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mar F Hall & Foreman, Inc.
. Civil Engineering • Planning • Surveying • Public Works
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SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
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MASTER HYDROLOGY STUDY, EMPIRE CENTER PROJECT
FOR
PARK AND RIDE FACILITY IMPROVEMENTS
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... PARCEL 13, PARCEL MAP 12195, EMPIRE CENTER
Fontana, California
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FOR
ALEXANDER HAAGEN COMPANY
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August 10, 1992
March 25, 1993 Revision No 1
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,., J.N.: 4013- 063
File: 4013HRB.PFS
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13821 Newport Avenue, Suite 200
..4 Tustin, California 92680 -7803
Tel 714/544 -3404
Fax 714/544 -3155
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' SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
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++� TABLE OF CONTENTS
0. Section I - Purpose and Summary of Report
"" Section II - Hydrology Calculations
Section III - Hydraulic Calculations
Appendix A - Hydrology Plan (Existing) C -HP -1, Rev. 1
(In Slip Jacket)
Appendix A - Hydrology Plan (Proposed) C -HP -2, Rev. 1
(In Slip Jacket)
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SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
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SECTION I - PURPOSE AND SUMMARY OF REPORT
The purpose of this report is to present the hydrology and
,,. hydraulic calculations which establish the existing and
proposed rainfall runoff pertaining to the proposed Park and
4111 Ride Facility and to check drainage capacities of existing
and proposed roadways. The site is located in the City of
4111 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 Park & Ride site has been rough graded during development
of the Palm Court shopping center and drains in a
southeasterly direction with the runoff eventually getting to
Slover Avenue at a point about 360' east of the intersection
of Tamarind Avenue. Slover Avenue drains easterly beginning
�,. at the easterly side of the Palm Court shopping center.
Slover Avenue has an improved curb and gutter to the west of
the proposed access road to the Park and Ride. To the east,
Slover Avenue has an asphalt edge of pavement that joins
existing natural grade and is not widened as is the improved
section to the west.
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 found in Appendix A of this report.
The first set of calculations and Plan establish the
existing rainfall runoff while the second set of
calculation and Plan establish the proposed runoff. 25
year and 100 year storm events were used for both sets
of calculations. The proposed development adds about
7.1 cfs (Q25) or 8.1 cfs (Q100) to the downstream end of
,�. the existing drainage area.
The Hydraulic Calculations are the Section III of this
report.
The first set of calculations establish that the
existing hydraulic capacity of the north side of Slover
Avenue, to Right -of -Way line, is about 36.6 cfs. The
capacity is reached about 800' west of the proposed Park
and Ride access road under existing and proposed 100
rem
year storm events and the capacity is reached about 360'
west of the access road or approximately near the
intersection of Tamarind Avenue under existing and
proposed 25 year storm events.
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NOM SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
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SECTION I - PURPOSE AND SUMMARY OF REPORT (continued)
The next set of calculations confirm that the depth of
.. flow along the west and east side of the proposed access
road is below top of curb under maximum 25 year runoff
amounts.
The last set of calculations confirm that the 25 year
storm depth of flow in the proposed 2' wide rectangular
channel along the north property line of the Park and
Ride is less than the top of channel wall /curb.
CONCLUSION
NOM The hydraulic capacity of the proposed Park and Ride
improvements appear adequate for the design flow rates.
However, Slover Avenue is hydraulically inadequate for both
existing and proposed flow rates. A public storm drain
system would be required to remove the majority of the flow
from the street surface and to reduce the depth of flow in
the street. Catch basins would be required at a number of
locations along the street to intercept the flows in order to
maintain acceptable depths of flow and travel lane width
requirements. This storm drain would carry flows to the
south or east of the project.
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SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
,.. SECTION II - HYDROLOGY CALCULATIONS
Existing 25 Year Storm
a.. Existing 100 Year Storm
°"' Proposed 25 Year Storm
Proposed 100 Year Storm
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San Bernardino County Rational Hydrology Program
10
(Hydrology Manual Date - August 1986)
+.. CIVILCADD /CIVILDESIGN Engineering Software, (c) 1990 Version 2.3
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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:PCL13X.RSB
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* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
sr 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 * * **
wr 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
MIN SCS curve number for soil(AMC 2) = 67.00
�r 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)]A0.2
Initial area time of concentration = 19.430 min.
••� Rainfall intensity = 2.158(In /Hr) for a 25.0 year storm
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
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 = 18.057(CFS)
' Depth of flow = 0.472(Ft.)
Average velocity = 2.922(Ft/s)
ma Streetflow hydraulics at midpoint of street travel:
err 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
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UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
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Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
m 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
no Effective runoff coefficient used for area,(total area with modified
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)
.rr 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 * * **
Top of street segment elevation = 1088.000(Ft.)
