Subarea runoff = 15.456(CFS) for 13.100(Ac.)
Total runoff = 24.200(CFS) Total area = 19.25(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 24.200(CFS)
Half street flow at end of street = 24.200(CFS)
Depth of flow = 0.530(Ft.)
Average velocity = 3.138(Ft/s)
Flow width (from curb towards crown)= 27.818(Ft.)
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Process from Point /Station 102.000 to Point /Station 103.000
'* * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
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Top of street segment elevation = 1088.000(Ft.)
4W End of street segment elevation = 1084.000(Ft.)
Length of street segment = 775.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
'^ Distance from crown to crossfall grade break = 36.500(Ft.)
,err 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 = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 0.167(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 = 34.508(CFS)
Depth of flow = 0.618(Ft.)
.. Average velocity = 3.332(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.222(Ft.)
Flow velocity = 3.33(Ft /s)
Travel time = 3.88 min. TC = 26.40 min.
�•• Adding area flow to street
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr)
Rainfall intensity = 1.796(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
,. rational method)(Q =KCIA) is C = 0.676
Subarea runoff = 21.950(CFS) for 16.400(Ac.)
Total runoff = 46.150(CFS) Total area = 35.65(Ac.)
Area averaged Fm value = 0.357(In /Hr)
Street flow at end of street = 46.150(CFS)
Half street flow at end of street = 46.150(CFS)
Depth of flow = 0.702(Ft.)
+ Average velocity = 3.477(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 1.79(Ft.)
Flow width (from curb towards crown)= 36.423(Ft.)
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Process from Point /Station 103.000 to Point /Station 104.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
�r Along Main Stream number: 1 in normal stream number 1
,,. Stream flow area = 35.650(Ac.)
Runoff from this stream = 46.150(CFS)
Time of concentration = 26.40 min.
Rainfall intensity = 1.796(In /Hr)
Area averaged loss rate (Fm) = 0.3573(In /Hr)
w Area averaged Pervious ratio (Ap) = 0.5860
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Process from Point /Station 104.000 to Point /Station 104.100
an * * ** INITIAL AREA EVALUATION * * **
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UNDEVELOPED (poor 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) = 67.00
w Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1106.500(Ft.)
Bottom (of initial area) elevation = 1097.500(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.00900 s(%)= 0.90
.. TC = k(0.525) *[(length ^3) /(elevation change) ] ^0.2
Initial area time of concentration = 21.346 min.
Rainfall intensity = 2.040(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for,area (Q =KCIA) is C = 0.645
Subarea runoff = 7.036(CFS)
„�. Total initial stream area = 5.350(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
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Process from Point /Station 104.100 to Point /Station 104.200
* * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * **
�r Depth of flow = 0.377(Ft.)
Average velocity = 1.483(Ft/s)
* * * * * ** Irregular Channel Data * * * * * * * * * **
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Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
.r 1 0.00 3.00
2 100.00 0.00
3 200.00 3.00
Manning's 'N' friction factor = 0.030
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Sub - Channel flow = 7.037(CFS)
I ' flow top width = 25.156(Ft.)
,.. I I velocity= 1.483(Ft/s)
I ' area = 4.746(Sq.Ft)
,w. I ' Froude number = 0.601
to Upstream point elevation = 1097.500(Ft.)
„., Downstream point elevation = 1083.750(Ft.)
Flow length = 1660.000(Ft.)
Travel time = 18.66 min.
Time of concentration = 40.01 min.
Depth of flow = 0.377(Ft.)
�.. Average velocity = 1.483(Ft/s)
Total irregular channel flow = 7.036(CFS)
.. Irregular channel normal depth above invert elev. = 0.377(Ft.)
Average velocity of channel(s) = 1.483(Ft /s)
OM Sub - Channel No. 1 Critical depth = 0.309(Ft.)
' Critical flow top width = 20.573(Ft.)
' Critical flow velocity= 2.217(Ft /s)
' Critical flow area = 3.174(Sq.Ft)
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Process from Point /Station 104.100 to Point /Station 104.200
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (poor 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) = 67.00
,.. Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Time of concentration = 40.01 min.
