HomeMy WebLinkAboutTract No. 17095 Hydrology StudyHYDROLOGY AND HYDRAULICS
TRACT NO. 17095
PREPARED FOR
SPECTRA HOMES, LLC
LOREN PHILLIPS & ASSOCIATES, INC.
22632 GOLDEN SPRINGS, #350
DIAMOND BAR, Ca 91765
Phone 909-396-9636
Fax 909-396-1656
John H. Collister
RCE 12764
EXPIRES 3-31-09
TABLE OF CONTENTS
INTRODUCTION 1
DISCUSSION 1
CONCLUSION 2
VICINITY MAP
APPENDIX 1: POST AND PRE DEVELOPED
CALCULATIONS
APPENDIX 2: STREET AND INLET CAPACITIES
APPENDIX 3: INFILTRATION BASIN
APPENDIX 4: SOILS GROUP AND ISOHYETAL
MAPS
APPENDIX 5: HYDROLOGY MAPS
1
1
1
I
1
li
Il
11
11
1'.
1
1
li
11
11
1
INTRODUCTION
This property is located in the City of Fontana on Alder Ave.,
north of Miller Ave. and South of Base line road. The area of the
property is approximately 3.43 Acres and it has been subdivided
into 15 lots.
Hydrology calculations were done based on the San Bernardino
County Hydrology Manual for pre developed and post developed
conditions. Calculations for the flows of the 2, 10, 25 and 100 year
storm events were used. Two infiltration basins are located on the
east side of the property to mitigate the increase of onsite water
after development. There is a small tributary of offsite water
flowing onto the property from the west side. This water is almost
negligible but has been included in the overall area. All of the
offsite water flows from the north are conveyed by existing
conditions from the west to east out to Alder Ave. All hydrology
calculations and hydrographs are attached to this report for city
review.
DISCUSSION
The site drains to Alder Avenue which has capacity for the
increase in run-off (see attached calculations). However, two
infiltration basins were designed to ensure water quality conditions
are met. Each infiltration/water quality basin is designed for a
depth of 1.6 feet and has a volume of approximately 2440 ft3 each.
The basins will be interconnected by a 12 inch pipe between the
catch basins to allow the upstream basin an opportunity to drain
and maximize the holding capabilities. Based on the hydrology
calculation amount of 100 year storm flowing to each basin is 4.82
CFS. The maximum water surface elevation will be 69.6' which
means that some of the water in higher level storm events will
bypass the basin. This amount of flow and the flow out of the
basin are collected by. Alder Avenue which has sufficient capacity
for the flows. Also, the basin will infiltrate the water held in the
basin to a depth of 2 feet in about 7 hours which exceeds the 24
hour policy. The calculation is attached and with the rates of
infiltration in Fontana at about 10 to 20 inches per hour,we used
the rate of 10 inches per hour to be conservative and stay at the low
end of the scale. Higher flows will outlet through the parkway
drain. The flow for a 100 year storm event is 9.64 cfs and the
amount for a 25 year event is 7.80 cfs.
CONCLUSION
The site drains to Alder Avenue which has sufficient capacity for
the increase in runoff. The site has two infiltration basins that will
be used for water quality purposes. Both basins are interconnected
and will be able to percolate within the 24 hour period if
maintained properly and are kept in working order. The basins
have a parkway drain to handle emergency and excessive flows.
Parkway drains will provide the outlet and emergency outflow for
both basins. Based on this study, the impact of the new
development has been addressed by the installation of the
infiltration/water quality basins and by the existing streets capacity
for the increase in runoff.
MTN . Oil vim am NW am tin iii ail
Data Zoom 14-5
1"=733.3ft
APPENDIX
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COVER TYPE
TABLE C.2. Fm (in/hr) VALUES
FOR TYPICAL COVER TYPES
SOIL GROUP
A(1) A B C D
NATURAL:
Barren 1.0 0.41 0.27 0.18 0.14
Row Crops (good) 1.0 0.59 0.41 0.29 0.22
Grass (fair) 1.0 0.82 0.56. 0.40 0.31
Orchards (fair) 1.0 0.88 0.62 0.43 0.34
Woodland (fair) 1.0 0.95 0.69 0.50 0.40
URBAN:
Residential (1 DU/AC) 0.80 0.78 0.60 0.45 0.37
Residential (2 DU/AC) 0.70 0.68 0.53 0.39 0.32
Residential (4 DU/AC) 0.60 .58 0.45 0.34 0.28
Residential (10 DU/AC) 0.40 0.39 0.30 0.22 0.18
Condominium 0.35 0.34 0.26 0.20 0.16
Mobile Home Park 0.25 0.24 0.19 0.14 0.12
Apartments 0.20 0.19 0.15 0.11 0.09
Commercial/Industrial 0.10 0.10 0.08 0.06 0.05
NOTES:
(1) Recommended ap values from Figure C-4
(2) AMC II assumed for all Fm values
(3) CN values obtained from Figure C-3
(4) DU/AC=dwelling unit per acre
c
C-16
3.5
3
2.5
w
0
Z
Z_
= 2
1--
0
w
0
J
J
1.5
0.5
0
2
.00
3.5
3
2.5
2
tiLt
1.5
0.5
0
5 10 25 50 100
RETURN PERIOD IN YEARS
NOTE*
I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS,
THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR
ONE HOUR a 0.95 AHn 100-YEAR rn;E HOUR a I.S0", 28.-YEAR ONE HOUR : LIS".