End of street segment elevation = 1084.000(Ft.)
Length of street segment = 775.000(Ft.)
a+• 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.)
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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
0114 Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
gni 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 * * **
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)
Area averaged Pervious ratio (Ap) = 0.5860
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1 111 11 11 11 11 11��111 11 11 1 1 1111 11 11 11 11 1111 1111 11 11 11 11 11 11 11 11 11111 1111 11 11 1111 11 11 11 11111 11 11 11 1111 j~
+++++++++ T+++++ T+++ T+++++++++++++++ +++++ + + +++++ +++++++++++ +++++++T T T++
Process from Point /Station 104.000 to Point /Station 104.100
* * ** INITIAL AREA EVALUATION * * **
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
my Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
am 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 * * **
Depth of flow = 0.377(Ft.)
Average velocity = 1.483(Ft /s)
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* * * * * ** Irregular Channel Data * * * * * * * * * **
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Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
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)
flow top width = 25.156(Ft.)
velocity= 1.483(Ft /s)
area = 4.746(Sq.Ft)
�• ' ' Froude number = 0.601
NMI Upstream point elevation = 1097.500(Ft.)
Downstream point elevation = 1083.750(Ft.)
... Flow length = 1660.000(Ft.)
rr 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)
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Sub - Channel No. 1 Critical depth = 0.309(Ft.)
00 ' ' ' 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
NEN 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)
r■ 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)
MK 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) +
err 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
toe 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)
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)
rn 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 * * **
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.)
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 = 58.229(CFS)
Depth of flow = 0.828(Ft.)
Average velocity = 3.113(Ft /s)
Warning: depth of flow exceeds top of curb
rr Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 8.09(Ft.)
me 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.)
ime 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)
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.
—10-
no
San Bernardino County Rational Hydrology Program /00e
.,, (Hydrology Manual Date - August 1986)
�., CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.0
Rational Hydrology Study Date: 3/19/93
Hydrology Study for Parcel 13, P.M. 12195 at Empire Center, Fontan, CA
Study to establish EXISTING 100 Year run -off values for comparison use
to Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
Date: 3/19/93 File: RCE:PNR99X.RSB
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
eue
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.350(In.)
Slope used for rainfall intensity curve b = 0.6000
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Soil antecedent moisture condition (AMC) = 2
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+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** INITIAL AREA EVALUATION * * **
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
00 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 = 900.000(Ft.)
0.
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)]
Initial area time of concentration = 19.430 min.
00 Rainfall intensity = 2.655(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.704
00 Subarea runoff = 11.497(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
gm * * ** 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.)
mg 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
are 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.)
mi• 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
„m. Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 23.742(CFS)
IIIN Depth of flow = 0.526(Ft.)
Average velocity = 3.123(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 27.619(Ft.)
Flow velocity = 3.12(Ft /s)
Travel time = 2.89 min. TC = 22.32 min.
Adding area flow to street
me 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)
mg
Rainfall intensity = 2.443(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.687
Subarea runoff = 20.814(CFS) for 13.100(Ac.)
Total runoff = 32.311(CFS) Total area = 19.25(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 32.311(CFS)
Half street flow at end of street = 32.311(CFS)
mm Depth of flow = 0.594(Ft.)
Average velocity = 3.367(Ft/s)
Flow width (from curb towards crown)= 31.021(Ft.)
—3-
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 103.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
"""' 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.)
rr 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 = 46.075(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 = 1.76(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 36.398(Ft.)
Flow velocity = 3.48(Ft /s)
Travel time = 3.72 min. TC = 26.04 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 = 2.228(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.720
Subarea runoff = 27.703(CFS) for 16.400(Ac.)
At Total runoff = 60.015(CFS) Total area = 35.65(Ac.)
Area averaged Fm value = 0.357(In /Hr)
Street flow at end of street = 60.015(CFS)
Half street flow at end of street = 60.015(CFS)
Depth of flow = 0.774(Ft.)
Average velocity = 3.697(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 = 5.35(Ft.)
n " Flow width (from curb towards crown)= 38.500(Ft.)
gm
MEI
_ '4_
/ooe
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.200
,■,, * * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 35.650(Ac.)
'gg Runoff from this stream = 60.015(CFS)
Time of concentration = 26.04 min.
Rainfall intensity = 2.228(In /Hr)
•• Area averaged loss rate (Fm) = 0.3573(In /Hr)
Area averaged Pervious ratio (Ap) = 0.5860
dOW
min
Poi
n um
aims
sae
vie
IPNII
rr
MI
MB
Oft
rr Item
N M
raw ■ 5
.. /oi
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.000 to Point /Station 104.100
* * ** INITIAL AREA EVALUATION * * **
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
01 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 = 1000.000(Ft.)
