HomeMy WebLinkAbout3345 Bernard Street - Residences at East Hills Drainage Study
M e m o r a n d u m
To: City of Bakersfield Date: April 28, 2020
File: Project No. 18-091
From: Alex Torres, PE, QSD
Atlas Civil Design
Subject: Hydrology and Hydraulic Calculations for Residences at East Hills – 3345
Bernard Street, Bakersfield, CA 93305
I. INTRODUCTION
The purpose of this study is to provide drainage calculations in support of the grading design for
the Residences at East Hills multi-family residential project in the city of Bakersfield. The
Project is bound between Bernard Street to the north and Pico Ave to the south.
This project proposes new multi-dwelling units with parking on the vacant 9.76-acre site.
Because this projects land use increases the impervious area of the site, the “C” value will
increase which will result in greater discharge. City of Bakersfield drainage design criteria
requires excess volume of runoff to be retained on-site. Previous iterations of this study
considered using a regional basin known as Bernard Sump, which is west of the site, to retain
this excess volume, since it has capacity. However, hydraulic routing calculations recommended
upgrading an undersized City catch basin, which was not an option for the City. Therefore, two
proposed retention basins have been designed to retain the excess volume. As a result, all
references from the City approved hydrology reports pertaining to Bernard Sump have been
removed from this report.
The grading design drains as much of the site as possible to the north. All on-site storm drain
systems are designed to convey the 10-year storm, while the basins are deigned to retain the 100-
year storm per City of Bakersfield criteria
II. GENERAL INFORMATION
The vacant land has a high point mid-way running east-west therefore half the project drains to
the north and half to the south. There is negligible off-site flow entering the site from the
property on the east.
Soil within the project limit is HSG Group C, as shown in Appendix A. Precipitation data (IDF)
used for on-site calculations follows NOAA Atlas 14, Volume 6, Version 2.0Atlas 12. Data is
provided in Appendix A.
III. ON-SITE HYDROLOGY
Most of the site to drains the north as seen on Hydrology Map in Appendix B. The Rational
Formula:
Q = C x i x A;
is used to determine Q-10 peak discharges. Per City of Bakersfield requirements, a minimum
time of concentration of 10 minutes is used to determine the intensity. A “C” coefficient of 0.8
for R3 and Multi-Family Residential land use is used for developed areas and a “C” of 0.35 is
used for landscape areas with Type C soil. The Hydrology Map shows Subareas A and B, and D
flowing to the north while subareas C and E flow to the south.
Existing flows to Bernard Street are assigned a “C” coefficient of 0.42 as shown on approved
Drainage and Storm Drain Study SPR Case 06-176 from Meyer Civil Engineering prepared on
December 2006. Proposed flows to the north produce a composite “C” of 0.60. Because this is
greater than the existing “C” of 0.42, excess volume must be retained on-site.
The required storage for the excess runoff is determined using section 2.82 of City of Bakersfield
Subdivision and Engineering Manual (1989):
V = 0.15 x ∑(C x A) where;
V is design volume in acre-feet for 100-year, 24-hour storm in ac-ft
C is the runoff coefficient
A is the drainage area in acres
∑ is the sum of all C x A areas
Required storage is therefore V = 0.15 x (Cprop - Cexist x A) where:
Cprop ~ Composite C = 0.60
Cexist = 0.42
A = 5.87 ac (flows to the north)
V = 0.15 x (0.60-0.42) x 5.87
V = 0.158 ac-ft = 6,900 cubic feet (cf)
Two retention basins, one on the north and one on the east are proposed to store this excess
volume. Portions of subareas A, B, and D are routed to the two basins. Section V of this report
describes individual volume calculations to each basin and the storage provided.
Rational Method calculations are provided in Appendix C and summarized in the table below:
Outfall
Area
(Ac.) Q10 (cfs)
Bernard St 3.22 3.04
North Basin 1.78 1.10
East basin 0.87 0.44
Pico Ave 0.60 0.45
IV. ON-SITE HYDRAULICS
On-Site hydraulic calculations for storm drains and ditches are provided in Appendix D.