REFERENCE :NO AA ATLAS 2, VOLUME 2I-CAL.FI973
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
RAINFALL DEPTH VERSUS
RETURN PERIOD FOR
PARTIAL DURATION SERIES
D-7 FIGURE D-2
-uy,
v
L
c
m
m
C
Cl)
a
v
4-
C
w
0
J_
Cs
U)
J
1000
900
800
700
c
00 .
500
v
35
c.
b
400 30
LIMITATIONS!
100 I. Maximum length = 1000 Feet
90 2. Maximum area = 10 Acres
80
70
60
50
N
350 25
c
300
250
c
0
v
200
A%
150 dr
100
20
19
18
17
16
15
14
13
12
11
10
(I)
elopment or Zoning(K)
m
K
Undeveloped
Good Cover
Undeveloped
Ealr. er
Undeveloped
Poor Cover
a
U
in
Q rid
113
mQ2
Eoc
o"o
c m
C 10
a.
PL ja
0 m 2 m
H
i
0 c
10 0
40 400
300
200
100
80
60
40
30
20
6
4
3
.8
.6
.4
.3
.2
Single Family $
(5-7 DU/AC) a>�
Commercial ��
5.
(Paved) 90
c
0
.,-.
Pi Development
9 80- Apartment
75- Mobile Home
8 65- Condominium
60- Single Family-5,000 ft2 Lot
7 40- Single Family-i/4 Acre Lot
20- Single Family-1 Acre Lot
6 10 - Single Family-21/2 Acre Lot
EXAMPLE:
(I) L: 550', H=5.0', K=Single Family (5-7 DU/AC)
Development, Tc=12.6 min.
(2) L= 550', H= 5.0', K= Commercial
Development, Tc=9.7 min.
(0
Tc
5
(min)
9
10
II
13
#‘6,14
`21 15
16
17
18
19
KEY 20
L-H-Tc-K-To'
c
m
C
N
SAN BERNARD NO COUNTY
HYDROLOGY MANUAL
25
30
35
40
0
w
E
C
Time of concentration
TIME OF CONCENTRATION
NOMOGRAPH
FOR INITIAL SUBAREA
D-4
Figure D-I
`eq-dole
Tc'
L 100
—1000 90
— 900 80
m
m
800
— 700
4-
C
m
70
60
600 c 50
m
v
500
a, 35
400 L. 30
350 25
300
20
19
-u 18
250 17
16
15
`c,
. o '7 C 1/►
20011 m
a,
12
u iI
o. •10
LIMITATIONS:
I. Maximum length = 1000 Feet Tc
2. Maximum area = 10 Acres 5
(min)
a`
hs
8 H
U 500
NC1.-.
g 400
`� ►-
p 300c 200
LEoc too
o og w 60
0
E$40
o a� 30
o `c m c -20
m
M c 10
0
K
Undeveloped
Good Cover
Undeveloped
• Fair Cover
Undeveloped
Poor Cover
Single Famtly
(5-7 D AC)
ommercial
(Paved)
6
2
10
II
0
_0
CO
C
N
1.G_ 13 L.
.6 14 "-
33 ,f-�'" `Zl 15 0
.2 16
17 ' E
18
9019m KEY 20_J~
m L-H-Tc-K-Tc'
a..
d
0
Pi Development
150 d 9 80- Apartment
75- Mobile Home
8 65- Condominium
60- Single Family - 5,000 ft2 Lot
7 40 - Single Family-1/4 Acre Lot
20- Single Family -I Acre Lot
6 10 - Single Family-21/2 Acre Lat
EXAMPLE:
(I) L= 5501, H= 5.0', K= Single Family (5-7 DU/AC)
Development, Tc=12.6 min.
(2) L= 550', H= 5.0% K= Commercial
Development, Tc=9.7 mire.
SAN BERNARD NO COUNTY
HYDROLOGY MANUAL
25
30
35
40
Time of concentration
TIME OF CONCENTRATION
NOMOGRAPH
FOR INITIAL SUBAREA
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0.I
ail
I
I
.Mow--rll,l.
3 4 5 6 7 . 8 9 10 20:L1. % 30 40 50 60 70 80 90
STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY= NO YEARS
ONE HOUR POINT RAINFALL INCHES
LOG -LOG SLOPE = 0
PROJECT LOCATION = c.\-N ;-0`;10.rneu
SAN BERNARD NO COUNTY
HYDROLOGY MANUAL
INTENSITY - DURATION
CURVES
CALCULATION SHEET
D- 8
FIGURE D-55
RATIONAL METHOD STUDY FORM
SAN BERNARDINO COUNTY STUDY NAME: HYDROLOGY MANUAL 100 -YEAR STORM I -HOUR RAINFALL (INCH):1•'$;SLOPE = 6
Calculated by Date
Checked by Date
Page of
Concentration
Point
Area (Acres) Soil Dev. Tt Tc I Fin Fm
Subarea Total TYP. Type min. min. ln/hr in/hr avg.
'3•93
Wet
2.7-
0•$2-
Q
Total
Flow Path
Length
a• a2
5; GO
3
3,
�co
Slope
ft./ft.
