Storm Pipe Sizing CalculationsSt
o
r
m
-
D
r
a
i
n
a
g
e
D
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s
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S
u
m
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-
R
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a
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M
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h
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d
Pr
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j
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c
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N
a
m
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:
Ch
r
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s
t
i
a
n
B
r
o
t
h
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r
s
A
u
t
o
-
C
a
r
m
e
l
,
I
N
De
s
i
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n
e
d
B
y
:
JR
S
Ch
e
c
k
e
d
B
y
:
JP
M
Pr
o
j
e
c
t
#
:
70
0
5
0
0
1
2
Da
t
e
:
4/
1
1
/
2
0
1
9
Da
t
e
:
Pr
o
j
e
c
t
L
o
c
a
t
i
o
n
:
Ca
r
m
e
l
,
I
n
d
i
a
n
a
Mo
d
i
f
i
e
d
:
7/
1
5
/
2
0
1
9
De
s
i
g
n
A
s
s
u
m
p
t
i
o
n
s
:
Ma
n
n
i
n
g
'
s
E
q
u
a
t
i
o
n
w
h
e
r
e
n
=
0.0
1
3
C
o
n
c
r
e
t
e
P
i
p
e
De
s
i
g
n
S
t
o
r
m
=
10
-
Y
e
a
r
AL
L
N
O
N
-
S
H
A
D
E
D
C
E
L
L
S
A
R
E
I
N
P
U
T
C
E
L
L
S
.
Min
T
c
=
5.
0
0
min
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 22 23 24 25 26 27 28 29 30
Pr
o
p
o
s
e
d
P
i
p
e
N
e
t
w
o
r
k
Dr
a
i
n
a
g
e
A
r
e
a
s
&
C
De
s
i
g
n
F
l
o
w
Fu
l
l
F
l
o
w
C
o
n
d
i
t
i
o
n
s
Hydraulic Grade Line Elevation Actual Flow Conditions
Up
p
e
r
St
r
u
c
t
u
r
e
I
D
Lo
w
e
r
St
r
u
c
t
u
r
e
I
D
Pip
e
D
i
a
m
e
t
e
r
Pip
e
Le
n
g
t
h
De
s
i
g
n
S
l
o
p
e
of
P
i
p
e
(
S
)
Up
p
e
r
I
n
v
e
r
t
El
e
v
a
t
i
o
n
Lo
w
e
r
I
n
v
e
r
t
El
e
v
a
t
i
o
n
Up
p
e
r
R
i
m
El
e
v
a
t
i
o
n
Lo
w
e
r
R
i
m
Ele
v
a
t
i
o
n
In
l
e
t
D
r
a
i
n
a
g
e
Ar
e
a
(
a
c
r
e
s
)
We
i
g
h
t
e
d
Ru
n
o
f
f
Co
e
f
f
i
c
i
e
n
t
"
C
"
Ti
m
e
o
f
Co
n
c
e
n
t
r
a
t
i
o
n
(m
i
n
)
In
l
e
t
C
x
A
Su
m
o
f
C x
A
Ra
i
n
f
a
l
l
In
t
e
n
s
i
t
y
(
i
n
/
h
r
)
To
t
a
l
Ru
n
o
f
f
De
s
i
g
n
Flo
w
(c
f
s
)
Flo
w
i
n
g
Fu
l
l
P
i
p
e
Ca
p
a
c
i
t
y
Q=
C
1
x
S
1/2
(c
f
s
)
Ma
n
n
i
n
g
'
s
"C
1
"
F
a
c
t
o
r
(1
.
4
9
/
n
)
x
Ax
R
2/3
Ve
l
o
c
i
t
y
(
f
t
/
s
)
Tim
e
o
f
F
l
o
w
(m
i
n
)
Slope of Energy Grade Line (ft/ft)Frictional Losses (ft)Minor Losses 1/2(V2 /2g) (ft)Total Hydraulic Head Loss (ft) HGL Upper* HGL LowerDepth of Hydraulic Grade Line below Upper Rim ElevationVelocityDepth of Flow (feet)Percent Full (D/do)
YD
-
3
C
YD
-
3
B
12
1
0
0
0
.
3
8
%
89
5
.
7
0
8
9
5
.
3
2
89
9
.
2
0
89
9
.
0
0
0
.
2
0
0
.
3
2
5
.
0
0
0
.
0
6
0
.
0
6
6
.
1
2
0
.
3
9
2
.
2
0
3
5
.
6
3
2
.
8
0
0
.
6
0
0
.
0
0
0
0
.
0
1
2
0
.
0
3
0
0
.
0
4
2
8
9
5
.
9
6
8
9
5
.
9
2
3
.
2
4
1
.
9
6
0
.
2
5
2
5
.
0
0
%
YD
-
3
B
YD
-
3
A
12
1
0
0
0
.
3
0
%
89
5
.
2
2
8
9
4
.
9
2
89
9
.
0
0
89
8
.
9
0
0
.
2
3
0
.
3
7
5
.
6
0
0
.
0
9
0
.
1
5
6
.
1
2
0
.
9
1
1
.
9
5
3
5
.
6
3
2
.
4
8
0
.
6
7
0
.
0
0
1
0
.
0
6
5
0
.
0
4
3
0
.
1
0
9
8
9
5
.
9
2
8
9
5
.
8
1
3
.
0
8
2
.
3
6
0
.
4
5
4
5
.
0
0
%
YD
-
3
A
CB
-
3
12
8
9
0
.
3
0
%
89
4
.
8
2
8
9
4
.
5
6
89
8
.
9
0
89
9
.