Project conditions from the City require all on-site storm drains be sized to convey the 10-year
storm no more than half-full. Normal Depth calculations using Manning’s Formula were
performed using Flowmaster by Bentley Software. These storm drains range in diameters from 6
inches to 15 inches and are plastic pipe. A Manning’s “n” of 0.011 is used for plastic pipe. The
Storm ID’s used are consistent with the Storm Drain Table on sheets 6 and 7 of the Grading
Plan. Storm drains not included in the calculations intercept flows from yard drains with small
catchment areas. These small areas are part of the main subareas shown on Hydrology Map in
Appendix B, so the flows are included on storm drain lines downstream of these small
catchments.
Ditch calculations are also included to show a 1-foot deep by 1-foot wide concrete v-ditch can
convey all flows. A Manning’s “n” of 0.013 is used for concrete. Note: though all concrete v-
ditches meet capacity requirements at 1-foot wide, many are shown larger on grading plans by
request of the City.
V. RETENTION BASIN ANALYSIS
The following tables show the volume draining to each basin. The first table is for the north
basin and corresponds with the subareas shown in Appendix C; Hydrology Calculations labeled,
“Total to North Basin” and “Total to East Basin”.
Volume to North Basin
Area (ac) C C x A Volume (cu-ft)
0.15 1.3 0.35 0.07 2,973.0
0.15 0.48 0.8 0.06 2,509.1
Total 0.13 5,482.0
Volume to East Basin
Area (ac) C C x A Volume (cu-ft)
0.15 0.87 0.35 0.05 1,989.6
Total 0.05 1,989.6
A total of 7,471.6 cf is routed to the basins. This exceeds the minimum required storage of 6,900
cf as calculated in Section III.
The following Stage-Storage tables were developed from proposed surface modeling to show the
basins have enough capacity to store the volume routed to them:
The North Basin meets storage requirements (6,566.3 cf > 5,482 cf). The East Basins have a total
capacity of 4,341 cf. This also meets storage requirements (4,341 cf > 1,989.6 cf).
VI. PICO AVENUE HYDROLOGY AND HYDRAULICS
On-site and off-site flows discharging onto Pico Ave are shown on the Hydrology Calculations
table in Appendix C. 0.35 cfs from 0.60 acres discharges onto Pico Ave. Off-site calculations are
also included to perform hydraulic calculations on the existing curb & gutter to see if spread and
depth of flow are maintained within the shoulder and top of curb. They are identified as
Watershed E on the Hydraulic Exhibit in Appendix B and the hydrology calculations. Hydraulic
calculations in Appendix E show all criteria is met.
APPENDICES
Appendix A: Soil Map and Rainfall Data
Appendix B. Hydrology Map and Hydraulic Exhibit
Appendix C: Hydrology Calculations
Appendix D: On-Site Hydraulic Calculations
Appendix E: Pico Ave Hydraulics Locations
Appendix A. Soil Map and Rainfall Data
Appendix B. Hydrology Map and Hydraulic Exhibit
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RESIDENCES AT EAST HILLS
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Tel: 1-760-718-8010
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CivilDesign.comwww.
Civil Engineering Site Optimization
DesignCivilCivilDesign
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Civil Engineering Site Optimization
DesignCivilCivilDesign
2191 El Camino Real, Suite 208K
Oceanside, CA 92054
Tel: 1-619-307-2749
PORTION OF SECTION 22,
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3
0
0.
1
3
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.14 0.36
A4
0.
3
6
0
0.
3
6
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.38 0.74
A6
0.
1
2
0
0.
1
2
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.13 0.87
A7
0.
1
2
0
0.
1
2
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.13 1.00
A9
0.
1
1
0
0.
1
1
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.12 1.12
A1
0
0.
1
0
0.
1
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.11 1.22
A1
1
0.
3
7
0
0.
3
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.39 1.62
A1
3
0.
0
8
0
0.
0
8
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.09 1.70
A1
5
0.
2
7
0
0.
2
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.29 1.99
A1
9
0.
2
0
0.
2
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.21 2.20
A2
0
0.
0
7
0
0.
0
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.07 2.28
A2
1
No
t
U
s
e
d
Re
m
o
v
e
d
0
C
0
0
0
0
0
0
0.00 2.28
A2
3
0.
4
9
0
0.
4
9
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.52 2.80
A2
4
0.
2
0
0
0.
2
0
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.21 3.01
D2
0.
0
0
0.
3
9
0.
3
9
C
0.
3
5
0.
8
0.
3
5
1.
9
7
11
.
9
7
1.