�* Rainfall intensity = 1.399(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
` rational method)(Q =KCIA) is C = 0.528
Subarea runoff = 2.419(CFS) for 7.450(Ac.)
Total runoff = 9.456(CFS) Total area = 12.80(Ac.)
�+ Area averaged Fm value = 0.578(In /Hr)
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Process from Point /Station 104.200 to Point /Station 104.200
*"* * * ** CONFLUENCE OF MINOR STREAMS * * **
.. Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.800(Ac.)
Runoff from this stream = 9.456(CFS)
Time of concentration = 40.01 min.
Rainfall intensity = 1.399(In /Hr)
Area averaged loss rate (Fm) = 0.5783(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Summary of stream data:
�. Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 46.150 26.40 1.796
2 9.456 40.01 1.399
�^ Qmax(1) _
1.000 * 1.000 * 46.150) +
1.483 * 0.660 * 9.456) + = 55.402
... Qmax(2) _ 0.724 * 1.000 * 46.150) +
'■" 1.000 * 1.000 * 9.456) + = 42.885
Total of 2 streams to confluence:
Flow rates before confluence point:
46.150 9.456
*� Maximum flow rates at confluence using above data:
55.402 42.885
r. Area of streams before confluence:
35.650 12.800
Effective area values after confluence:
.. 44.096 48.450
Results of confluence:
Total flow rate = 55.402(CFS)
rr Time of concentration = 26.397 min.
Effective stream area after confluence = 44.096(Ac.)
Study area average Pervious fraction(Ap) = 0.695
Study area average soil loss rate(Fm) = 0.416(In /Hr)
Study area total (this main stream) = 48.45(Ac.)
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Process from Point /Station 104.200 to Point /Station 105.000
+� * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
W Top of street segment elevation = 1083.750(Ft.)
End of street segment elevation = 1083.250(Ft.)
Length of street segment = 158.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb'to crown) = 38.500(Ft.)
Distance from crown to crossfall grade break = 36.500(Ft.)
aw Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Am Street flow is on [1] side(s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.).
r. Gutter hike from flowline = 0.167(In.)
r 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 = 58.229(CFS)
Depth of flow = 0.828(Ft.)
Average velocity = 3.113(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 8.09(Ft.)
Streetflow hydraulics at midpoint of street travel:
,.,. Halfstreet flow width = 38.500(Ft.)
Flow velocity = 3.11(Ft /s)
�* Travel time = 0.85 min. TC = 27.24 min.
Adding area flow to street
UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 1.762(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.824
Subarea runoff = 2.820(CFS) for 4.500(Ac.)
Total runoff = 58.222(CFS) Total area = 48.60(Ac.)
Area averaged Fm value = 0.431(In /Hr)
Street flow at end of street = 58.222(CFS)
Half street flow at end of street = 58.222(CFS)
40 Depth of flow = 0.828(Ft.)
Average velocity = 3.113(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 8.09(Ft.)
Flow width (from curb towards crown)= 38.500(Ft.)
End of computations, total study area = 52.95 (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.
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San Bernardino County Rational Hydrology Program r
(Hydrology Manual Date - August 1986)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 1990 Version 2.3
Rational Hydrology Study Date: 7/29/92
---------------------------------------- --------------------------------
,,,� Hydrology Study for Parcel 13, P.M. 12195 at Empire Center, Fontana,CA
Study to establish PROPOSED 25 year run -off values for comparison use.
Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
Date: 7/29/92 File: RCE:PCLI3P.RSB
------ ------------------------------------------------------------------
********* Hydrology Study Control Information * * * * * * * * **
------------------------------------
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = .930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
.. Storm year = 25.00 1 hour rainfall p = 1.097(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
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Process from Point /Station 100.000 to Point /Station 101.000
* * ** INITIAL AREA EVALUATION * * **
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UNDEVELOPED (poor 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) = 67.00
do Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
," Initial area flow distance = 850.000(Ft.)
0 Top (of initial area) elevation = 1102.000(Ft.)
Bottom (of initial area) elevation = 1091.000(Ft.)
40 Difference in elevation = 11.000(Ft.)
Slope = 0.01294 s(%)= 1.29
�+ TC = k(0.525) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 18.601 min.
