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Hydrology Study
For
Cherry Avenue and Roanoke Road
Lots 1 and 2 of Tract No. 13224
DRP No. 06-005/CUP No. 06-012
Prepared for:
Panattoni Development Company, LLC
2131 S. Grove Avenue, Ste. M
Ontario, CA 91761
For the project located at the northwest
Corner of Roanoke Road and Cherry Avenue within the
City of Fontana, County of San Bernardino
Prepared by:
KCT Consultants, Inc.
4344 Latham Street, Suite 200
Riverside, CA 92501
40?r &;"A00**r << 07
Teresito Tabiolo ate
'ERESITO N:
TAPIM0
No. 344,
Exp, 3-31-08
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TABLE OF CONTENTS
Section 1 Introduction
Section 2 Maps and Tables
Vicinity Map
Standard Intensity -duration Curves Date
Hydrologic Soils Group Map
Section 3 Off Site Hydrology Study and
Calculations -- Rational Method
25 -year 1 -Hour Storm
100 -year 1 -Hour Storm
Exhibit "A'- Hydrology Map
Exhibit "B" - Connection Point Reference
Introduction
Introduction
The Fontana Commerce Center project is proposed by Panattoni Development, to
develop 2 commercial buildings on approximately 11 acres. The project site is
bounded on the north by Roanoke Road, the west by East liberty parkway and west
by Cherry Avenue. A map showing the vicinity of the site is included in this report
�,. The purpose of the hydrology study is to determine the amount of storm water
runoff tributary to the proposed development Onsite storm drain system can be
designed based on the results.
The purpose of the hydraulic study is to size proposed storm drain system based on
hydrology study results and examine existing storm drain system capacity.
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Existing Condition:
w. The site is characterized as a disturbed vacant lot. Little standing vegetation was
present due to recent weed abatement (disking) activities. The site slopes to south
west at a general slope about 3%.
Surrounding roads (Roanoke Road, East Liberty Parkway and Cherry Avenue) are
all paved with storm drain improvement (curb &gutter, catch basin and
underground storm drain piping). Runoff from the project site will drain to these
roads. There is no offsite run-on to the project site.
04
Methodology
Rational Method.
Proposed Condition:
Buildings, roads, parking lots and landscapes are proposed in the development
project. On-site storm drain system consists of gutters, grate inlets and
underground storm drain pipes. Major portion of onsite storm runoff will enter
the proposed onsite underground storm drain and then to the existing
underground storm drain (City of Fontana Dwg. 1769, Sheet 14) on East
Liberty Parkway. Please see Exhibit "A"- Hydrology Map for drainage area.
To meet the requirements of the WQMP, a main filtration unit will be
installed on-line with the main storm drain system thus eliminating the need
for an individual catch basin filter.
04
Methodology
Rational Method.
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The Hydrology Study was performed in accordance with the current Riverside
County Hydrology Manual. The 100 -year and 25 -year discharges at each inlet
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were computed by generating hydrologic "link -node" model that divides the
area into drainage sub -areas. Each of these sub -areas is tributary to a
concentration point or hydrologic "node" point as determined by the site
layout. The peak storm flows (Q25 and Q100) at these hydrologic "node"
points were computed using the computer software program developed by
CIVILCADD/CIVILDESIGN Engineering Software, Version 6.4. The
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following assumptions and guidelines applied for use of the Rational Method:
,�.. • The soils map from the hydrology manual indicates that the study area
is primarily group "A" soils. Soils ratings are based on a scale of A
through D, where D is the least pervious, providing the greatest storm
•■ runoff. The hydrologic soils group map is included in the report
• Development cover type is commercial
,., • Rainfall data as taken from the hydrology manual
an o Slope of intensity curve = 0.60
.�. o 25 year 1 hour rain fall = 1.2 inch
o 100 year 1 hour rain fall= 1.48 inch
W • Antecedent Moisture Conditions (AMC): as stated in the Hydrology
Manual And Detention Basin Policy And Design Criteria, for the
O" proposed condition, AMC II will be used for the 25 -year return period
+r and AMC III for the 100 -year return period.