2
3
0.17 3.18
To
t
a
l
t
o
B
e
r
n
a
r
d
S
t
3.
2
2
3.18
B1
0
0.
2
4
0.
2
4
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.11 0.11
B2
0.
0
0
0.
3
5
0.
3
5
C
0.
3
5
0.
8
0.
3
5
2.
5
12
.
5
1.
2
0.15 0.26
B3
0
0.
7
1
0.
7
1
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.33 0.59
A2
0.
0
3
0
0.
0
3
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.03 0.62
A5
0.
0
7
0
0.
0
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.07 0.70
A8
0.
0
5
0
0.
0
5
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.05 0.75
A1
2
0.
0
5
0
0.
0
5
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.05 0.80
A1
4
0.
0
4
0
0.
0
4
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.04 0.84
A1
6
0.
0
6
0
0.
0
6
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.06 0.91
A1
7
0.
0
6
0
0.
0
6
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.06 0.97
A1
8
0.
0
5
0
0.
0
5
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.05 1.03
A2
2
0.
0
7
0
0.
0
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.07 1.10
To
t
a
l
t
o
N
o
r
t
h
B
a
s
i
n
0.
4
8
1.
3
1.
7
8
1.10
D1
0
0.
8
7
0.
8
7
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.40 0.40
To
t
a
l
t
o
E
a
s
t
B
a
s
i
n
0
0.
8
7
0.
8
7
0.40
C1
0
0.
0
9
0.
0
9
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.04 0.04
C2
0.
1
2
0
0.
1
2
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.13 0.17
C3
0
0.
3
9
0.
3
9
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.18 0.35
To
t
a
l
t
o
P
i
c
o
A
v
e
0.
6
0
0.35
E1
0
1.
2
3
1.
2
3
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.57 0.57
E2
0.
1
3
0
0.
1
3
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.14 0.71
C1
t
o
C
2
(
P
i
c
o
O
n
-
S
i
t
e
)
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
0.27 0.98
E3
0.
1
7
0
0.
1
7
C
0.
3
5
0.
8
0.
8
10
10
1.
3
3
0.18 1.16
C3
(
P
i
c
o
O
n
-
S
i
t
e
)
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
N/
A
0.18 1.34
E4
0
0.
0
2
0.
0
2
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.01 1.35
E5
0
0.
0
2
0.
0
2
C
0.
3
5
0.
8
0.
3
5
10
10
1.
3
3
0.01 1.36
To
t
a
l
P
i
c
o
O
f
f
-
S
i
t
e
2.
1
7
1.36
Ra
t
i
o
n
a
l
C
a
l
c
u
l
a
t
i
o
n
s
-
Q
10
No
r
t
h
B
a
s
i
n
Ea
s
t
B
a
s
i
n
Pi
c
o
A
v
e
O
n
-
S
i
t
e
Pic
o
A
v
e
O
f
f
-
S
i
t
e
Be
r
n
a
r
d
S
t
r
e
e
t
(
T
h
r
o
u
g
h
D
r
i
v
e
w
a
y
)
Appendix D. On-Site Hydraulic Calculations
La
b
e
l
So
l
v
e
F
o
r
Fr
i
c
t
i
o
n
M
e
t
h
o
d
Ro
u
g
h
n
e
s
s
C
o
e
f
f
i
c
i
e
n
t
Ch
a
n
n
e
l
S
l
o
p
e
(f
t
/
f
t
)
Di
s
c
h
a
r
g
e
(f
t
³
/
s
)
Di
a
m
e
t
e
r
(i
n
)
No
r
m
a
l
D
e
p
t
h
(i
n
)
Fl
o
w
A
r
e
a
(f
t
²
)
We
t
t
e
d
P
e
r
i
m
e
t
e
r
(f
t
)
Hy
d
r
a
u
l
i
c
R
a
d
i
u
s
(i
n
)
To
p
W
i
d
t
h
(f
t
)
Cr
i
t
i
c
a
l
D
e
p
t
h
(f
t
)
Percent Full (%)Critical Slope (ft/ft)Velocity (ft/s)Specific Energy (ft)Froude Number Flow Type
1
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
0
5
0
0
0
.
2
2
6
.
0
0
2
.
8
9
0
.
0
9
0
.
7
7
1
.
4
6
0
.
5
0
0
.
2
4
4
8
.
2
0
.
0
0540 2.35 0.33 0.96 SubCritical
2
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
6
5
0
0
0
.