V Hydraulics and
ft./sec. Notes
0,
PRE-1)8 VELOrff
120
o•5
400
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e
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0.1
2
t I
3 4 5 6 7.8 910
20 30
STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY =) YEARS
ONE HOUR POINT RAINFALL = ('25 INCHES
LOG -LOG SLOPE _ (0
PROJECT LOCATION= _ 4 0\1 eL \-ck
SAN BERNARD NO COUNTY
HYDROLOGY MANUAL
50 60 70 80 90
INTENSITY - DURATION
CURVES
CALCULATION SHEET
D- 8
FIGURE D-3
RATIONAL METHOD STUDY FORM
SAN BERNARDINO COUNTY STUDY NAME: HYDROLOGY MANUAL -5 -YEAR STORM I -HOUR RAINFALL (INCH): 1 `,1 i SLOPE = Or 6
Q
Concentration
Point
Area (Acres)
Subarea Total
Soil
Type
Dev. Tt
Type min.
I
In/hr
r•m
avg.
0
Total
Calculated by Date
Checked by Date
Page of
Slope
ft./ ft.
V
f t./sec.
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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CURVES CALCULATION SHEET
D- 8
FIGURE D-3
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RATIONAL METHOD STUDY FORM
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
STUDY NAME:
‘C) -YEAR STORM I -HOUR RAINFALL (iNcti). k L‘s-"; SLOPE: (GO
Concentration
Point
Area (Acres)
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LOG -LOG SLOPE _
PROJECT LOCATION= `t`a
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
INTENSITY - DURATION
CURVES
CALCULATION SHEET
D-8
FIGURE D-3
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RATIONAL METHOD STUDY FORM ,
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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STUDY NAME:
.- -YEAR STORM !-HOUR RAINFALL (* C831)d(0 ; SLOPE e
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CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
Program License Serial Number 4064
*** Street Flow +Inlet Analysis ***
Upstream (headworks) Elevation = 100.000(Ft.)
Downstream (outlet) Elevation = 99.990(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 9.600(CFS)
Top of street segment elevation = 100.000(Ft.)
End of street segment elevation = 99.990(Ft.)
Length of street segment = 100.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.7400 right of way
12.0000 0.5000 top of curb
12.0000 0.0000 flow line
14.0000 0.1667 gutter end
14.0000 0.1667 grade break
30.0000 0.4867 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 6.000(In.)
Street Inlet Calculations:
Street flow in street inlet depression = 9.600(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 2.000(Ft.)
Depth of flow = 1.089(Ft.)
Average velocity = 0.472(Ft/s).
Total flow rate in 1/2 street = 4.800(CFS)
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:
Street flow half width at start of inlet = 18.000(Ft.)
Flow rate in gutter section of street = Qw = 1.137(CFS)
Given inlet length L = 7.000(Ft.)
Ratio of frontal flow to total flow = EO = 0.2368
Street slope is less than 0.5% ,
Depth of flow indicates an orifice flow
condition exists for an opening height of 6.00(In.)
Using equation Qi = .67hL(2gd0)^.5
Maximum inlet flow capacity = 34.472(CFS)
Half street cross section data points through curb inlet:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 1.0733 right of way
12.0000 0.8333 top of curb
12.0000 0.0000 flow line
14.0000 0.5000 gutter/depression end
14.0000 0.5000 grade break
30.0000 0.8200 crown
Note: Street inlet capacity is greater than existing flow in street.
Remaining flow in street below inlets = 0.000(CFS)
Zero flow remaining in street
Total flow rate in street = 0.000(CFS)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
Program License Serial Number 4064
*** Street Flow +Inlet Analysis ***
Upstream (headworks) Elevation = 100.000(Ft.)
Downstream (outlet) Elevation = 99.000(Ft.)
Runoff/Flow Distance = 200.000(Ft.)
Maximum flow rate in channel(s) = 9.630(CFS)
Top of street segment elevation = 100.000(Ft.)
End of street segment elevation = 99.000(Ft.)
Length of street segment = 200.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 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
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9067 right of way
12.0000 0.6667 top of curb
12.0000 0.0000 flow line
13.5000 0.1667 gutter end
13.5000 0.1667 grade break
30.0000 0.4967 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 8.000(In.)
Street Inlet Calculations:
Street flow in street inlet depression = 9.630(CFS)
Gutter depression depth = 8.000(In.)
Gutter depression width = 1.500(Ft.)
Depth of flow = 1.065(Ft.)
Average velocity = 2.075(Ft/s)
Total flow rate in 1/2 street = 4.815(CFS)
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:
Street flow half width at start of inlet = 13.106(Ft.)
Flow rate in gutter section of street = Qw = 2.895(CFS)
Given inlet length L = 7.000(Ft.)
Ratio of frontal flow to total flow = EO = 0.6013
Half street cross section data points through curb inlet:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 1.5733 right of way
12.0000 1.3333 top of curb
12.0000 0.0000 flow line
13.5000 0.8333 gutter/depression end
13.5000 0.8333 grade break
30.0000 1.1633 crown
Length required for total flow interception = Lt
Lt = .6 * Q^0.42 * Slope^.3 * (1/(n*Se)^.6 = 5.524(Ft.)
where Manning's n = 0.0150 and Slope = street slope = 0.0050
Se = Equivalent Street x-slope including depression = 0.3502
Efficiency = 1 - (1-L/Lt)^1.8 = 1.0000
Remaining flow in street below inlets =
Zero flow remaining in street
Total flow rate in street = 0.000(CFS)
0.000(CFS)
I
1!