Water Surface and Pressure Gradient Package (WSPGW)
Hydraulic Grade Line (HGL) of underground storm drain (pipelbox) was
computed using Water Surface and Pressure Gradient Package (WSPGW)
developed by CIVILDESIGN Engineering Software, version 14.05. The
computational procedure is based on solving $ernoulli's equation for the total
energy at each section and Manning's formula for the friction loss between the
sections in a reach. The open channel flow procedure uses the standard step
method. Confluences and bridge piers are analyzed using pressure and
momentum theory. The program uses basic mathematical and hydraulic
principals to calculate all such data as cross sectional area, wetted perimeter,
normal depth, critical depth, pressure and momentum. The water surface
super -elevation caused by channel curves are calculated and plotted using the
equations and methods listed in the Los Angeles County Flood Control
District Design Manual, Hydraulic.
0
OR
96
The channel or conduit system is divided into the following elements: system
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outlet, reach, transition, junction, bridge exit, bridge entrance, wall entrance
(sudden contraction), wall exit (sudden expansion), and system head works.
Each element is internally assigned a number and the user provides the station
and invert elevation for each element. The program determines the distance
between elements by the difference between stations. Additional intermediate
"points" between elements are internally set by the program whenever the
velocity head between two points exceeds 10 percent. Up to 200 additional
points may be set between elements. The input data must consist of at least
three elements (system outlet, any other element with distance, and the system
head works).
Results And Discussions
The off-site hydrology calculation show that the on-site storm drain line, lateral "D 1-A"
will handle the bulk of the storm water flows coming off of the site. The calculation
shows that Lateral "D 1-A" has a 100 -year peak flow rate of 27.3 cfs. Lateral "D 1-A"
will tie in into an existing 27" storm drain line on East Liberty Parkway, which is
designed to handle 36.6 cfs.
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Detailed calculations and results are included in this report.
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Vicinity Map and Tables
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MILLER AVE.
MEYER CANYON DR_
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2003 THOMAS BROTHERS GUIDE, PAGE 574, GRID C-7
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W RswHYDROLOGY MANUAL "'"'°"E°BY
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SAN BERNARDINO COUNTY
IYDROLOGY MANUAL
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IYDROLOGY MANUAL
INDEX MAP
..... .....
LEGEND
IL
SOIL GROUP BOUNDARY
A SOIL GROUP DESIGNATION SCALE 1, 08,000
BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2
1_
NE -i_I.- _-_
L
C-1
SAN BERNARD
NO COUNTY
'�
IV
C-4
INDEX MAP
..... .....
LEGEND
IL
SOIL GROUP BOUNDARY
A SOIL GROUP DESIGNATION SCALE 1, 08,000
BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2
1_
NE -i_I.- _-_
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHWEST -A AREA
L
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IV
HYDROLOGIC SOILS GROUP MAP
FOR
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D-7 FIGURE D-2
ONOff-Site Hydrology Study
Exhibit "A" Proposed Hydrology Map
25 Year Hydrology Study
100 Year Hydrology Study
Exhibit "B" Connection Point
AM
am
110
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LATERAL "D-1"
FILE: LatDl.WSW W S P G W - EDIT LISTING - Version 14.05 Date:10-20-2006 Time:ll: 8:56
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 2.000
CD 3 2 0 .000 8.730 4.000 .00
W S P G W PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Storm Drain Lateral "D-1"
HEADING LINE NO 2 IS -
Cherry 4 Roanoke, Fontana - Panattoni Construction
HEADING LINE NO 3 IS -
K:\Clients\1280 Panattoni Const\13-Cherry\hydro\LatDl
W S P G W PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET + + +
U/S DATA STATION INVERT SECT W S ELEV
1000.000 60.570 1 63.370 REF DR 1769 SHEEP 15
ELEMENT NO 2 IS A REACH + + +
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1099.910 63.900 1 .013 .000 .000 .000 1
ELEMENT NO 3 IS A JUNCTION + + + + + + +
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1103.970 63.940 1 1 0 .013 6.800 .000 63.920 .000 45.000 .000
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1134.660
64.220
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1284.600
65.710
1
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1408.340
66.950
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SECT
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1461.270
67.480
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1524.440
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W S P G W
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- ELEMENT CARD LISTING
ELEMENT NO
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+
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INVERT
SECT
1524.440
68.112
3
See back of report for reference drawings
RADIUSANGLE
45.002 -5.169
RADIUS ANGLE ANG PT MAN H
45.000 -39.101 .000 0
RADIUS ANGLE ANG PT MAN H
1700.946 5.050 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
1787.076 -1.697 .000 0
Q3 Q4 INVERT±3 INVERT -4 PHI +3 PHI 4
13.600 .000 67.500 .000 45.000 .000
RADIUS ANGLE
1790.493 -.128
RADIUS ANGLE ANG PT MAN H
1787.131 -1.897 .000 0
W S ELEV
68.112
PAGE NO 3
R
LATERAL D-1
FILE: LatD1.WSW
W S P
G W- CIVILDESIGN
Version
14.05
PAGE 1
Program Package Serial Number: 1446
WATER
SURFACE PROFILE LISTING
Date:10-20-2006
Time:11:
9: 3
Storm Drain Lateral "D-1"
Cherry a Roanoke, Fontana -
Panattoni
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FILE: LIM atDIA.WSW
W S P
G W-
CIVILDESIGN Version
14.05
PAGE
2
Program Package Serial Number: 1446
WATER
SURFACE PROFILE LISTING
Date:10-20-2006
Time:11:28:
0
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69.466 6.80
-I- -I-
6.38
.63
70.10
.00
.92
1.93
2.000
.000
.00
1
.0
.533
.0670
I I
I
I I
-I-
-I-
.0097
-I-
.01
-I-
.74
1.52
-I- -I-
.46
-I-
.013
-I-
.00
.00
1-
PIPE
1072.228
68.757
.771
69.528 6.80
6.09
I
.58
I
70.10
I
.00
.92
I
1.95
I I
2.000
I
.000
.00
I
1
.0
.916
.0670
I I
I
I I
.0085
.00
.77
1.42
.46
.013
.00
.00
PIPE
A
1072.643
-1-
68.785
-I-
.799
-I-
69.584 6.80
-I- -I-
5.80
-I-
I
.52
I
70.11
I
.00
.92
I
1.96
I I
2.000
I
.000
.00
I
1
.0
%4m
.312
.0670
1 )
I
I I
-I-
.0075
I
-I-
.00
I
-I-
.80
I
1.32
-1- -1-
.46
-I-
.013
-I-
.00
.00
1-
PIPE
1072.955
-I-
68.806
-I-
.828
-I-
69.634 6.80
-I- -I-
5.53
.48
70.11
.00
.92
I
1.97
I I
2.000
I
.000
.00
1
1
.0
IA
.219
I
.0670
I
I
I 1
-I-
-I-
.0066
-I-
.00
-I-
.83
1.23
-I- -I-
.46
-I-
.013
-I-
.00
.00
I-
PIPE
1073.174
68.821
.858
69.679 6.60
5.28
I
.43
I
70.11
I
.00
.92
I
1.98
I I
2.000
I
.000
.00
I
1
.0
.119
I
.0670
I
I
I I
.0056
.00
.86
1.15
.46
.013
.00
.00
PIPE
ON
1073.293
-I-
68.829
-I-
.890
-I-
69.719 6.80
-I- -I-
5.03
-I-
I
.39
1
70.11
I
.00
.92
I
1.99
I 1
2.000
I
.000
.00
I
1
.0
ow
.037
I
.0670
I
I
I I
-I-
.0051
-I-
.00
-I-
.89
-I-
1.07
-I-
.46
-I-
.013
-I-
.00
.00
I-
PIPE
1073.330
-I-
68.831
-I-
.925
-I-
69.756 6.80
-I- -I-
4.79
-I-
I
.36
I
70.11
I
.00
.92
I
1.99
I I
2.000
I
.000
.00
I
1
.0
P"
WALL ENTRANCE
-I-
-I-
-I-
-I-
-I-
-I-
-I-
I-
4Y
I
1073.330
-I-
I
68.831
-i-
I
1.434
-I-
I I
70.265 6.80
-I- -I-
.68
-I-
1
.01
-1-
I
70.27
-I-
I
.00
-1-
.31
-t-
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7.00
-I-
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4.830
-I-
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7.000
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WS=70.265
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LATERAL "D -1B"
FILE: LatDIB.WSW
W S P G W - EDIT LISTING - Version 14.05
Date:10-20-2006
Time:11:34:11
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3)
Y(4) Y(5) Y(6)
Y(7) Y(8)
Y(9)
Y(10)
CODE NO
TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1
4 1 2.000
CD 2
2 0 .000 4.000 7.000 .00
WS P G W
PAGE NO
1
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE
NO 1 IS -
Storm Drain Lateral "D -1B"