1
4
6
.
0
0
1
.
1
7
0
.
0
3
0
.
4
6
0
.
7
1
0
.
4
0
0
.
1
9
1
9
.
5
0
.
0
0512 5.19 0.52 3.51 SuperCritical
3
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
4
0
0
0
0
.
1
4
6
.
0
0
1
.
3
2
0
.
0
3
0
.
4
9
0
.
7
9
0
.
4
1
0
.
1
9
2
1
.
9
0
.
0
0512 4.39 0.41 2.79 SuperCritical
4
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
0
5
0
0
0
.
7
4
8
.
0
0
5
.
0
9
0
.
2
3
1
.
2
3
2
.
2
8
0
.
6
4
0
.
4
1
6
3
.
6
0
.
0
0567 3.16 0.58 0.92 SubCritical
11
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
5
0
0
0
0
.
2
6
6
.
0
0
1
.
7
0
0
.
0
5
0
.
5
6
0
.
9
8
0
.
4
5
0
.
2
6
2
8
.
3
0
.
0
0560 5.68 0.64 3.14 SuperCritical
7
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
5
0
0
0
0
.
2
6
6
.
0
0
1
.
7
0
0
.
0
5
0
.
5
6
0
.
9
8
0
.
4
5
0
.
2
6
2
8
.
3
0
.
0
0560 5.68 0.64 3.14 SuperCritical
22
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
1
0
0
0
0
.
1
2
6
.
0
0
1
.
7
3
0
.
0
5
0
.
5
7
0
.
9
9
0
.
4
5
0
.
1
7
2
8
.
8
0
.
0
0508
2
.
5
7
0
.
2
5
1
.
4
1
S
u
p
e
r
C
r
i
t
i
c
a
l
18
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
6
4
0
0
0
.
2
3
6
.
0
0
1
.
5
0
0
.
0
4
0
.
5
2
0
.
8
8
0
.
4
3
0
.
2
4
2
5
.
0
0
.
0
0545
5
.
9
8
0
.
6
8
3
.
5
4
S
u
p
e
r
C
r
i
t
i
c
a
l
20
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
1
0
0
0
0
0
.
2
3
6
.
0
0
1
.
3
4
0
.
0
3
0
.
4
9
0
.
8
0
0
.
4
2
0
.
2
4
2
2
.
4
0
.
0
0545
7
.
0
1
0
.
8
8
4
.
4
0
S
u
p
e
r
C
r
i
t
i
c
a
l
54
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
6
1
0
0
0
.
2
6
6
.
0
0
1
.
6
2
0
.
0
4
0
.
5
5
0
.
9
4
0
.
4
4
0
.
2
6
2
7
.
0
0
.
0
0560
6
.
0
9
0
.
7
1
3
.
4
6
S
u
p
e
r
C
r
i
t
i
c
a
l
16
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
0
5
0
0
1
.
0
0
1
2
.
0
0
4
.
7
9
0
.
2
9
1
.
3
7
2
.
5
7
0
.
9
8
0
.
4
2
3
9
.
9
0
.
00416
3
.
4
2
0
.
5
8
1
.
1
0
S
u
p
e
r
C
r
i
t
i
c
a
l
70
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
1
0
0
0
0
.
0
3
6
.
0
0
0
.
8
7
0
.
0
2
0
.
3
9
0
.
5
4
0
.
3
5
0
.
0
8
1
4
.
5
0
.
0
0532
1
.
7
0
0
.
1
2
1
.
3
4
S
u
p
e
r
C
r
i
t
i
c
a
l
15
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
2
1
9
0
0
0
.
1
0
6
.
0
0
0
.
7
4
0
.
0
1
0
.
3
6
0
.
4
6
0
.
3
3
0
.
1
6
1
2
.
3
0
.
0
0505
7
.
2
4
0
.
8
8
6
.
2
2
S
u
p
e
r
C
r
i
t
i
c
a
l
35
N
o
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
l
a
0.
0
1
1
0
.
0
2
0
0
0
0
.
0
5
6
.
0
0
0
.
9
4
0
.
0
2
0
.
4
1
0
.
5
8
0
.
3
6
0
.
1
1
1
5
.
7
0
.
0
0512
2
.
5
4
0
.