11
1
1
11
7.0
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(JQO
CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version
Program License Serial Number 4064
*** Street Flow Analysis ***
Upstream (headworks) Elevation = 100.000(Ft.)
Downstream (outlet) Elevation = 99.000(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum depth(HGL) of flow at headworks =
0.870(Ft.)
Top of street segment elevation = 100.000(Ft.)
End of street segment elevation = 99.000(Ft.)
Length of street segment = 100.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0190
Manning's N from gutter to grade break = 0.0190
Manning's N from grade break to crown = 0.0190
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate
0.0000 0.
12.0000 0.
12.0000 0.
13.5000 0.
13.5000 0.
30.0000 0.
Depth of flow = 0.870(Ft.)
Average velocity = 4.137(Ft/s)
Total flow rate in 1/2 street = 45.900(CFS)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 10.17(Ft.)
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 4.14(Ft/s)
)
(Ft.)
9067 right of way
6667 top of curb
0000 flow line
1667 gutter end
1667 grade break
4967 crown
Channel including Gutter and area towards property line:
Flow Width = 11.667(Ft.) Flow Area = 2.214(Sq.Ft)
Velocity = 2.218(Ft/s) Flow Rate = 4.910(CFS)
Froude No. = 0.8973
Channel from outside
Flow Width =
Velocity =
Froude No. = 0.
edge of gutter towards grade break:
0.000(Ft.) Flow Area = 0.000(Sq.Ft)
0.000(Ft/s) Flow Rate = 0.000(CFS)
0000
Channel from grade break to crown:
Flow Width = 16.500(Ft.) Flow Area
Velocity = 4.615(Ft/s) Flow Rate = 40.991(CFS)
Froude No. = 1.1084
Total flow rate in street = 91.800(CFS)
•
8.882(Sq.Ft)
06 Cz' aZ AAA V E Q %c. - j\LV
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CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
Tract No. 17095
Street Capapcity Analysis
March 30, 2006 JN 1793-10
Program License Serial Number 4064
*** Street Flow +Inlet Analysis ***
Upstream (headworks) Elevation = 100.000(Ft.)
Downstream (outlet) Elevation = 99.500(Ft.)
Runoff/Flow Distance = 100.000(Ft.)
Maximum depth(HGL) of flow at headworks = 0.740(Ft.)
Top of street segment elevation = 100.000(Ft.)
End of street segment elevation = 99.500(Ft.)
Length of street segment = 100.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.083
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft )
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 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
I, - -MINI MINI MIMI MIMI =I M an am
Half street cross section data points:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.7400 right of way
12.0000 0.5000 top of curb
12.0000 0.0000 flow line
14.0000 0.1667 gutter end
14.0000 0.1667 grade break
30.0000 0.4867 crown
Depth of flow = 0.740(Ft.)
Average velocity = 3.188(Ft/s)
Total flow rate in 1/2 street = 29.859(CFS)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 12.00(Ft.)
Street flow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 3.19(Ft/s)
Channel including Gutter and area towards property line:
Flow Width = 14.000(Ft.) Flow Area = 2.753(Sq.Ft)
Velocity = 2.154(Ft/s) Flow Rate = 5.930(CFS)
Froude No. = 0.8558
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 6.613(Sq.Ft)
Velocity = 3.618(Ft/s) Flow Rate = 23.929(CFS)
Froude No. = 0.9918
Total flow rate in street before inlet = 59.718(CFS)
CURB INLET TYPE STREET DRAIN, Opening Height = 4.000(In.)
Street Inlet Calculations:
up NE um. 1E11; MINI, 11111. NIB � ,
Street flow in street inlet depression = 59.718(CFS)
Gutter depression depth = 3.000(In.)
Gutter depression width = 2.000(Ft.)
Depth of flow = 0.981(Ft.)
Average velocity = 3.195(Ft/s)
Total flow rate in 1/2 street = 29.859(CFS)
!!Warning: Water is above left or right bank elevations
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:
Street flow half width at start of inlet = 18.000(Ft.)
Flow rate in gutter section of street = Qw = 6.514(CFS)
Given inlet length L = 7.000(Ft.)
Ratio of frontal flow to total flow = EO = 0.2182
Half street cross section data points through curb inlet:
X-coordinate (Ft.) Y-coordinate (Ft.)
0.0000 0.9900 right of way
12.0000 0.7500 top of curb
12.0000 0.0000 flow line
14.0000- 0.4167 gutter/depression end
14.0000 0.4167 grade break
30.0000 0.7367 crown
Length required for total flow interception = Lt
Lt = .6 * Q^0.42 * Slope^.3 * (1/(n*Se)^.6 = 23.743(Ft.)
where Manning's n = 0.0150 and Slope = street slope = 0.0050
Se = Equivalent Street x-slope including depression = 0.1106
Efficiency = 1 - (1-L/Lt)^1.8 = 0.4667
Remaining flow in street below inlets = 31.845(CFS)
Depth of flow = 0.607(Ft.)