HEADING LINE
NO 2 IS -
Cherry 6 Roanoke, Fontana - Panattoni Construction
HEADING LINE
NO 3 IS -
K:\Clients\1280 Panattoni Const\13-Cherry\hydro\L&tD1B
W S P G W
PAGE NO
2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
1 IS A SYSTEM OUTLET + + +
U/S DATA STATION INVERT SECT
W S ELEV
1000.000 67.500 1
70.840
ELEMENT NO
2 IS A REACH + +
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
1057.090 68.070 1 .013
.000
.000
.000
0
ELEMENT NO
3 IS A REACH + + +
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
1083.080 68.330 1 .013
.000
.000
45.000
0
ELEMENT NO
4 IS A REACH + + +
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
1108.170 68.581 1 .013
.000
.000
45.000
0
ELEMENT NO
5 IS A REACH + + +
U/S DATA STATION INVERT SECT N
RADIUS
ANGLE
ANG PT
MAN H
1167.550 69.175 1 .013
.000
.000
30.000
0
ELEMENT NO
6 IS A WALL ENTRANCE +
U/S DATA STATION INVERT SECT FP
1167.550 69.175 2 .200
ELEMENT NO
7 IS A SYSTEM HEADWORKS • +
U/S DATA STATION INVERT SECT
W S ELEV
1167.550 69.175 2
69.175
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LATERAL "D -1B"
FILE: LatDIB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1
Program Package Serial Number: 1446
Storm Drain Lateral "D-18"
WATER SURFACE PROFILE LISTING Date:10-20-2006 Time:11:34:18
'
Cherry a Roanoke, Fontana - Panattoni Construction
+aaa+aaa++aaaK;\Clients\1280 Panattoni Const\13-Cherry\hydro\LatD1B
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1 Invert I Depth +IaaWater I Q I Vel Vel 1 Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth
Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip
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I I I I I I I I I I I I 1
1000.000 67.500 3.340 70.840 13.60 4.33 .29 71.13 .00 1.33 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -(- -I- -I- -I- -I- -I- -I- I-
57.090 .0100 .0036 .21 3.34 .00 1.12 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1057.090 68.070 2.976 71.046 13.60 4.33 .29 71.34 .00 1.33 .00 2.000 .000 .00 1 .0
-i- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
25.990 .0100 .0036 .09 2.98 .00 1.12 .013 .00 .00 PIPE
1 I I I I I I 1 I I I I I
1083.080 68.330 2.853 71.183 13.60 4.33 .29 71.47 .00 1.33 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- 1-
25.090 .0100 .0036 .09 2.85 .00 1.12 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1108.170 68.581 2.736 71.317 13.60 4.33 .29 71.61 .00 1.33 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -t- -I- -I- 1-
59.380 .0100 .0036 .21 2.74 .00 1.12 .013 .00 .00 PIPE
I I I I i I I I I I I II
1167.550 69.175 2.386 71.561 13.60 4.33 .29 71.85 .00 1.33 .00 2.000 .000 .00 1 .0
WALL ENTRANCE
I I I I I I I I I I I I I
1167.550 69.175 2.726 71.901 13.60 .71 .01 71.91 .00 .49 7.00 4.000 7.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
WS=71.90
TG=73.18
W
W
ON SITE Z t•
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 05/23/07
Ilr------------------------------------------------------------------------
�' Program License Serial Number 6091
irr
------------------------------------------------------------------------
w
********* Hydrology Study Control Information **********
im------------------------------------------------------------------------
Rational hydrology study storm event year is 25.0
ON Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.200 (In.)
r Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
Wo
""
am
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
No
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
am
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 = 660.000(Ft.)
Top (of initial area) elevation = 83.100(Ft.)
Bottom (of initial area) elevation = 78.200(Ft.)
err
Difference in elevation = 4.900(Ft.)
Slope = 0.00742 s(%)= 0.74
TC = k(0.304)*[(length^3)/(elevation change)]'0.2
Initial area time of concentration = 10.878 min.
ow
Rainfall intensity = 3.343(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.874
a�
Subarea runoff = 5.841(CFS)
Total initial stream area = 2.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
40
d
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 70.300(Ft.)