Top (of initial area) elevation = 1106.500(Ft.)
•r Bottom (of initial area) elevation = 1097.500(Ft.)
Difference in elevation = 9.000(Ft.)
a Slope = 0.00900 s(%)= 0.90
TC = k(0.525) *[(length"3) /(elevation change)]
Initial area time of concentration = 21.346 min.
Rainfall intensity = 2.510(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.693
Subarea runoff = 9.300(CFS)
Total initial stream area = 5.350(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
a
ing
- 6
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.200
,,. * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * **
i' Depth of flow = 0.419(Ft.)
Average velocity = 1.590(Ft /s)
* * * * * ** Irregular Channel Data * * * * * * * * * **
wry
Information entered for subchannel number 1 :
�.. Point number 'X' coordinate 'Y' coordinate
1 0.00 3.00
2 100.00 0.00
3 200.00 3.00
o.
Manning's 'N' friction factor = 0.030
Sub - Channel flow = 9.300(CFS)
flow top width = 27.930(Ft.)
' ' velocity= 1.590(Ft /s)
area = 5.851(Sq.Ft)
' ' Froude number = 0.612
Upstream point elevation = 1097.500(Ft.)
Downstream point elevation = 1083.750(Ft.)
"' Flow length = 1660.000(Ft.)
e „ Travel time = 17.41 min.
Time of concentration = 38.75 min.
,. Depth of flow = 0.419(Ft.)
Average velocity = 1.590(Ft /s)
go' Total irregular channel flow = 9.300(CFS)
Irregular channel normal depth above invert elev. = 0.419(Ft.)
Average velocity of channel(s) = 1.590(Ft /s)
Sub - Channel No. 1 Critical depth = 0.344(Ft.)
' ' Critical flow top width = 22.917(Ft.)
Critical flow velocity= 2.361(Ft /s)
Critical flow area = 3.939(Sq.Ft)
.A
Oft
�wr
.or
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.100 to Point /Station 104.200
m ., * * ** 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
MPS SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
"o Time of concentration = 38.75 min.
Rainfall intensity = 1.755(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
.w rational method)(Q =KCIA) is C = 0.603
Subarea runoff = 4.254(CFS) for 7.450(Ac.)
Total runoff = 13.554(CFS) Total area = 12.80(Ac.)
Area averaged Fm value = 0.578(In /Hr)
mm
si
wr lown
Nin
rrr
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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 = 13.554(CFS)
, Time of concentration = 38.75 min.
Rainfall intensity = 1.755(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 60.015 26.04 2.228
2 13.554 38.75 1.755
Qmax(1) =
1.000 * 1.000 * 60.015) +
1.402 * 0.672 * 13.554) + = 72.782
Qmax(2) =
0.747 * 1.000 * 60.015) +
1.000 * 1.000 * 13.554) + = 58.398
Total of 2 streams to confluence:
Flow rates before confluence point:
vim 60.015 13.554
Maximum flow rates at confluence using above data:
72.782 58.398
.,,, Area of streams before confluence:
35.650 12.800
Effective area values after confluence:
44.251 48.450
Results of confluence:
Total flow rate = 72.782(CFS)
Time of concentration = 26.037 min.
Effective stream area after confluence = 44.251(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.)
Vim
C -
1ir11
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
'.• Process from Point /Station 104.200 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.)
.., 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.)
4414 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 = 76.483(CFS)
err Depth of flow = 0.906(Ft.)
Average velocity = 3.405(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 = 11.96(Ft.)
, Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 38.500(Ft.)
Flow velocity = 3.41(Ft /s)
Travel time = 0.77 min. TC = 26.81 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)
4141. Rainfall intensity = 2.189(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
d" rational method)(Q =KCIA) is C = 0.839
Subarea runoff = 4.364(CFS) for 4.500(Ac.)
air Total runoff = 77.146(CFS) Total area = 48.75(Ac.)
„ Area averaged Fm value = 0.431(In /Hr)
Street flow at end of street = 77.146(CFS)
Half street flow at end of street = 77.146(CFS)
Depth of flow = 0.908(Ft.)
Average velocity = 3.415(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 = 12.09(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.
San Bernardino County Rational Hydrology Program
, (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:PCL13P.RSB
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
IMO 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
0.
mom
ono
mow
Amm
tor
Ism
low
Jam
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
+•• * * ** INITIAL AREA EVALUATION * * **
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
+I► Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
,., Initial area flow distance = 850.000(Ft.)