Average velocity = 2.735(Ft/s)
Total flow rate in 1/2 street = 15.922(CFS)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 18.000(Ft.)
Average flow velocity = 2.73(Ft/s)
5.36(Ft.)
Channel including Gutter and area towards property line:
Flow Width = 7.357(Ft.) Flow Area = 1.335(Sq.Ft)
MN NIM NMI IIIIII. NMI. 1
Velocity = 2.093(Ft/s) Flow Rate =
Froude No. = 0.8660
2.794(CFS)
Channel from outside edge of gutter towards grade break:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
Channel from grade break to crown:
Flow Width = 16.000(Ft.) Flow Area = 4.488(Sq.Ft)
Velocity = 2.926(Ft/s) Flow Rate = 13.129(CFS)
Froude No. = 0.9735
Total flow rate in street = 31.845(CFS)
APPENDIX 3
Cie di tit am U. me it sat WI maU. Olt
CLIENT: J N. /T. R #°
LOCATION:
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ENG:
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CHECKED.
Given
tmp#140 1- TA 7--T
Storage Indication Method
Input Data:
File c:\Land Projects 2004\_SCRATCH\hd\db10.sdc.sim
Description .•• 6.0000 min
Time increment
Input Files:
Pre-Dev Hydrograph curve ..
Post-Dev Hydrograph curve .
Stage -Storage curve
Stage -Discharge curve
Output Data:
Routed Peak Flow
Routed Peak Time
Post -Developed Peak Flow
Post -Developed Peak Time
Support calculations:
C:\Land
C:\Land
c:\Land
Projects
Projects
Projects
2.5067 cfs
618.0000 min
4.6175 cfs
612.0000 min
2004\_SCRATCH\hd\dbl.hdc
2004\_SCRATCH\hd\db10.sdc
Time
min
inflow (11+12)/2 H1
cfs ft3 ft
51-(01/2)T s2+(02/2)T H2
ft3 ft3 ft
540.0000 0.1748
546.0000 0.1935
552.0000 0.2122
558.0000 0.2309
564.0000 0.2621
5.70.0000 0.2933
576.0000 0.3245
582.0000 0.5379
588.0000 0.7512
594.0000 0.9646
600.0000 .1.9887
606.0000 4.0.340
612.0000 4.6175
618.0000 3.3431
624.0000 2.2149
630.0000 1.7690
636.0000 1.5165
642.0000 1.3194
648.0000 1.1635
654.0000 1.0968
660.0000 1.0300
666.0000 0.9839
672.0000 0.9378
678.0000 0.9131
684.0000 0.8885
690.0000 0.8710
696.0000 0.8536
702.0000 0.8433
708.0000 0.8330
714.0000 0.8155
720..0000 .0..7981
726.0000 0.7837
732.0000 0.7694
738.0000 0.7550
744.0000 0.7434
750.0000 0.7318
31.4552 0.0000 0.0000
66.2807 69.2412 31,4552
73.0211 69.3280 97.7359
79.7615 69.4237 170.7570
88.7487 69.5281 . 250.5184
99.9827 69.6444 339.2671
111.2167 69.7754 439.2498
155.2365 69.9210 550.4665
232.0421 70.0481 684.9131
308.8477 70.1552 849.9145
531.5838 70.2777 1038.7813
1084.0821 70.4863 1360.2696
1557.2729 70.9293 2042,9090
1432.9100 71.5150 2945.6865
1000.4484 71.9095, 3553.6782
717.1123 71.9985 3690.7784
591.3870 71.9244 3576.5589
510.4543 71.8028. 3389.1465
446.9224 71.6668
406.8505 71.5284
382.8288 71.3999
362.5120 71.2875
345.9000 71.1893
333.1601 71.'1042
324.2924 71.0313
316.7154 70.9699
310.4292 70.9180
305.4336 70.8744
301.7288 70.8377
296.7333 70.8072
290.4470 70.7809
284:7224 70:7571
279 5596 70.7357
3179.5519
2966.2225
2768.2999
2594.9472
2443.6788
2312.5536
2200.1857
2105.4929
2025.6137
1958.3129
1901.8449
1854.8460
1814.2350
1777.6053
1744.5238
274.3967 70.7163 1714.6526
269.7198 70.6985 1687.2887
265.5290 70.6823 1662.2628
Page 1
outflow
cfs
31.4552 69.2412
97.7359 69.3280
170.7570 69.4237
250.5184 69.5281
339.2671 69.6444
439.2498 69.7754
550.4665 69.9210
705.7030 70.0481
916.9552 70.1552
1158,7622 70.2777
1570.3651 70.4863
2444.3516 70.9293
3600.1819 71.5150
4378.5965 71.9095
4554.1266 71.9985
4407.8908 71.9244
4167.9459 71.8028
3899.6009 71.6668
3626.4743 71.5284
3373.0730 71.3999
3151.1287 71.2875
2957.4591 71.1893
2789.5788 71.1042
2645.7137 71.0313
2524.4781 70.9699
2422.2084 70.9180
2336.0429 70.8744
2263.7466 70.8377
2203.5737 70.8072
2151.5793 70.7809
2104.6820 70.7571
2062.3277 .70.-7357
2024.0834 70.7163
1989.0493 70.6985
1957.0086 70.6823
1927.7918 70.6675
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0040
0.4368
1.9153
2.5067
2.4018
2.4892 '
2.4907
2.2691
1.9497
1-. 6114
1.3031
1.0394
0.8248
0.6473
0.5187
0.4142
0.3293
0.2758
0.2314
0.1929
0.1582
0.1298
0.1143
0.1001
0.0871
0.0752
756.0000
762.0000
768.0000
774.0000
780.0000
786.0000
792.0000
798.0000
804.0000
810.0000
816.0000
822.0000
828.0000
834.0000
840.0000
846.0000
852.0000
858.0000.