Downstream point/station elevation = 69.700(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.841(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.841(CFS)
Normal flow depth in pipe = 11.17(In.)
go
OR
wr
w
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.00 � ,
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
rr
Flow top width inside pipe = 13.08(In.)
Critical Depth = 11.73(In.)
,.,
Pipe flow velocity = 5.96(Ft/s)
Travel time through pipe = 0.17 min.
nr
Time of concentration (TC) = 11.05 min.
rrr
Calculated individual pipe flow = 16.780(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
w
Process from Point/Station 101.000 to Point/Station 102.00
lto
**** SUBAREA FLOW ADDITION ****
w
Pipe flow velocity = 7.89(Ft/s)
ow
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
am
Decimal fraction soil group C = 0.000
00
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)
Time of concentration = 11.05 min.
r
Rainfall intensity = 3.312(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff = 10.939(CFS) for 3.800(Ac.)
+�
Total runoff = 16.780(CFS)
Effective area this stream = 5.80(Ac.)
w
Total Study Area (Main Stream No. 1) = 5.80(Ac.)
Area averaged Fm value = 0.098(In/Hr)
rrr
w
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.00 � ,
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
on
Upstream point/station elevation = 69.700(Ft.)
Downstream point/station elevation = 66.000(Ft.)
aw
Pipe length = 370.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.780(CFS)
'�
Nearest computed pipe diameter = 24.00(In.)
rrr
Calculated individual pipe flow = 16.780(CFS)
Normal flow depth in pipe = 15.40(In.)
w
Flow top width inside pipe = 23.02(In.)
Critical Depth = 17.72(In.)
Till
Pipe flow velocity = 7.89(Ft/s)
Travel time through pipe = 0.78 min.
Time of concentration (TC) = 11.83 min. A
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++C
Process from Point/Station 102.000 to Point/Station 103.00
**** SUBAREA FLOW ADDITION ****
�
go
to
on
Im
me
ow
ow
ow
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
Time of concentration = 11.83 min.
Rainfall intensity = 3.179(In/Hr)
Effective runoff coefficient used for
rate (Fm) = 0. 098 (In/Hr)
for a 25.0 year storm
area,(total area with modified
ar
4W
go rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 5.406(CFS) for 2.200(Ac.)
.. Total runoff = 22.187(CFS)
Effective area this stream = 8.00(Ac.)
Total Study Area (Main Stream No. 1) = 8.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
4" End of computations, Total Study Area = 8.00 (Ac.)
WO The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
am effects caused by confluences in the rational equation.
rrI
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
W
r
on
w
No
OW
M
am
Om
Mr
■m
so
irr
e.•
O►.l• SITS
aevE4.aP�r�
San Bernardino County Rational Hydrology Program
,W
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
+� Rational Hydrology Study Date: 07/13/06
------------------------------------------------------------------------
Panattoni Development: Cherry & Roanoke
100 Year Developed Storm Flows
Computer File: terry[c:\civild\1128-37\100yr]
------------------------------------------------------------------------
w
KCT Consultants, Inc., Riverside, CA - SIN 692
------------------------------------------------------------------------
dw ********* Hydrology Study Control Information **********
--------------------------ON ----------------------------------------------
Rational hydrology study storm event year is 100.0
r Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.480 (In.)
MW Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
ow
ON++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
f11 **** INITIAL AREA EVALUATION ****
vruicxL1[�1, 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 660.000(Ft.)
Top (of initial area) elevation = 83.100(Ft.)
Bottom (of initial area) elevation = 78.200(Ft.)
Difference in elevation = 4.900(Ft.)
Slope = 0.00742 s(%)= 0.74
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.87,8 min.
Rainfall intensity = 4.123(In/Hr) for 4 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.883
Subarea runoff = 7.280(CFS)
Total initial stream area = 2.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 70.300(Ft.) op
Downstream point/station elevation = 69.700(Ft.)
s• Pipe length = 60.00(Ft.) Mannings N = 0.013
bw No. of pipes = 1 Required pipe flow = 7.280(CFS)
0
r7
"M
M
an
COMMERCIAL subarea type
irr
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.280(CFS)
.n
Normal flow depth in pipe = 11.03(In.)
group
Flow top width inside pipe = 17.54(In.)
so
Critical Depth = 12.53(In.)