Rainfall intensity = 2.215(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.665
Subarea runoff = 8.103(CFS)
aw Total initial stream area = 5.500(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
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Process from Point /Station 101.000 to Point /Station 102.000
�w * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1091.000(Ft.)
End of street segment elevation = 1088.000(Ft.)
Length of street segment = 542.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
Distance from crown to crossfall grade break = 36.500(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 = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
�+ Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
w. Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.385(CFS)
Depth of flow = 0.609(Ft.)
Average velocity = 2.928(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 24.107(Ft.)
Flow velocity = 2.93(Ft /s)
Travel time = 3.09 min. TC = 21.69 min.
Adding area flow to street
UNDEVELOPED (poor 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) = 67.00
�. Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.020(In /Hr) for a 25.0 year storm.
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.642
Subarea runoff = 15.389(CFS) for 12.600(Ac.)
Total runoff = 23.492(CFS) Total area = 18.10(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 23.492(CFS)
Half street flow at end of street = 23.492(CFS)
Depth of flow = 0.671(Ft.)
rir Average velocity = 3.112(Ft /s)
Warning: depth of flow exceeds top of curb
*s Distance that curb overflow reaches into property = 0.24(Ft.)
ro Flow width (from curb towards crown)= 27.242(Ft.)
—3-
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+rr +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 103
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
r Top of street segment elevation = 1088.000(Ft.)
End of street segment elevation = 1084.000(Ft.)
Length of street segment = 775.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
Distance from crown to crossfall grade break = 36.500(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 = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
w. Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
imp 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 = 34.134(CFS)
Depth of flow = 0.776(Ft.)
Average velocity = 3.110(Ft /s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 5.48(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.478(Ft.)
.,� Flow velocity = 3.11(Ft /s)
Travel time = 4.15 min. TC = 25.84 min.
Adding area flow to street
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr)
Rainfall intensity = 1.819(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
.� rational method)(Q =KCIA) is C = 0.682
Subarea runoff = 22.117(CFS) for 16.400(Ac.)
Total runoff = 45.609(CFS) Total area = 34.50(Ac.)
Area averaged Fm value = 0.350(In /Hr)
Street flow at end of street = 45.609(CFS)
rri Half street flow at end of street = 45.609(CFS)
Depth of flow = 0.846(Ft.)
Average velocity = 3.291(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 8.96(Ft.)
Flow width (from curb towards crown)= 35.958(Ft.)
M
w
w�
r
S �
+� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream numb
Stream flow area = 34.500(Ac.)
Runoff from this stream = 45.609(CFS)
Time of concentration = 25.84 min.
Rainfall intensity = 1.819(In /Hr)
Area averaged loss rate (Fm) = 0.3499(In /Hr)
.r Area averaged Pervious ratio (Ap) = 0.5722
..
am
.m
aw
an
ar
an
as
w
rr
40
r
0
e
do "'�_
on
rr
..w
e.�
.r
aui
w�
6�q
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.000 to Point /Station 104.100
* * ** INITIAL AREA EVALUATION * * **
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1106.500(Ft.)
Bottom (of initial area) elevation = 1096.600(Ft.)
Difference in elevation = 9.900(Ft.)
Slope = 0.00990 s( *)= 0.99
TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2
Initial area time of concentration = 12.127 min.
Rainfall intensity = 2.864(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.869
Subarea runoff = 10.703(CFS)
Total initial stream area = 4.300(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In /Hr)
_6_
on
.,, 7
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.200
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1096.600(Ft.)
End of street segment elevation = 1083.870(Ft.)
Length of street segment = 1590.000(Ft.)
om Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
r. Distance from crown to crossfall grade break = 13.500(Ft.)
■r 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
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
.. Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 14.811(CFS)
Depth of flow = 0.551(Ft.)
w. Average velocity = 3.647(Ft/s)
Note: depth of flow exceeds top of street crown.
+�+ Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.000(Ft.)
Flow velocity = 3.65(Ft /s)
r Travel time = 7.27 min. TC = 19.39 min.
Adding area flow to street
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr)
.� Rainfall intensity = 2.161(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.859
Subarea runoff = 3.406(CFS) for 3.300(Ac.)