864.0000
870.0000
876.0000
882.0000
888.0000
894.0000
900.0000
906.0000
912.0000
918.0000
924.0000
930.0000
936.0000
942.0000
948.0000
954.0000
960.0000
966.0000
972A000
978.0000
984.0000
990.0000 0.4772
996.0000 0.4758 171.5505. 70.4029 1231.7
-1002.0000 0.4744 171..0342 70,4017 1229.7779 1400.8122 70.4004
1008.0000 0.4729170.0017 70.3992 1225.9192 1395.9209 70.397
1014.00008378 1398.3558 70.3992
4004 9
0.4715
1020.0000 . 0.47012 169.4854 70.3979 1224.0174 168.7109 70.3967 .1222.1288 1390.80397 70.3953
28 70.3967
1026.0000 � 0.467
1032.0000 0.4643 167.6784 70.3953 1220.0487
1038.0000 0.4615 166.6458 70.3938 1217.6175
1044.0000 0.4586 165.6132 70.3920 1214.9121
1050.0000 0.4557 164.5806 70.3901 1211.9925
1056.0000 0.4529 163.5481
1062.0000 0.4500 162.5155
1068.0000 0.4471 161.4829
1074.0000 0.4443 160.4504
1080.0000 0.4414 159.4178
1086.0000. 0.4388 158.4414
1092.0000 0.4363 157.5211
1098.0000 0.4337 156..60.09
1104.0000 0.4312 155.6807
1110.0000 0.4286 154.7605
1116.0000 0.4261 153.8402
1122.0000 0.4235 152.9200
1128.0000 0.4209 151.9998
0.7201
0.7094
0.6986
0.6879
0.6771
0.6656
0.6541
0.6427
0.6312
0.6197
0.6083
0.5968
0.5853
0.5738
0.5624
0.5521
0.5419
0.5317
0.5215
0.5112
0.5100
0.5087
0.5075
0.5062
0.5050
0.5021
0.4993
0.4964
0.4935
0.4907
0.4894.
0.4882
0.4869
0.4857
0.4844
0.4830
0.4815
0.4801
0.4787
tmp#140
261.3382 70.6675 1639.4427 1900.7809 70.6538
257.3067 70.6538 1618.3454 1875.6521 70.6411
253.4345 70.6411 1598.7182 1852.1527 70.6291
249.5624 70.6291 1580.3637 1829.9261 70.6179
245.6902 70.6179 1563.0033 1808.6935 70.6071
0 70.6071 1546.4193 1788.1083 70.5967
Z41. bi5y
237.5587 70.5967 1530.3409 1767.8996
233.4284 70.5864 1514.5566 1747.9851
229.2981 70.5763 1499.0021 1728.3002
225.1678 70.5664 1483.6270 1708.7948
221.0375 70.5565 1468.3920 1689.4295
216.9072 70.5467 1453.2665 1670.1737
212.7769 70.5369 1438.2265 1651.0034
208.6467 70.5272. 1423.2532 1631.8999
204.5164 70.5175 1408.3322 1612.8485
200.6108 70.5079 1393.4518 1594.0626
196.9298 70.4983 1378.7788 1575.7086
193.2489 70.4890 1364.4431 1557.6920.
189.5680 70.4799 1350.3711 1539.9390
185.8870 70.4709 1336.5048 1522.3919
183.8219 70.4620 1322.7994 1506.6212
183.3725 70.4540 1310.4815 1493.8540
6 1300.5095 1483.4326
182.9232 70.44i
182.4738 70.4423 1292.3697 1474.8435 70.4379
182.0244 70.4379 1285.6611 1467.6855 70.4343
181.2835 70.4343 1280.0702 1461.3537 70.4311
180.2509 70.4311 .1275.1246 .1455.3755 70.4281
179.2183 70.4281 1270.4553 1449.6736 70.4252
178.1858 70.4252 1266.0018 1444.1875 70.4224
177.1532 70.4224 1261.7168 1438.8700 70.4197
176.4122 70.4197 1257.5634 1433.9756 70.4172
175.9629 70.4172 1253.7406 1429.7035 70.4150
175.5135 70.4150 1250.4038 1425.9173 70.4131
175.0641 70.4131 1247.4465 1422.5107 70.4114
174.6148 70.4114 1244.7858 1419.4005. 70.4098
174.1319 70.4098. 1242.3565 1416.4885 70.4083
173.6157 70.,4083 1240.0821 1413.6977 70.4069
173.0994 70.4069 1237.9023 1411.0016 70.4056
172.5831 70.4056 1235.7965 1408.3796 70.4042
172.0668 70.4042 1233.7485 456 8153 70.4029
1403.2961 70.4017
70.3881
70.3860
70.3839
70.3817
70.3794
70.3771
70.3749
70.3726.