Top (of initial area) elevation = 1102.000(Ft.)
"s' Bottom (of initial area) elevation = 1091.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.01294 s( %)= 1.29
TC = k(0.525) *[(length ^3) /(elevation change)]A0.2
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)
Total initial stream area = 5.500(Ac.)
w. Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
wit
4-
W -2-
mw
++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ + + + + + + + ++ + + + + + + + + + + ++
Process from Point /Station 101.000 to Point /Station 102.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
w 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
,.. Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 17.385(CFS)
m '" 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)
^a- 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.)
Average velocity = 3.112(Ft /s)
AV
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.24(Ft.)
Flow width (from curb towards crown)= 27.242(Ft.)
mw
Mr
Am
- 3
.w +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 103.000
.w * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
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
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 = 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)
an
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)
.. 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.)
.t.
- 4-
.�*
for +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 34.500(Ac.)
Runoff from this stream = 45.609(CFS)
w.► Time of concentration = 25.84 min.
Rainfall intensity = 1.819(In /Hr)
Area averaged loss rate (Fm) = 0.3499(In /Hr)
Area averaged Pervious ratio (Ap) = 0.5722
AMP
diN
awl
ONO
.r
osm
A..
NOR
A..
-5 -
arr +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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)
NMI
NOV
amern
moo
-G-
— /(
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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.)
.. 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 = 14.811(CFS)
Depth of flow = 0.551(Ft.)
Average velocity = 3.647(Ft/s)
Note: depth of flow exceeds top of street crown.
.w Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.000(Ft.)
-- Flow velocity = 3.65(Ft /s)
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.)
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.)
r Average velocity = 3.580(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.)
err
�..,
--7-
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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 = 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)
Area averaged Pervious ratio (Ap) = 0.1000
0.
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
'o' No. (CFS) (min) (In /Hr)
0.
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
0" Study area average soil loss rate(Fm) = 0.304(In /Hr)
Study area total (this main stream) = 42.10(Ac.)
wow
.r
INO
vvvv
arr
✓/ /
I ,, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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)
a•• 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
rr
w.►
uor
ems
+rr
4010
mum
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.300 to Point /Station 104.400
.. * * ** INITIAL AREA EVALUATION * * **
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
TC = k(0.525) *[(length ^3) /(elevation change)]A0.2
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
for 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)
00
AIN
ewe
a
war
.. (
,aw +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.400 to Point /Station 104.500
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 1099.60(Ft.)
Downstream point elevation = 1096.40(Ft.)
Channel length thru subarea = 500.00(Ft.)
.. Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 0.000
"m 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.)
"r 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.
a., Critical depth = 0.242(Ft.)
let
mit
mm
r
gmlo
mm
1111.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.400 to Point /Station 104.500
1111 * * ** 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
ON Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Time of concentration = 23.55 min.
1111 Rainfall intensity = 1.923(In /Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
11 " rational method)(Q =KCIA) is C = 0.629
Subarea runoff = 0.990(CFS) for 1.000(Ac.)
1111 Total runoff = 3.026(CFS) Total area = 2.50(Ac.)
Area averaged Fm value = 0.578(In /Hr)
WIN
Mgr
SIM
oft
w11
1.11
nom
.w
AIM
.1111
raw
raw
1111
1111
or +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.500 to Point /Station 104.600
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1096.400(Ft.)
End of street segment elevation = 1092.000(Ft.)
Length of street segment = 510.000(Ft.)
,.. 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
wog
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.)
+r+ Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
0. 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:
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
`l 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)
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.)
mm
me
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.600 to Point /Station 104.700
a.. * * ** 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.)
.,. 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.)
*ON 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:
111. Halfstreet flow width = 13.292(Ft.)
Flow velocity = 2.82(Ft /s)
*� 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
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
,.. 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)
MN Depth of flow = 0.398(Ft.)
Average velocity = 2.799(Ft/s)
+�+ Flow width (from curb towards crown)= 13.062(Ft.)
INN
... - 1 4
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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)
ww Time of concentration = 31.63 min.
Rainfall intensity = 1.611(In /Hr)
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
No. (CFS) (min) (In /Hr)
1 57.381 25.84 1.819
2 5.062 31.63 1.611
.,.
Qmax(1) =
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)
,,. Study area total (this main stream) = 47.20(Ac.)
wr
wr
4.,
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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.)
Distance from crown to crossfall grade break = 36.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
`id 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.)
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 = 65.248(CFS)
Mir Depth of flow = 0.989(Ft.)
Average velocity = 3.096(Ft /s)
Warning: depth of flow exceeds top of curb
,.r 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
o.. 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)
ow 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.
sem Distance that curb overflow reaches into property = 16.13(Ft.)