Total runoff = 14.109(CFS) Total area = 7.60(Ac.)
do Area averaged Fm value = 0.098(In /Hr)
Street flow at end of street = 14.109(CFS)
Half street flow at end of street = 14.109(CFS)
Depth of flow = 0.543(Ft.)
Average velocity = 3.580(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.)
—7-
ow
JIM +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.200 to Point /Station 104.200
w� * * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 7.600(Ac.)
Runoff from this stream = 14.109(CFS)
Time of concentration = 19.39 min.
Rainfall intensity = 2.161(In /Hr)
Area averaged loss rate (Fm) = 0.0978(In /Hr)
k , Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr) -
1 45.609 25.84 1.819
2 14.109 19.39 2.161
Qmax (1) _
1.000 * 1.000 * 45.609) +
0.834 * 1.000 * 14.109) + = 57.381
Qmax(2) _
1.233 * 0.751 * 45.609) +
1.000 * 1.000 * 14.109) + = 56.304
Total of 2 streams to confluence:
Flow rates before confluence point:
45.609 14.109
�• Maximum flow rates at confluence using above data:
57.381 56.304
Area of streams before confluence:
34.500 7.600
Effective area values after confluence:
�. 42.100 33.492
Results of confluence:
" Total flow rate = 57.381(CFS)
Time of concentration = 25.839 min.
Effective stream area after confluence = 42.100(Ac.)
Study area average Pervious fraction(Ap) = 0.487
Study area average soil loss rate(Fm) = 0.304(In /Hr)
Study area total (this main stream) = 42.10(Ac.)
r
0
W..
w
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.200 to Point /Station 104.700
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 42.100(Ac.)
Runoff from this stream = 57.381(CFS)
Time of concentration = 25.84 min.
Rainfall intensity = 1.819(In /Hr)
Area averaged loss rate (Fm) = 0.3044(In /Hr)
Area averaged Pervious ratio (Ap) = 0.4869
,.w.
w
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an
ja
ow
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Wr.
air
w
h
0
e�
4w
No +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.300 to Point /Station 104.400
am * * ** INITIAL AREA EVALUATION * * **
aw UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
.., Initial area flow distance = 860.000(Ft.)
Top (of initial area) elevation = 1106.500(Ft.)
Bottom (of initial area) elevation = 1099.600(Ft.)
Difference in elevation = 6.900(Ft.)
Slope = 0.00802 s(%)= 0.80
IWO TC = k(0.525) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 20.563 min.
Rainfall intensity = 2.086(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.650
Subarea runoff = 2.035(CFS)
Total initial stream area = 1.500(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
.w
ew
yr-
■w
+I0
44
W
w.
40
■ , r —14-
PW
�r+
r, 6;?
o, .}... . . ....+.}. ..}.{.....+..}..}-++ .. . .....++++++ t++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.400 to Point /Station 104.500
an * * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 1099.60(Ft.)
Downstream point elevation = 1096.40(Ft.)
Channel length thru subarea = 500.00(Ft.)
aw Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.015 -
Maximum depth of channel - 0.670(Ft.)
.. Flow(q) thru subarea = 2.035(CFS)
Depth of flow = 0.243(Ft.)
Average velocity = 2.792(Ft/s)
Channel flow top width = 3.000(Ft.)
Flow Velocity = 2.79(Ft /s)
,.� Travel time = 2.98 min.
Time of concentration = 23.55 min.
•• Critical depth = 0.242(Ft.)
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to
dw
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8
4W
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A^
1W
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.400 to Point /Station 104.500
* * ** SUBAREA FLOW ADDITION * * **
UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)=
0.578(In /Hr)
Time of concentration = 23.55 min.
Rainfall intensity = 1.923(In /Hr) for a 25.0
year storm
Effective runoff coefficient used for area,(total area
with modified
rational method)(Q =KCIA) is C = 0.629
Subarea runoff = 0.990(CFS) for 1.000(Ac.)
Total runoff = 3.026(CFS) Total area =
2.50(Ac.)
Area averaged Fm value = 0.578(In /Hr)
1 L-
AM
�r
13 t o
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.500 to Point /Station 104.600
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
�1M
w
I -� -
Top of street segment elevation = 1096.400(Ft.)