70.3704
70.3682
70.3660
70.3639
70.3617 1168.1845
page 2
1208.9056
1205.6881
1202.3684
1198.9691
1195.5075
1191.9972
1188.4929
1185.0370
1181.6189
1178.2305
1174.8651
1171.5178
70.5864
70.5763
70.5664
70.5565
70.5467
70.5369
70.5272
70.5175
70.5079
70.4983
70.4890
70.4799
70.4709
70.4620.
70.4540
70.4476
70.4423
1387.7271
1384.2633
1380.5254
1376.5732
1372.4537
1368.2036
1363.8514
1359.4194
1354.9253
1350.4386
1346.0140
1341.6379
1337.2996
1332.9909
1328.7053
1324.4377
1320.1843
70.3938
70.3920
70.3901
70.3881
70.3860
70.3839
70.3817
70.3794
70.3771
70.3749
70.3726
70.3704
70.3.682
70.3660
70.3639
70.3617
70.3595
0.0643
0.0541
0.0446
0.0356
0.0270
0.0208
0.0192
0.0177
0.0162
0.0147
0.0132
0.0117
0.0102
0.0087
0.0073
0.0058
0.0044
0.0030
0.0017
0.0003
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
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0.0000
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0.0000
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1.
1�
1l
I 1
1134.0000
1140.0000
1146.0000
115 2.0000
1158.0000
1164.0000
1170.0000
1176.0000
1182.0000
1188.0000
1194.0000
1200.0000
1206.0000
1212.0000
1218.0000
1224.0000
1230.0000
1236.0000
1242.0000
1248.00000(�
1254_00000
1260.0000
1266:0000
1272.0000
1278.0000
1284.0000
1290.0000
1296.0000
1302.0000
1308.0000
1314.0000
1320.0000
1326.0000
1332.0000
1338.0000
1344.0000
1350.0000
1356.0000
1362.0000
1368.0000
1374.0000
1380.0000
1386.0000
1392.0000
1398.0000
1404.0000
1410.0000
1416.0000
1422.0000
1428.0000
1434.0000
1440.0000
0.4184
0.4158
0.4133
0.4107
0.4082
0.4056
0.4031
0.4005
0.3979
0.3954
0.3928
0.3903
0.3868
0.3833
0.3798
0.3764.
0.3729
0.3694
0.3659
0.3625
0.3590
0.3555
0.3520
0.3486
0.3451
0.3416
0.3381
0.3347
0.3312
0.3277
0.3242
0.3208
0.3173
0.3138
0.3103
0.3069
0.3034
0.2999
0.2964
0.2929
0,2895
0.2860
0.2825
0.2790
0.2756
0.2721
0.2686
0.2651
0.2617
0.2582
0.2547
0.0000
tmp#140
151.0795 70.3595 1164.8623 1315.9418 70.3574
150.1593 70.3574 1161.5486 1311.7079 70.3552
149.2391 70.3552 1158.2417 1307.4808 70.3531
148.3188 70.3531 1154.9400 1303.2589 70.3510
147.3986 70.3510 1151.6425 1299.0410 70.3488
146.4784 70.3488 1148.3481 1294.8264 70.3467
145.5581 70.3467 1145.0562 1290.6143 70.3446
144.6379 70.3446 1141.7663 1286.4041 70.3424
143.7177 70.3424 1138.4778 1282.1955 70.3403
142.7974 70.3403 1135.1906 12.77.9880 70.3382
141.8772 70.3382 1131.9043 1273.7815 70.3360
140.9570 70.3360 1128.6188 1269.5757 70.3339
139.8712 70 3339 1125 3338 1265.2050 70.3317
138.6199
137.3686
136.1174
134.8661
133.6148
132.3635
131.1123
129.8610
128.6097
127.3584
126.1072
-124.8559
123.6046
122.3533
121.1020
119.8508
118.5995
117.3482
116.0969
114.8457
113 5944
1250.5702
1245.3553
1240.0309
1234.6209
1229.1441
1223.6151
1218.0452
1212.4436
1206.8171
1201.1711
1195.5100
1189.8370
1184.1547
1178.4653
1172.,7702
1167.0706
1161.3676
1155.6620
1149.9542
112.3431 70.2733 1031.9017 1144.2448 70.2704
111.0918 70.2704 1027.4423 1138.5341 70.2675
109.8405 70.2675 1022.9819 1132.8224 70.2646
108.5893 70.2646 1018.5207 1127.1099 70.2617
107.3380 70.2617 1014.0589 1121.3968 70.2588
106.0867 70.2588 1009.5966 1115.6833 70.2559
104.8354. 70.2559 1005.1339 1109.9693 70.2530
103.5842 70.2530 1000.6710 1104.2551 70.2501
102.3329 70.2501 996.2078 1098.5407 70.2472.