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.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
ray
San Bernardino County Rational Hydrology Program (D
(Hydrology Manual Date - August 1986)
„s. CIVILCADD /CIVILDESIGN Engineering Software, (c) 1992 Version 3.0
Rational Hydrology Study Date: 3/19/93
Hydrology Study for Parcel 13, P.M. 12195 at Empire Center, Fontana,CA
Study to establish PROPOSED 100 Year run -off values for comparison use
Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680
Date: 3/19/93 File: RCE:PNR99P.RSB
oft
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
so
Rational hydrology study storm event year is 100.0
so Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.350(In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
PM
err
rr
.r
1
oy
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 100.000 to Point /Station 101.000
* * ** INITIAL AREA EVALUATION * * **
"° UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
,o• 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 = 850.000(Ft.)
Top (of initial area) elevation = 1102.000(Ft.)
Bottom (of initial area) elevation = 1091.000(Ft.)
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 = 2.726(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.709
er Subarea runoff = 10.630(CFS)
Total initial stream area = 5.500(Ac.)
"' Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
sr
ofirf
IM
AO
err
MO
rro
ar. AO
aus
rrr
(P
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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.)
00 Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 38.500(Ft.)
00 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.)
.w Slope from curb to property line (v /hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(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 = 22.807(CFS)
+■ Depth of flow = 0.663(Ft.)
Average velocity = 3.118(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 26.809(Ft.)
Flow velocity = 3.12(Ft /s)
.. Travel time = 2.90 min. TC = 21.50 min.
Adding area flow to street
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
se„ 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 = 2.499(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.692
00 Subarea runoff = 20.660(CFS) for 12.600(Ac.)
Total runoff = 31.290(CFS) Total area = 18.10(Ac.)
Area averaged Fm value = 0.578(In /Hr)
r , Street flow at end of street = 31.290(CFS)
Half street flow at end of street = 31.290(CFS)
a. Depth of flow = 0.747(Ft.)
Average velocity = 3.152(Ft /s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 4.04(Ft.)
""` Flow width (from curb towards crown)= 31.042(Ft.)
MB
wim
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 102.000 to Point /Station 103.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
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
Gutter width = 2.000(Ft.)
Mar Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
al. 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 = 45.465(CFS)
Depth of flow = 0.845(Ft.)
Average velocity = 3.289(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 8.92(Ft.)
Streetflow hydraulics at midpoint of street travel:
w ., Halfstreet flow width = 35.919(Ft.)
Flow velocity = 3.29(Ft /s)
Travel time = 3.93 min. TC = 25.43 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
M- 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 = 2.260(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.725
Subarea runoff = 28.012(CFS) for 16.400(Ac.)
Total runoff = 59.302(CFS) Total area = 34.50(Ac.)
Area averaged Fm value = 0.350(In /Hr)
Street flow at end of street = 59.302(CFS)
Half street flow at end of street = 59.302(CFS)
Depth of flow = 0.910(Ft.)
Average velocity = 3.500(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 = 12.16(Ft.)
•• Flow width (from curb towards crown)= 38.500(Ft.)
gem
` roe C
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 103.000 to Point /Station 104.200
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 34.500(Ac.)
Runoff from this stream = 59.302(CFS)
Time of concentration = 25.43 min.
Rainfall intensity = 2.260(In /Hr)
Area averaged loss rate (Fm) = 0.3499(In /Hr)
Area averaged Pervious ratio (Ap) = 0.5722
awe
mom
mg
Wg
gms
IMO
MO
gml
gom
am
r■
am
tw&
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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 = 3.524(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.875
Ada Subarea runoff = 13.258(CFS)
Total initial stream area = 4.300(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In /Hr)
,w.
ma
vin
NW
ON
w
104 /
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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.)
0. Length of street segment = 1590.000(Ft.)
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.)
r.. 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 = 18.345(CFS)
Depth of flow = 0.589(Ft.)
Average velocity = 3.961(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 = 3.96(Ft /s)
Travel time = 6.69 min. TC = 18.82 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 = 2.707(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.867
Subarea runoff = 4.589(CFS) for 3.300(Ac.)
""" Total runoff = 17.847(CFS) Total area = 7.60(Ac.)
Area averaged Fm value = 0.098(In /Hr)
Street flow at end of street = 17.847(CFS)
,.. Half street flow at end of street = 17.847(CFS)
Depth of flow = 0.583(Ft.)
Average velocity = 3.919(Ft /s)
Note: depth of flow exceeds top of street crown.
""" Flow width (from curb towards crown)= 15.000(Ft.)
lea
_7_
.. we rtc
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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 = 7.600(Ac.)