Decimal
Pipe flow velocity = 6.42(Ft/s)
Pn
Travel time through pipe = 0.16 min.
B
Time of concentration (TC) = 11.03 min.
IN
Decimal
SM
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
IN
Process from Point/Station 101.000 to Point/Station 102.000
= 0.000
**** SUBAREA FLOW ADDITION ****
Decimal
fraction
COMMERCIAL subarea type
group
Decimal fraction soil group A = 1.000
= 0.000
Decimal fraction soil group B = 0.000
SCS curve number
Decimal fraction soil group C = 0.000
soil(AMC
Decimal fraction soil group D = 0.000
im
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
w
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 11.03 min.
Rainfall intensity = 4.088(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
+�
rational method)(Q=KCIA) is C = 0.883
Subarea runoff = 13.649(CFS) for 3.800(Ac.)
aw
Total runoff = 20.929(CFS)
Effective area this stream = 5.80(Ac.)
Total Study Area (Main Stream No. 1) = 5.80(Ac.)
Area averaged Fm value = 0.079(In/Hr)
aw
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
air
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
a�n
Upstream point/station elevation = 69.700(Ft.)
yr
Downstream point/station elevation = 66.000(Ft.)
Pipe length = 370.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.929(CFS)
Nearest computed pipe diameter = 24.00(In.)
ad
Calculated individual pipe flow = 20.929(CFS)
Normal flow depth in pipe = 18.23(In.)
40
Flow top width inside pipe = 20.51(In.) ,
Critical Depth = 19.67(In.)
Aw
Pipe flow velocity = 8.18(Ft/s)
Travel time through pipe = 0.75 min.
qR
Time of concentration (TC) = 11.79 min.
dw
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
40
Process from Point/Station 102.000 to Point/Station 103.000
do
**** SUBAREA FLOW ADDITION ****
an
COMMERCIAL subarea type
Decimal
fraction
soil
group
A
= 1.000
do
Decimal
fraction
soil
group
B
= 0.000
Decimal
fraction
soil
group
C
= 0.000
40
Decimal
fraction
soil
group
D
= 0.000
SCS curve number
for
soil(AMC
2) = 32.00
gd
an
on
do
OR
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 11.79 min.
Rainfall intensity = 3.929(In/Hr) for a 100.0 year storm
dW
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.882
am
Subarea runoff = 6.794(CFS) for 2.200(Ac.)
Total runoff = 27.723(CFS)
no
Effective area this stream = 8.00(Ac.)
Total Study Area (Main Stream No. 1) = 8.00(Ac.)
,,n
Area averaged Fm value = 0.079(In/Hr)
End of computations, Total Study Area = 8.00 (Ac.)
we
The following figures may
be used for a unit hydrograph study of the same area.
am
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
.r
Area averaged pervious area fraction(Ap) = 0.100
an
Area averaged SCS curve number = 32.0
OW
am
No
.m
am
WO
W
ON
dw
WS
ko
LATC04%.. Dow fir
4w FILE: latdla.WSN
W S P G W - EDIT LISTING - Version 14.05 Date: 3-28-2007 Time:11:50:48
dW CARD SECT CHN NO OF AVE PIER HEIGHTTIR BASE
PROFILE CHANNELINV DEFINITION LISTING (9) Y(5) Y(6) Y(7) Y(8) Y(g) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
441A CD 1 4 1 2.000
CD 2 2 0 .000 4.830 7.000 _00 S
W S P G W
40 HEADING LINE NO 1 IS WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 2 IS -
�
Storm Drain Lateral D -1A
HEADING LINE NO 3 IS -
Cherry & Roanoke, Fontana - Panattoni Construction
-
4tA K:\Clients\1280 Panattoni Const\13-Cherry\hydro\LatDlA
4w
no
w
am
on
so
0
M
8r
4w
ow
W S ELEV
W S P G W
4w
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
MAN H
.000
ELEMENT NO
1 IS A SYSTEM OUTLET
0
RADIUS
ANGLE