End of street segment elevation = 1092.000(Ft.)
Length of street segment = 510.000(Ft.)
r.r
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 13.500(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
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
�..
Estimated mean flow rate at midpoint of street =
4.357(CFS)
Depth of flow = 0.391(Ft.)
Average velocity = 2.528(Ft/s)
Streetflow hydraulics at midpoint of street travel:
r
Halfstreet flow width = 12.731(Ft.)
Flow velocity = 2.53(Ft /s)
Travel time = 3.36 min. TC = 26.91 min.
Adding area flow to street
UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)=
0.578(In /Hr)
Rainfall intensity = 1.775(In /Hr) for a 25.0
year storm
Effective runoff coefficient used for area,(total area
with modified
rational method)(Q =KCIA) is C = 0.607
Subarea runoff = 2.037(CFS) for 2.200(Ac.)
Total runoff = 5.062(CFS) Total area =
4.70(Ac.)
Area averaged Fm value = 0.578(In /Hr)
,rw
Street flow at end of street = 5.062(CFS)
Half street flow at end of street = 5.062(CFS)
Depth of flow = 0.408(Ft.)
Average velocity = 2.608(Ft /s)
Flow width (from curb towards crown)= 13.559(Ft.)
�1M
w
I -� -
MM
+wr
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.600 to Point /Station 104.700
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1092.000(Ft.)
End of street segment elevation = 1083.750(Ft.)
Length of street segment = 800.000(Ft.)
r „ Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 15.000(Ft.)
•�• Distance from crown to crossfall grade break = 13.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
" Slope from grade break to crown (v /hz) = 0.020
w. 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
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.277(CFS)
Depth of flow = 0.403(Ft.)
Average velocity = 2.823(Ft/s)
Streetflow hydraulics at midpoint of street travel:
.rY Halfstreet flow width = 13.292(Ft.)
Flow velocity = 2.82(Ft /s)
4. Travel time = 4.72 min. TC = 31.63 min.
Adding area flow to street
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr)
The area added to the existing stream causes a
e. a lower flow rate of Q = 4.913(CFS)
therefore the upstream flow rate of Q = 5.062(CFS) is being used
Rainfall intensity = 1.611(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.583
�r Subarea runoff = 0.000(CFS) for 0.400(Ac.)
Total runoff = 5.062(CFS) Total area = 5.10(Ac.)
* Area averaged Fm value = 0.541(In /Hr)
Street flow at end of street = 5.062(CFS)
Half street flow at end of street = 5.062(CFS)
Depth of flow = 0.398(Ft.)
Average velocity = 2.799(Ft/s)
Flow width (from curb towards crown)= 13.062(Ft.)
sr
40
w
—14-
AM
AW
Process from Point /Station 104.700 to Point /Station 104.700
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.100(Ac.)
Runoff from this stream = 5.062(CFS)
'.r Time of concentration = 31.63 min.
Rainfall intensity = 1.611(In /Hr)
4 Area averaged loss rate (Fm) = 0.5406(In /Hr)
Area averaged Pervious ratio (Ap) = 0.9294
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
wn No. (CFS) (min) (In /Hr)
1 57.381 25.84 1.819
2 5.062 31.63 1.611
1.000 * 1.000 * 57.381) +
1.194 * 0.817 * 5.062) + = 62.319
� Qmax(2) _
0.863 * 1.000 * 57.381) +
�., 1.000 * 1.000 * 5.062) + = 54.566
�* Total of 2 streams to confluence:
Flow rates before confluence point:
57.381 5.062
Maximum flow rates at confluence using above data:
62.319 54.566
Area of streams before confluence:
42.100 5.100
Effective area values after confluence:
*, 46.266 47.200
Results of confluence:
*" Total flow rate = 62.319(CFS)
Time of concentration = 25.839 min.
Effective stream area after confluence = 46.266(Ac.)
.� Study area average Pervious fraction(Ap) = 0.535
Study area average soil loss rate(Fm) = 0.330(In /Hr)
�r Study area total (this main stream) = 47.20(Ac.)
arr
O.
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L,
.r
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' -- 1 T -
, +r
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
rr Process from Point /Station 104.700 to Point /Station 105.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1083.750(Ft.)