7
5
0
.
3
4
0
.
2
7
6
.
2
7
0
.
0
9
0
.
2
4
6
.
1
2
1
.
4
7
1
.
9
5
3
5
.
6
3
2
.
4
8
0
.
6
0
0
.
0
0
2
0
.
1
5
2
0
.
0
5
5
0
.
2
0
7
8
9
5
.
8
1
8
9
5
.
6
0
3
.
0
9
2
.
6
7
0
.
6
0
6
0
.
0
0
%
YD
-
5
A
CB
-
5
12
1
9
3
.
7
0
.
4
0
%
89
6
.
3
4
8
9
5
.
5
6
89
9
.
9
0
90
0
.
0
0
0
.
2
9
0
.
2
8
5
.
0
0
0
.
0
8
0
.
0
8
6
.
1
2
0
.
5
0
2
.
2
5
3
5
.
6
3
2
.
8
7
1
.
1
3
0
.
0
0
0
0
.
0
3
9
0
.
0
3
8
0
.
0
7
7
8
9
6
.
3
8
8
9
6
.
3
0
3
.
5
2
2
.
2
2
0
.
3
0
3
0
.
0
0
%
CB
-
5
CB
-
4
12
1
0
2
.
5
0
.
5
0
%
89
5
.
4
6
8
9
4
.
9
5
90
0
.
0
0
89
8
.
8
5
0
.
2
8
0
.
9
0
6
.
1
3
0
.
2
5
0
.
3
4
6
.
1
2
2
.
0
5
2
.
5
2
3
5
.
6
3
3
.
2
1
0
.
5
3
0
.
0
0
3
0
.
3
3
9
0
.
0
9
7
0
.
4
3
6
8
9
6
.
3
0
8
9
5
.
8
7
3
.
7
0
3
.
5
3
0
.
6
5
6
5
.
0
0
%
CB
-
4
CB
-
3
15
8
4
0
.
3
5
%
89
4
.
8
5
8
9
4
.
5
6
89
8
.
8
5
89
9
.
7
5
0
.
1
7
0
.
8
5
6
.
6
6
0
.
1
5
0
.
4
8
6
.
1
2
2
.
9
5
3
.
8
2
6
4
.
6
0
3
.
1
1
0
.
4
5
0
.
0
0
2
0
.
1
7
5
0
.
0
9
1
0
.
2
6
6
8
9
5
.
8
7
8
9
5
.
6
0
2
.
9
8
3
.
4
3
0
.
8
1
6
5
.
0
0
%
CB
-
3
CB
-
2
18
2
1
0
.
2
5
%
89
4
.
4
6
8
9
4
.
4
0
89
9
.
7
5
90
0
.
0
5
0
.
0
5
0
.
9
5
7
.
1
1
0
.
0
5
0
.
7
7
6
.
1
2
4
.
7
3
5
.
2
5
1
0
5
.
0
5
2
.
9
7
0
.
1
2
0
.
0
0
2
0
.
0
4
3
0
.
0
8
7
0
.
1
2
9
8
9
5
.
6
0
8
9
5
.
4
7
4
.
1
5
3
.
3
4
1
.
0
5
7
0
.
0
0
%
CB
-
2
CB
-
1
18
5
5
0
.
2
5
%
89
4
.
3
0
8
9
4
.
1
7
90
0
.
0
5
89
9
.
4
3
0
.
0
1
0
.
3
6
7
.
2
2
0
.
0
0
0
.
7
8
6
.
1
2
4
.
7
6
5
.
2
5
1
0
5
.
0
5
2
.
9
7
0
.
3
1
0
.
0
0
2
0
.
1
1
3
0
.
0
8
7
0
.
2
0
0
8
9
5
.
4
7
8
9
5
.
2
7
4
.
5
8
3
.
3
4
1
.
0
5
7
0
.
0
0
%
CB
-
1
C
B
2
.
2
1
8
4
6
0
.
2
5
%
89
4
.
0
7
89
3
.
9
5
8
9
9
.
4
3
n/
a
0
.
0
8
0
.
7
0
7
.
5
3
0
.
0
5
0
.
8
3
6
.
1
2
5
.
0
9
5
.
2
5
1
0
5
.
0
5
2
.
9
7
0
.
2
6
0
.
0
0
2
0
.
1
0
8
0
.
0
8
9
0
.
1
9
7
8
9
5
.
2
7
8
9
5
.
0
8
4
.
1
6
3
.
3
9
1
.
1
3
7
5
.
0
0
%
To
t
a
l
D
r
a
i
n
a
g
e
A
r
e
a
=
T
o
t
a
l
C
x
A
=
0
.
8
3
Ma
n
n
i
n
g
'
s
"
C
1
"
F
a
c
t
o
r
=
(
1
.
4
9
/
n
)
x
(
A
)
x
(
R
2/3
)
* Starting HGL calculation is set based on actual depth of flow.
1.6
5
W
e
i
g
h
t
e
d
S
i
t
e
"
C
"
=
0
.
5
0
Q
=
"
C
1
"
x
S
1/2
* HGL is max value of downstream HGL or actual flow elevation.* Check outlet storm sewer crown or Basin HWL for starting HGL
P:
\
7
0
0
5
0
0
1
2
\
W
I
P
D
R
A
W
I
N
G
S
\
C
i
v
i
l
\
C
a
l
c
s
\
C
B
A
C
a
r
m
e
l
-
M
a
s
t
e
r
S
t
o
r
m
.
x
l
s
m
/
S
t
o
r
m
S
e
w
e
r
1
0
-
Y
R
8/
2
/
2
0
1
9