Runoff from this stream = 17.847(CFS)
,,. Time of concentration = 18.82 min.
Rainfall intensity = 2.707(In /Hr)
■• Area averaged loss rate (Fm) = 0.0978(In /Hr)
Area averaged Pervious ratio (Ap) = 0.1000
mw Summary of stream data:
Stream Flow rate TC Rainfall Intensity
•� No. (CFS) (min) (In /Hr)
1 59.302 25.43 2.260
.. 2 17.847 18.82 2.707
Qmax(1) =
1.000 * 1.000 * 59.302) +
0.829 * 1.000 * 17.847) + = 74.090
Qmax(2) =
1.234 * 0.740 * 59.302) +
1.000 * 1.000 * 17.847) + = 72.014
.... Total of 2 streams to confluence:
Flow rates before confluence point:
59.302 17.847
Maximum flow rates at confluence using above data:
74.090 72.014
Area of streams before confluence:
34.500 7.600
Effective area values after confluence:
42.100 33.134
Results of confluence:
Total flow rate = 74.090(CFS)
Time of concentration = 25.425 min.
'Ng 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.)
or
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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.)
.0 Runoff from this stream = 74.090(CFS)
Time of concentration = 25.43 min.
Rainfall intensity = 2.260(In /Hr)
Area averaged loss rate (Fm) = 0.3044(In /Hr)
Area averaged Pervious ratio (Ap) = 0.4869
mow
1
me
1112f )
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.300 to Point /Station 104.400
.^ * * ** INITIAL AREA EVALUATION * * **
e 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.)
lb. Bottom (of initial area) elevation = 1099.600(Ft.)
Difference in elevation = 6.900(Ft.)
oftle Slope = 0.00802 s( %)= 0.80
TC = k(0.525) *[(length "3) /(elevation change)]
Isar
Initial area time of concentration = 20.563 min.
Rainfall intensity = 2.567(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.697
Subarea runoff = 2.684(CFS)
Total initial stream area = 1.500(Ac.)
41" Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
OOP
mite
aawN
tiVon
mel
Poe l
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.400 to Point /Station 104.500
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 1099.60(Ft.)
Downstream point elevation = 1096.40(Ft.)
Channel length thru subarea = 500.00(Ft.)
00 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 = 2.684(CFS)
Depth of flow = 0.290(Ft.)
... Average velocity = 3.086(Ft /s)
Channel flow top width = 3.000(Ft.)
*0, Flow Velocity = 3.09(Ft /s)
Travel time = 2.70 min.
." Time of concentration = 23.26 min.
Critical depth = 0.293(Ft.)
,..
AMI
mot
mair
OM
mo
Mot
nr
NNA
ANA
AA
OW
�1l-
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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
40' Decimal fraction soil group B = 0.000
440 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)
WHO Time of concentration = 23.26 min.
Rainfall intensity = 2.384(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
r rational method)(Q =KCIA) is C = 0.682
Subarea runoff = 1.377(CFS) for 1.000(Ac.)
Total runoff = 4.062(CFS) Total area = 2.50(Ac.)
Area averaged Fm value = 0.578(In /Hr)
AM
Aa
mos
AWN
are
molO
one
ftft
,.6
m (2, -
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.500 to Point /Station 104.600
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1096.400(Ft.)
End of street segment elevation = 1092.000(Ft.)
Length of street segment = 510.000(Ft.)
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 = 5.849(CFS)
Depth of flow = 0.425(Ft.)
Average velocity = 2.689(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.397(Ft.)
Flow velocity = 2.69(Ft /s)
.�. Travel time = 3.16 min. TC = 26.42 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 = 2.208(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.664
Subarea runoff = 2.832(CFS) for 2.200(Ac.)
Total runoff = 6.894(CFS) Total area = 4.70(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 6.894(CFS)
Half street flow at end of street = 6.894(CFS)
�.. Depth of flow = 0.443(Ft.)
Average velocity = 2.810(Ft /s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 15.000(Ft.)
OW
•
I612( /#
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 104.600 to Point /Station 104.700
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
a" ' Top of street segment elevation = 1092.000(Ft.)
End of street segment elevation = 1083.750(Ft.)
Length of street segment = 800.000(Ft.)
41110 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 st = 7.187(CFS)
Depth of flow = 0.438(Ft.)
Average velocity = 3.021(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 = 3.02(Ft/s)
Travel time = 4.41 min. TC = 30.84 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)
,., The area added to the existing stream causes a
a lower flow rate of Q = 6.757(CFS)
therefore the upstream flow rate of Q = 6.894(CFS) is being used
Rainfall intensity = 2.013(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.647
Subarea runoff = 0.000(CFS) for 0.400(Ac.)