End of street segment elevation = 1083.250(Ft.)
Length of street segment = 158.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
w„ Distance from crown to crossfall grade break = 36.500(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 = 14.000(Ft.)
�.. Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 65.248(CFS)
Depth of flow = 0.989(Ft.)
Average velocity = 3.096(Ft /s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 16.13(Ft.)
�•• Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 38.500(Ft.)
Flow velocity = 3.10(Ft /s)
Travel time = 0.85 min. TC = 26.69 min.
Adding area flow to street
ar UNDEVELOPED (poor 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) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 1.784(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.868
Subarea runoff = 2.939(CFS) for 4.350(Ac.)
Total runoff = 65.258(CFS) Total area = 50.62(Ac.)
Area averaged Fm value = 0.351(In /Hr)
Street flow at end of street = 65.258(CFS)
Half street flow at end of street = 65.258(CFS)
,. Depth of flow = 0.989(Ft.)
Average velocity = 3.096(Ft /s)
+r Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 16.13(Ft.)
r Flow width (from curb towards crown)= 38.500(Ft.)
End of computations, total study area = 51.55 (Ac.)
** The following figures may
be used for a unit hydrograph study of the same area.
4W Note: These figures do not consider reduced effective area
4W effects caused by confluences in the rational equation.
An _
am
rr
on
00
am
aw
AM
rr
.r
rr SECTION III
..
w
HYDRAULIC CALCULATIONS
Drainage
Capacity
of North Side of Existing Slover Avenue
w
Depth of
Flow for
West Side of Proposed Access Road
mom
Depth of
Flow for
East Side of Proposed Access Road
9w
Depth of
Flow for
1st Half of Proposed Rectangular Channel
Depth of
Flow for
2nd Half of Proposed Rectangular Channel
w
.r
w
w
mm
w
w
wrw
r
No
w
.r
****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** CHANNEL FLOW CALCULATIONS * * * * **
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
rr
CALCULATE CHANNEL CAPACITY GIVEN:
�.. Channel Slope = .005000 (Ft. /Ft.) _ .5000
Depth of Flow = .950 Feet
MW
am
am * ** OPEN CHANNEL FLOW - STREET FLOW * **
4%
Street Slope (Ft. /Ft.) = .0050
Mannings "n" value for street = .015
aw
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 36.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
yr
Slope from Gutter to Grade Break (Ft. /Ft.) =
.045
Slope from Grade Break to Crown (Ft. /Ft.) =
.015
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
14.00
Slope from curb to property line (Ft. /Ft.) =
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 2.000
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .950 (Ft.)
Average Velocity = 2.98 (Ft. /Sec.)
.�
!!WARNING: WATER IS ABOVE LEFT OR RIGHT BANK
ELEVATIONS.
Flow capacity is extrapolated by increasing
bank heights
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 14.167 (Ft.)
Mr
an Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 32.56
Flow Velocity(Ft. /Sec.) = 3.05
Depth *Velocity = 2.90
Calculated flow rate of total street channel = 36.60 (CFS)
Flow rate in gutter = 9.27 (CFS)
Velocity of flow in gutter and sidewalk area = 2.805 (Ft. /Sec.)
Average velocity of total street channe
CROSS S ECTIO N 2.982 (Ft. /Sec.)