101.0816 70.2472 991.7444 1092.8260 70.2443
99.8303 70.2443 987.2809 1087.1112 70.2414
98.5790 70.2414 982.8173 1081.3964 70.2385
97.3278 70.2385 978.3536 1075.6814 70.2356
96.0765 70.2356 973.8899 1069.9664 70.2327
94.8252 70.2327 969.4261 1064.2513 70.2298
93.5739 70.2298 964.9622 1058.5362 70.2269
45.8485 70.2240 956.0344 1001.8830 70.19822
70.3317 1121.9199 1260.5399 70.3293
70.3293 1118.2762 1255.6448 70.3268
70.3268 1114.4528
70.3243 1110.4892
70.3216 1106.4161
70.3189 1102.2574
70.3162 1098.0318
70.3134 1093.7541
70.3106 1089.4355
70.3078 1085.0852
70.3049 1080.7099
70.3021 1076.3152
70.2992 1071.9054
70.2964 1067.4837
70.2935 1063.0527
70.2906 1058.6145
70.2877 1054.1707
70.2848 1049.7224
70.2819 1045.2707
70.2791 1040.8163
70.2762 1036.3598
Page 3
70.3243
70.3216
70.3189
70.3162
70.3134
70.3106
70.3078
70.3049
70.3021
70.2992
70.2964
70.2935
70.2906
70.2877
70.2848
70.2819
70.2791
70.2762
70.2.733
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000.
0.0000
0.0000
0.0000
0 ..0000
0.0000
0. 0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
APPENDIX 4
am mi mu um MI N um um um on UM MI EN t ift
4kit
Ani
4tt
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xC matiti
Cin
P4A
-01
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I,T
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it 7°.30
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• N17115
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DEEP CEEE
wavvinimmingwitrm 111191MMIN
it
rOLTON• ;t
ONTAN
RIALTO
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ERS1DE
1
R4W
REDLANDS
.AN ISERNASDINO,,�
VI SIDE , COUNT
R2W
c,F1�N
r eu
°I
YUCAIPA
LEGEND,
C8 ISOLINES PRECIPITATION (INCHES)
8-12
R2E
—1— T�4N
-}3a°00'
SAN BERNARDINO COUNTY
LOCO CONTROL DISTRICT
VALLEY AREA
I3OHYETALS
YIo-100 YEAR I HOUR
BASED ON UAD.C, ►NO..AJn.AZ 1,111r)
.CA /LI NO. *NIL _
f•:aa slreo-I 4 •4 $Z
FIGURE S-4
.1
T3N
T2N
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T2S
t
�-
W
R6W
AID. AN! 17°,30
-- r- r- -
R5W
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ti
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WASH.
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SAN I IERNAIt1)IN0
RIVERSIDE, COUNT
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
• R2W - r --
4000111c
r t - a t- -
u. . /
R2W
fitT
- I . RIW •
VALL.T A •aYM.RT
• VALLEY
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(DRY) I
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ate` --- I• -»— -, 1 �N-4 1 11i-' � —
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REDUCED DRAWING
SCALE I"= 4 MILES
RI.ARDIN
:
r -I
II RIE•
I I
� + L.EGEn):
/ ,.
fi ISOLINES PRECIPITATION (INCHES)
SAN BERNARDINO COUNTY
FLOOD CONTROL DISTRICT
VALLEY AREA
ISOHYETALS
Yio - 10 YEAR 1 HOUR
BASED ON U.SD.C., NF),I.A. ATLAS 2. 1973
APPROVED BY
FL
SCALE FILE NO. D11WP NO.
I••2 W. WRD-1 3 of 12
DATE
1982
pi( IPF R--
ill Mil it'd
Mil Nil MI
SOIL GROUP BOUNDARY
11
HYDROLOGIC SOILS GROUP MAP
SCALE REDUCED BY 1/2
CC
0
z
0
O
4
Zi
in a
Z
0
00
tO CO
BERNARDINO COUNTY
z
4
Mil IN ill WI NM Nil MI
solo vim ow an ifs sio
ALIFORNIA
'ATER RESOURCES
011111! !MI Mai ilk
( zr)
Au175:fiz.
c- cszDt
C)561
NW 'ire7 PVe--aA ( 4(o ilk-c..)
RE) t 0.8 MI. TO CALIF. 30
• _ 461
11° '
25'
i. .462 2 180 000 FEET (51 464
465 117°22'0"
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FONTANA QUADRANGLE
CALIFORNIA
4600"
7.5 MINUTE SERIES (TOPOGRAPHIC)
SW/4 SAN DEI2NARD1NO 15" QUADRANGLE
. • 51,7) !
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HYDROLOGY MAP
PRE -DEVELOPED
SCALE: 1 ”=80'
PREPARED FOR
PREPARED BY
SPECTRA
521-1 /2 MYRTLE #10
MONROVIA, CA 91016
(626) 305-9444
LOREN PHILLIPS & ASSOCIATES
22632 GOLDEN SPRINGS DRIVE SUITE 350
DIAMOND BAR, CA. 91765
(909) 396-9636
LOREN C. PHILLIPS DATE
9
1 0
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HYDROLOGY MAP
POST -DEVELOPED
SCALE: 1”--=-80'
PREPARED FOR
PREPARED BY
SPECTRA
521-1 /2 MYRTLE #10
MONROVIA, CA 91016
(626) 305-9444
LOREN PHILLIPS & ASSOCIATES
22632 GOLDEN SPRINGS DRIVE SUITE 350
DIAMOND BAR, CA. 91765
(909) 396-9636
LOREN C. PHILLIPS DATE