•- Total runoff = 6.894(CFS) Total area = 5.10(Ac.)
Area averaged Fm value = 0.541(In /Hr)
Street flow at end of street = 6.894(CFS)
Half street flow at end of street = 6.894(CFS)
Depth of flow = 0.434(Ft.)
..� Average velocity = 2.987(Ft/s)
Flow width (from curb towards crown)= 14.850(Ft.)
IWO
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
.� 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 = 6.894(CFS)
Time of concentration = 30.84 min.
Rainfall intensity = 2.013(In /Hr)
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
No. (CFS) (min) (In /Hr)
1 74.090 25.43 2.260
2 6.894 30.84 2.013
Qmax(1) =
1.000 * 1.000 * 74.090) +
1.168 * 0.824 * 6.894) + = 80.728
Qmax(2) =
0.874 * 1.000 * 74.090) +
1.000 * 1.000 * 6.894) + = 71.621
�.. Total of 2 streams to confluence:
Flow rates before confluence point:
74.090 6.894
Maximum flow rates at confluence using above data:
80.728 71.621
■,,, Area of streams before confluence:
42.100 5.100
Effective area values after confluence:
46.305 47.200
Results of confluence:
Total flow rate = 80.728(CFS)
Time of concentration = 25.425 min.
Effective stream area after confluence = 46.305(Ac.)
Study area average Pervious fraction(Ap) = 0.535
Study area average soil loss rate(Fm) = 0.330(In /Hr)
Study area total (this main stream) = 47.20(Ac.)
die
(4
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
..� 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.)
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 = 84.520(CFS)
ow Depth of flow = 1.059(Ft.)
Average velocity = 3.419(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 = 19.61(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 38.500(Ft.)
'"' Flow velocity = 3.42(Ft /s)
Travel time = 0.77 min. TC = 26.20 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 = 2.220(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.874
Subarea runoff = 4.452(CFS) for 4.350(Ac.)
Total runoff = 85.180(CFS) Total area = 50.65(Ac.)
,.. Area averaged Fm value = 0.351(In /Hr)
Street flow at end of street = 85.180(CFS)
Half street flow at end of street = 85.180(CFS)
Depth of flow = 1.061(Ft.)
Average velocity = 3.429(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 = 19.72(Ft.)
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.
'• - Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
-14-
ow
.r
oo
ow
oo
or
ow SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
ow
oo
ow
SECTION III - HYDRAULIC CALCULATIONS
Drainage Capacity of North Side of Existing Slover Avenue
Depth of Flow for West Side of Proposed Access Road
Depth of Flow for East Side of Proposed Access Road
'~ Depth of Flow for 1st Half of Proposed Rectangular Channel
"' Depth of Flow for 2nd Half of Proposed Rectangular Channel
sia
Pvso
ME Mr
mar
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** CHANNEL FLOW CALCULATIONS * * * * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE CHANNEL CAPACITY GIVEN:
""" Channel Slope = .005000 (Ft. /Ft.) = .5000 %
Depth of Flow = .950 Feet
New
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) = .0050
+r Mannings "n" value for street = .015
Curb Height (In.) = 8.
• Street Halfwidth (Ft.) = 36.00
Distance From Crown to Crossfall Grade Break (Ft.) = 24.00
*`" 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.)
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 channel = 2.982 (Ft. /Sec.)
STREET FLOW CROSS SECTION
• 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
"" 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
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.680
Subchannel Critical Flow Area(Sq. Ft.) = 3.46
imp Froude Number Calculated = .999
Subchannel Critical Depth above invert elevation = .960
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
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
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .95 Feet ,= "W"
HALF- STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .96 Feet , = "c"
.. Critical depth for Channel No.2= .95 Feet , = "c"
,. X (Feet) Y(Feet) Y- Axis -> .0 .2 .5 .7 1.0
,.. .00 .95 XW
1.00 .93 XW
NO 2.00 .91 X W
3.00 .89 X W
*® 4.00 .87 X W
5.00 .85 X W
`t"' 6.00 .83 X W
7.00 .81 X W
8.00 .79 X W
no 9.00 .77 X W
10.00 .75 X W
«.. 11.00 .73 X W
12.00 .71 X W
,, 13.00 .69 X W
14.00 .67 X W
-.. 15.00 .11 X W
16.00 .19 X W
.. 17.00 .23 X W
18.00 .28 X W
19.00 .32 X W
20.00 .37 X W
""" 21.00 .41 X W
22.00 .46 X W
"" 23.00 .50 X W
24.00 .55 X W
""� 25.00 .59 X W
26.00 .64 X W
27.00 .65 X W
.. 28.00 .67 X W
29.00 .68 X W
... 30.00 .70 X W
31.00 .71 X W
AV 32.00 .73 X W
33.00 .74 X W
... 34.00 .76 X W
35.00 .77 X W
"' 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
WO 43.00 .89 X W
44.00 .91 X W
.. 45.00 .92 X W
46.00 .94 XW
.. 47.00 .95 X
48.00 .97 X
- 49.00 .98 X
50.00 1.00 X
am ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -90 Advanced Engineering Software (aes)
40 Ver. 3.OA Release Date: 7/10/90 Serial # 7589
Analysis prepared by:
HALL & FOREMAN, INC.