ANG PT
MAN H
U/S DATA STATION
INVERT
SECT
0
RADIUS
ANGLE
1000.000
63.920
1
.000
45.000
ELEMENT NO
2 IS A REACH
U/S DATA STATION
INVERT
SECT
N
Ua�
1020.760
65.310
1
ELEMENT NO
3 IS A REACH
.013
U/S DATA STATION
INVERT
SECT
N
iY
1046.740
67.050
1
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4 IS A REACH
.013
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INVERT
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N
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1073.330
68.831
1
ELEMENT NO
5 IS A WALL ENTRANCE
+
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U/S DATA STATION
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No
1073.330
68.831
2
ELEMENT NO
6 IS A SYSTEM HEADWORKS
•
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,
U/S DATA STATION
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1073.330
68.831
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W S ELEV
63.400
RADIUS
ANGLE
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.000
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RADIUS
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ANG PT
MAN H
.000
.000
45.000
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RADIUS
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.000
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W SELEV
68.831
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FILE: latdla.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1908
WATER SURFACE PROFILE LISTING Date: 3-28-2007 Time: 1:36:36
Storm Drain Lateral D -LA
Cherry 6 Roanoke, Fontana - Panattoni Construction
K:\Clients\1280 Panattoni Const\13-Cherry\hydro\LatD1A
•f.•••.•••ff.u••.••••.u••••R.••••.•.r.••••••!•r•.•••...•• ua••.•••••••f.•...•••••••...•f •••f ••••R••••f..•u•••.•••.••... "••••!..
Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth
Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I K-Fa111 ZR (Type Ch
•••••.•••1•R♦lfr Rf•iaf•••R•!1a♦n•f!•f 1RRR•••♦!Y1••RYlr•1•RtRYfR1♦R••Ry Rlf1•r•H ♦r1•af •f •ff1•R•••YH 1l1R•RlY1Rr•!H r1••R rf 1raH aaR
I I I I I I I I I I I I I
1000.000 60.320 3.080 63.400 6.80 2.16 .07 63.47 .00 .92 .00 2.000 .000 .00 1 .0
_1_ _I- -I- -I- -I- -I- -I- -I- -I- I- -I- -I- -I- 1-
30.932 .0358 .0009 .03 3.08 .00 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1030.932 61.428 2.000 63.428 6.80 2.16 .07 63.50 .00 .92 .00 2.000 .000 .00 1 .0
I_
5.063 .0358 .0008 .00 2.00 .00 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1035.995 61.609 1.815 63.424 6.80 2.27 .08 63.50 .00 .92 1.16 2.000 .000 .00 1 .0
_1_ I_ 1_ 1_ 1_ 1. _1 _1- _1_ _1_ _1_ 1_ _1 1-
2.175 .0358 .0008 .00 1.81 .25 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1038.170 61.687 1.733 63.420 6.80 2.35 .09 63.51 .00 .92 1.36 2.000 .000 .00 1 .0
_1. _1. _1. _1. 1_
HYDRAULIC .LUMP
I I I I I I I I I I I I I
1038.170 61.687 .444 62.131 6.80 13.10 2.66 64.79 .00 .92 1.66 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
1.708 .0358 .0773 .13 .44 4.13 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1039.879 61.748 .444 62.193 6.80 13.10 2.66 64.86 .00 .92 1.66 2.000 .000 .00 1 .0
_1. _1_ _I_ _I_ 1. 1_ _I_ _1. _1_ -I- _1_ _1_ _I_ 1-
5.351 .0358 .0828 .44 .44 4.13 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1045.230 61.940 .429 62.369 6.80 13.73 2.93 65.30 .00 .92 1.64 2.000 .000 .00 1 .0
4.729 .0358 .0948 .45 .43 4.41 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1049.959 62.109 .415 62.525 6.80 14.40 3.22 65.75 .00 .92 1.62 2.000 .000 .00 1 .0