STREE FLOW .. NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
+w V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 15.50
r Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.680
Subchannel Critical Flow Area(Sq. Ft.) = 3.46
Froude Number Calculated = .999
Subchannel Critical Depth above invert elevation = .960
4ft CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
go Subchannel Critical Flow Top Width(Ft.) = 31.27
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.041
*�► Subchannel Critical Flow Area(Sq. Ft.) = 8.99
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .951
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
"0
CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
M " Depth of flow = .95 Feet ,_ "W"
.r
HALF- STREET FLOW CROSS SECTION
,ir
Critical depth for Channel No.1= .96 Feet , _ "c"
of
Critical depth for Channel No.2= .95 Feet , _ "c"
"a
X_(Feet) Y(Feet) Y- Axis ->
.0
.2
.5
.7 1.0
U „ --------------------------------------------------------------------------
.00 .95
XW
1.00 .93
XW
2.00 .91
X W
3.00 .89
X W
4.00 .87
X W
5.00 .85
X W
6.00 .83
X W
7.00 .81
X W
,.. 8.00 .79
I X
W
9.00 .77
X
W
00 10.00 .75
X
W
11.00 .73
X
W
04 12.00 .71
X
W
13.00 .69
X
W
err► 14.00 .67
X
W
15.00 .11
X
W
am 16.00 .19
X
W
17.00 .23
X
W
00
18.00 .28
X
W
19.00 .32
X
W
,
20.00 .37
X
W
r 21.00 .41
X
W
22.00 .46
X I
W
an 23.00 .50
X
W
24.00 .55
X
W
"o 25.00 .59
X
W
26.00 .64
X
W
40 27.00 .65
X
W
28.00 .67
X
W
'w 29.00 .68
X
W
30.00 .70
X
W
31.00 .71
X
W
„ 32.00 .73
X
W
33.00 .74
X
W
A , 34.00 .76
X W
35.00 .77
X W
wr 36.00 .79
X W
37.00 .80
X W
... 38.00 .82
X W
39.00 .83
X W
40.00 .85
X W
41.00 .86
X W
42.00 .88
X W
43.00 .89
X W
,
44.00 .91
X W
45.00 .92
X W
46.00 .94
XW
r 47.00 .95
X
48.00 .97
X
49.00 .98
X
50.00 1.00
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + +�
Oft
mp
err
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -90 Advanced Engineering Software (aes)
Ver. 3.OA Release Date: 7/10/90 Serial # 7589
wo
..
Analysis prepared by:
HALL & FOREMAN, INC.
(714) 641 -8777
to
----------------------------------------------------------------------------
.0 TIME/DATE OF STUDY: 10:49 2/ 8/2089
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
+O* Street Capacity Study for Parcel 13, PM 12194, Empire Ctr., Fontana, CA
* Check depth of flow in w'ly gutter of PROPOSED 30' Street with Q25 =3.4
4%* Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
4 "» »STREETFLOW MODEL INPUT INFORMATION ««
----------------------------------------------------------------------------
so CONSTANT STREET GRADE(FEET /FEET) _ .010000
,. CONSTANT STREET FLOW(CFS) = 3.40
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000
10 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .020000
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000
!+r CONSTANT SYMMETRICAL CURB HEIGTH(FEET) _ .67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500
` FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
40 STREET FLOW MODEL RESULTS:
----------------------------------------------
r STREET FLOW DEPTH(FEET) _ .35
HALFSTREET FLOOD WIDTH(FEET) = 11.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48
,wr PRODUCT OF DEPTH &VELOCITY = .87
r
+"rwi
rr
wrr
err
f
... HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -90 Advanced Engineering Software (aes)
„r Ver. 3.OA Release Date: 7/10/90 Serial # 7589
Am Analysis prepared by:
*r HALL & FOREMAN, INC.
(714) 641 -8777
r
err
----------------------------------------------------------------------------
0 TIME /DATE OF STUDY: 10:58 2/ 8/2089
-------------------------------------------------
--------------------------------------
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
4Wk Street Capacity Study for Parcel 13, PM 12195, Empire Ctr., Fontana, CA
* Check depth of flow in e'ly gutter of PROPOSED 30' Street with Q25 =5.0
Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�r
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
.•o » >STREETFLOW MODEL INPUT INFORMATION ««
----------------------------------------------------------------------------
No CONSTANT STREET GRADE(FEET /FEET) = .010000
CONSTANT STREET FLOW(CFS) = 5.00
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000
%, CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020000
OUTSIDE STREET CROSSFALL(DECIMAL) = .020000
... CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = .67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
,�.. CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12500
..r FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
so " STREET FLOW MODEL RESULTS:
--------------------------------------------------------------- - -------------
"' STREET FLOW DEPTH(FEET) = .40
HALFSTREET FLOOD WIDTH(FEET) = 13.73
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49
aw PRODUCT OF DEPTH &VELOCITY = 1.00
r,
09
+o
rrr
a.�
+wr
,r
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -90 Advanced Engineering Software (aes)
,rr Ver. 3.OA Release Date: 7/10/90 Serial # 7589
+�* Analysis prepared by:
HALL & FOREMAN, INC.