(714) 641 -8777
TIME /DATE OF STUDY: 10:49 2/ 8/2089
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
sew* 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 *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
"" » »STREETFLOW MODEL INPUT INFORMATION ««
w. CONSTANT STREET GRADE(FEET /FEET) = .010000
CONSTANT STREET FLOW(CFS) = 3.40
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
w 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
` STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .35
HALFSTREET FLOOD WIDTH(FEET) = 11.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48
.r PRODUCT OF DEPTH &VELOCITY = .87
WOO
OW
oft
oPs
iew
OW
ftw
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *fir **
.. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -90 Advanced Engineering Software (aes)
*»e Ver. 3.OA Release Date: 7/10/90 Serial # 7589
Analysis prepared by:
"' HALL & FOREMAN, INC.
(714) 641 -8777
TIME /DATE OF STUDY: 10:58 2/ 8/2089
e•
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
'ow* 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 *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
'"' » »STREETFLOW MODEL INPUT INFORMATION««
w 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
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .40
HALFSTREET FLOOD WIDTH(FEET) = 13.73
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49
PRODUCT OF DEPTH &VELOCITY = 1.00
affir
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
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
TIME /DATE OF STUDY: 10:41 2/ 8/2089
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
AM 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 =.45% *
.«* Hall & Foreman, Inc., 13821 Newport Ave., Suite 200, Tustin, CA 92680 *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
-- » »CHANNEL INPUT INFORMATION ««
"° CHANNEL Z1(HORIZONTAL /VERTICAL) = .00
Z2(HORIZONTAL /VERTICAL) = .00
BASEWIDTH(FEET) = 2.00
CONSTANT CHANNEL SLOPE(FEET /FEET) = .004500
UNIFORM FLOW(CFS) = 2.00
MANNINGS FRICTION FACTOR = .0140
NORMAL -DEPTH FLOW INFORMATION:
•- » » > NORMAL DEPTH(FEET) = .35
FLOW TOP - WIDTH(FEET) = 2.00
^r' 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
.r.• CRITICAL FLOW AREA(SQUARE FEET) = .63
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .31
-- CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.19
CRITICAL DEPTH(FEET) = .31
ow CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 18.50
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = .158
""' CRITICAL FLOW SPECIFIC ENERGY(FEET) = .471
tor
r
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
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
TIME /DATE OF STUDY: 10:44 2/ 8/2089
mom
* * * * * * * * * * * * * * * * * * * * * * * * ** 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 *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
'°`» »CHANNEL INPUT INFORMATION««
CHANNEL Z1(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
NORMAL -DEPTH FLOW INFORMATION:
... » » > NORMAL DEPTH(FEET) = .46
FLOW TOP - WIDTH(FEET) = 2.00
FLOW AREA(SQUARE FEET) = .91
HYDRAULIC DEPTH(FEET) = .46
• FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.29
UNIFORM FROUDE NUMBER = .859
PRESSURE + MOMENTUM(POUNDS) = 32.10
AVERAGED VELOCITY HEAD(FEET) = .168
'-' SPECIFIC ENERGY(FEET) = .624
CRITICAL -DEPTH FLOW INFORMATION:
CRITICAL FLOW TOP - WIDTH(FEET) = 2.00
.. CRITICAL FLOW AREA(SQUARE FEET) = .82
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .41
•.• CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 3.65
CRITICAL DEPTH(FEET) = .41
ego CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 31.76
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = .207
'"° CRITICAL FLOW SPECIFIC ENERGY(FEET) = .618
0
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mw SUPPLEMENTARY REPORT ON HYDROLOGY AND HYDRAULIC CALCULATIONS
APPENDIX A - HYDROLOGY PLANS
, Hydrology Plan (Existing Conditions) C -HP -1
Revision No. 1
,�. (Folded in slip jacket)
Hydrology Plan (Proposed Conditions) C -HP -2
Revision No. 1
-- (Folded in slip jacket)
En sr
csr 4
1