1-
4.249 .0358 .1084 .46 .42 4.71 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1054.208 62.262 .402 62.663 6.80 15.11 3.54 66.21 .00 .92 1.60 2.000 .000 .00 1 .0
3.865 .0358 .1241 .48 .40 5.02 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I i
1058.073 62.400 .389 62.789 6.80 15.85 3.90 66.69 .00 .92 1.58 2.000 .000 .00 1 .0
1. 1_ I_ 1_
3.551 .0358 .1420 .50 .39 5.36 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1061.624 62.527 .376 62.903 6.80 16.62 4.29 67.19 .00 .92 1.56 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I' 1-
3.287 .0358 .1626 .53 .38 5.72 .54 .013 .00 .00 PIPE
1064.911 62.645 .364 63.009 6.80 17.43 4.72 67.73 .00 .92 1.54 2.000 .000 .00 1 .0
_1. _1. _1. .1_ _i. 1_
3.059 .0358 .1861 .57 .36 6.11 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1067.970 62.755 .352 63.106 6.80 18.28 5.19 68.30 .00 .92 1.52 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- + -I- -I- -I- -I- -I- -I- -I- 1-
2.863 .0358 .2131 .61 .35 6.52 .54 .013 .00 .00 PIPE
I i I I I I I I I I I I i
1070.833 62.857 .340 63.197 6.80 19.17 5.71 68.91 .00 .92 1.50 2.000 .000 .00 1 .0
1-
2.689 .0358 .2440 .66 .34 6.96 .54 .013 •00 .00 PIPE
I I I I I I I I I I I I I
1073.522 62.953 .329 63.283 6.80 20.11 6.28 69.56 .00 .92 1.48 2.000 .000 .00 1 .0
1-
2.534 .0358 - .2794 .71 .33 7.42 .54 .013 .00 .00 PIPE
I I I I I I I I 1 I I I I
1076.056 63.044 .319 63.363 6.80 21.09 6.91 70.27 .00 .92 1.46 2.000 .000 .00 1 .0
1-
2.394 .0358 .3200 .77 .32 7.92 .54 .013 .00 .00 PIPE
I I I I I I I I I I I I I
1078.450 63.130 .308 63.438 6.80 22.12 7.60 71.04 .00 .92 1.44 2.000 .000 .00 1 .0
KCTCONSULTANTS, INC CIVIL ENGINEERS—SURVEYORS—PLANNERS
Quality People Providing Quality Professional Services to Quality Clients age --of
Job: W.O. Calc. by:
■w
Date: Ck'd by:
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4344 Latham Street, Suite 200, Riverside, CA 92501 P.O. Box 5705 Riverside, CA 92517-5706
(951) 341-8940 FAX (951) 341-8945 E -Mail: kctinc@kctconsultants.com
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3
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Q100=6.BUS Q11�0=20.9CFS
69.7FL=��
ae a�
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s, 100= 7.3CFS177
1 V) LL -
0,
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A= 3.8 AC L= 660'
IM A= 2.2 AC
A= 2.0 AC I= I
i
IM
i
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_
NeeA•06'E CPA, .NW16'e6'E 395.Qp'
by
i a
0 50 100 200 300 400
1
SCALE: 1 INCH = 100 FEET
61T "A"
CaMrRZIMON NOTES
0-CONS7. 27"RCP, D•LOAD AO NOTED
@- CONST -J. S. NO. / SCE SHT 2.
ORA/N CURVE OA7A
7 L ?
COMMENTS
94' 9772/' Spi.2O'
9,-65 70 EC
94' lf5b.64° 5"117'
rZILL CUR✓E
14' 2/5.Q7' /07.6.3'
9tB5 TO emll /2,-Lt7
9 MN TO Q MH
14' 50Oad 25/.65
r4' Z6Z21'1
LtMN TO EC
LATERAL "DR
REVISIONS � ,( A ,py -911L
got,
31lFL AMIVMY AVENUE COSTA VESA. GLKOGNN 925161675 (iul btldm
QVR EMOEIEENI/G LAND ftAwmG um sLw EYMIG
PREPARED UNDER THE SUPERVISION OF:
� h J
qRECORD DRAWING
the 6domlaUalon 2-20.59
ttas *aft is ***it Iron Oftrs and
must be verified In the field by arlyoae prior to use or
construction. 11411 & FOREMAN, INC. is not responsible to
=11.oitylataGonsadepclions.Apabovegrgrnd
'ead8j neo ald verAied by the parties Ihat
intend to use same.
CITY OF FONTANA, CALIFORNIA
PUBLIC WORKS _DEPARTMENT
DRAVIN BY STORM DRAIN PLANSI SCALE:
AS HORIZ.: 1"= 40'
KW , EAST LIBERTY PARKWAY VERT.; '"=4
3TW-54wey Conu DA