(714) 641 -8777
err
----------------------------------------------------------------------------
4ft TIME /DATE OF STUDY: 10:41 2/ 8/2089
------------------------------------------------------------------
----------------------------------------------------------------
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
err* Hydraulic Study for Parcel 13, P.M. 12195 at Empire Center, Fontana, CA
* Study to check depth of flow in RECTANGULAR Channel with Q25= 2cfs,S =.45o
** Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
A.r
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
" Q >> >>CHANNEL INPUT INFORMATION ««
----------------------------------------------------------------------------
'� CHANNEL Zl(HORIZONTAL /VERTICAL) _ .00
... Z2 (HORIZONTAL /VERTICAL) _ .00
BASEWIDTH(FEET) = 2.00
s CONSTANT CHANNEL SLOPE(FEET /FEET) _ .004500
UNIFORM FLOW(CFS) = 2.00
w„ MANNINGS FRICTION FACTOR = .0140
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ON NORMAL -DEPTH FLOW INFORMATION:
----------------------------------------------------------------------------
4M » »> NORMAL DEPTH(FEET) _ .35
FLOW TOP- WIDTH(FEET) _ 2.00
FLOW AREA(SQUARE FEET) _ .69
HYDRAULIC DEPTH(FEET) _ .35
FLOW AVERAGE VELOCITY(FEET /SEC.) = 2.90
UNIFORM FROUDE NUMBER = .869
PRESSURE + MOMENTUM(POUNDS) = 18.66
AVERAGED VELOCITY HEAD(FEET) _ .130
SPECIFIC ENERGY(FEET) _ .476
CRITICAL -DEPTH FLOW INFORMATION:
----------------------------------------------------------------------------
CRITICAL FLOW TOP- WIDTH(FEET) = 2.00
' CRITICAL FLOW AREA(SQUARE FEET) _ .63
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .31
CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.19
CRITICAL DEPTH(FEET) _ .31
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 18.50
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .158
CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .471
mm
rw
a.r
.ft
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
` (C) Copyright 1982 -90 Advanced Engineering Software (aes)
„ Ver. 3.OA Release Date: 7/10/90 Serial # 7589
Analysis prepared by:
�+ HALL & FOREMAN, INC.
(714) 641 -8777
%V
----------------------------------------------------------------------------
'""" TIME /DATE OF STUDY: 10:44 2/ 8/2089
DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
Hydraulic Study for Parcel 13, P.M. 12195 at Empire Center, Fontana, CA
* Study to check depth of flow in RECTANGULAR Channel with Q25= 3cfs,S =.45%
�* Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
wr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
a►» »CHANNEL INPUT INFORMATION ««
----------------------------------------------------------------------------
CHANNEL Zl(HORIZONTAL /VERTICAL) = .00
Z2(HORIZONTAL /VERTICAL) = .00
BASEWIDTH(FEET) = 2.00
CONSTANT CHANNEL SLOPE(FEET /FEET) _ .004500
UNIFORM FLOW(CFS) = 3.00
MANNINGS FRICTION FACTOR = .0140
s o NORMAL -DEPTH FLOW INFORMATION:
4M » »> NORMAL DEPTH(FEET) _ .46
FLOW TOP- WIDTH(FEET) = 2.00
4W FLOW AREA(SQUARE FEET) _ .91
HYDRAULIC DEPTH(FEET) _ .46
O"• FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.29
UNIFORM FROUDE NUMBER = .859
"" PRESSURE + MOMENTUM(POUNDS) = 32.10
AVERAGED VELOCITY HEAD(FEET) _ ..168
am SPECIFIC ENERGY(FEET) _ .624
o______________________________________________ _____________________________
CRITICAL -DEPTH FLOW INFORMATION:
do ---------------------------- ---------------------------------------------
CRITICAL FLOW TOP- WIDTH(FEET) _ 2 00
err CRITICAL FLOW AREA(SQUARE FEET) _ .82
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .41
40 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.65
CRITICAL DEPTH(FEET) = .41
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 31.76
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .207
CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .618
________ ---------------- _______ ___________--------
____________
r
w
am
AV
oft
r+