1
8
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27
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1 of 1 Page
La
b
e
l
So
l
v
e
F
o
r
Fr
i
c
t
i
o
n
M
e
t
h
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d
Ro
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s
s
C
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f
f
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Ch
a
n
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l
S
l
o
p
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(f
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/
f
t
)
No
r
m
a
l
D
e
p
t
h
(i
n
)
Le
f
t
S
i
d
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S
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p
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(f
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/
f
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(
H
:
V
)
)
Rig
h
t
S
i
d
e
S
l
o
p
e
(f
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/
f
t
(
H
:
V
)
)
Dis
c
h
a
r
g
e
(f
t
³
/
s
)
Fl
o
w
A
r
e
a
(f
t
²
)
We
t
t
e
d
P
e
r
i
m
e
t
e
r
(f
t
)
Hy
d
r
a
u
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i
c
R
a
d
i
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s
(i
n
)
To
p
W
i
d
t
h
(f
t
)
Cr
i
t
i
c
a
l
D
e
p
t
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(f
t
)
Cr
i
t
i
c
a
l
S
l
o
p
e
(f
t
/
f
t
)
Velocity (ft/s)Velocity Head (ft)Specific Energy (ft)Froude Number Flow Type Notes Messages
E
D
i
t
c
h
p
e
r
C
o
n
s
t
N
o
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e
3
4
-
1
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0
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8
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1
2
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.
9
9
1
.
4
8
0
.
7
0
0
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3
9
0
.
0
06
7
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3
.
1
1
0
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1
5
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5
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1
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3
1
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a
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D
i
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c
h
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s
t
N
o
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3
4
-
2
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r
m
a
l
D
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p
t
h
M
a
n
n
i
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g
F
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a
0.
0
1
3
0
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0
1
2
0
0
4
.
9
2
1
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0
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1
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0
0
0
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5
8
0
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1
7
1
.
1
6
1
.
7
4
0
.
8
2
0
.
4
6
0
.
0
06
3
7
3
.
4
5
0
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1
9
0
.
6
0
1
.
3
5
S
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a
l
W
D
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h
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s
t
N
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t
e
3
4
-
1
No
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
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r
m
u
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a
0.
0
1
3
0
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0
1
2
0
0
2
.
6
4
1
.
0
0
1
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0
0
0
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1
1
0
.
0
5
0
.
6
2
0
.
9
3
0
.
4
4
0
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2
4
0
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0
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9
6
2
.
2
8
0
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0
8
0
.
3
0
1
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2
1
S
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r
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r
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a
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W
D
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C
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s
t
N
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t
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3
4
-
2
No
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a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
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a
0.
0
1
3
0
.
0
1
2
0
0
2
.
9
6
1
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0
0
1
.
0
0
0
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1
5
0
.
0
6
0
.
7
0
1
.
0
5
0
.
4
9
0
.
2
7
0
.
0
07
6
3
2
.
4
6
0
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0
9
0
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3
4
1
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2
4
S
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St
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t
D
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s
t
N
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e
14
No
r
m
a
l
D
e
p
t
h
M
a
n
n
i
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g
F
o
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a
0.
0
1
3
0
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0
1
3
3
0
3
.
1
1
1
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0
0
1
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0
0
0
.
1
8
0
.
0
7
0
.
7
3
1
.
1
0
0
.
5
2
0
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2
9
0
.
0
07
4
5
2
.
6
8
0
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1
1
0
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3
7
1
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3
1
S
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St
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t
D
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t
c
h
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r
C
o
n
s
t
N
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t
e
12
No
r
m
a
l
D
e
p
t
h
M
a
n
n
i
n
g
F
o
r
m
u
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a
0.
0
1
3
0
.
0
1
3
3
0
1
.
0
5
1
.
0
0
1
.
0
0
0
.
0
1
0
.
0
1
0
.
2
5
0
.
3
7
0
.
1
8
0
.
0
9
0
.
0
10
9
6
1
.
3
0
0
.
0
3
0
.
1
1
1
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Tr
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a
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a
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h
i
l
l
s
.
f
m
8
)
R
e
p
o
r
t
2/
2
8
/
2
0
2
0
3
:
3
3
:
4
7
P
M
Be
n
t
l
e
y
S
y
s
t
e
m
s
,
I
n
c
.
H
a
e
s
t
a
d
M
e
t
h
o
d
s
S
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Bentley FlowMaster V8i (SELECTseries
1
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[
0
8
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1
1
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0
1
.
0
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27
S
i
e
m
o
n
s
C
o
m
p
a
n
y
D
r
i
v
e
S
u
i
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e
2
0
0
W
W
a
t
e
r
t
o
w
n
,
C
T
0
6
7
9
5
U
S
A
+
1
-
2
0
3
-
7
5
5
-
1
6
6
6
1 of 1 Page
Project Description
Friction Method Manning Formula
Solve For Bottom Width
Input Data
Roughness Coefficient 0.012
Channel Slope 0.02000 ft/ft
Normal Depth 3.00 in
Discharge 1.89 ft³/s
Results
Bottom Width 1.34 ft
Flow Area 0.34 ft²
Wetted Perimeter 1.84 ft
Hydraulic Radius 2.19 in
Top Width 1.34 ft
Critical Depth 0.39 ft
Critical Slope 0.00530 ft/ft
Velocity 5.63 ft/s
Velocity Head 0.49 ft
Specific Energy 0.74 ft
Froude Number 1.98
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.00 in
Critical Depth 0.39 ft
Channel Slope 0.02000 ft/ft
Critical Slope 0.00530 ft/ft
Worksheet for Curb-o-Let_TCD-327
4/28/2020 6:42:09 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Bottom Width
Input Data
Roughness Coefficient 0.012
Channel Slope 0.02000 ft/ft
Normal Depth 3.00 in
Bottom Width 1.34 ft
Discharge 1.89 ft³/s
Cross Section Image
Cross Section for Curb-o-Let_TCD-327
4/28/2020 3:25:09 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Appendix E. Pico Ave Hydraulics Calculations
La
b
e
l
So
l
v
e
F
o
r
Ch
a
n
n
e
l
S
l
o
p
e
(f
t
/
f
t
)
Di
s
c
h
a
r
g
e
(f
t
³
/
s
)
Gu
t
t
e
r
W
i
d
t
h
(f
t
)
Gu
t
t
e
r
C
r
o
s
s
S
l
o
p
e
(f
t
/
f
t
)
Ro
a
d
C
r
o
s
s
S
l
o
p
e
(f
t
/
f
t
)
Sp
r
e
a
d
(f
t
)
Ma
n
n
i
n
g
C
o
e
f
f
i
c
i
e
n
t
Flow Area (ft²)Depth (in)Gutter Depression (ft)Velocity (ft/s)
Pic
o
G
u
t
t
e
r
-
1
S
p
r
e
a
d
0
.
0
1
2
9
0
0
.
8
8
2
.
0
0
0
.
0
8
3
3
0
.
0
2
0
4
.
3
8
0.015
0
.
3
2
2
.
5
7
0
.
1
3
2
.
7
6
Pic
o
G
u
t
t
e
r
-
2
S
p
r
e
a
d
0
.
0
4
7
6
0
1
.
2
4
2
.
0
0
0
.
0
8
3
3
0
.
0
2
0
3
.
3
5
0.015
0
.
2
4
2
.
3
2
0
.
1
3
5
.
1
9
Pic
o
G
u
t
t
e
r
-
3
S
p
r
e
a
d
0
.
0
3
1
1
0
1
.
2
6
2
.
0
0
0
.
0
8
3
3
0
.
0
2
0
4
.
1
1
0.015
0
.
3
0
2
.
5
1
0
.
1
3
4
.
2
6
Gu
t
t
e
r
(
r
e
s
i
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e
n
c
e
a
t
e
a
s
t
h
i
l
l
s
.
f
m
8
)
R
e
p
o
r
t
4/
2
8
/
2
0
2
0
6
:
4
4
:
1
4
P
M
Be
n
t
l
e
y
S
y
s
t
e
m
s
,
I
n
c
.
H
a
e
s
t
a
d
M
e
t
h
o
d
s
S
o
l
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t
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o
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r
Bentley FlowMaster V8i (SELECTseries
1
)
[
0
8
.
1
1
.
0
1
.
0
3]
27
S
i
e
m
o
n
s
C
o
m
p
a
n
y
D
r
i
v
e
S
u
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t
e
2
0
0
W
W
a
t
e
r
t
o
w
n
,
C
T
0
6
7
9
5
U
S
A
+
1
-
2
0
3
-
7
5
5
-
1
6
6
6
1 of 1 Page