SW6220501_Design Calculations (Storm Drain)_20220621

" ' 1 " '
• gill
CT NAME
view Park
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION
ION
7HoeMills, North Carolina
RECORD
OTHER
(SPECIFY)
n= 0.013
g= 226
h= 26
STORM DRAINAGE SCHEDULE CONTINUED
AREAS
INLETS
INLET
AREA
AC
INLET
Cc
RUNOFF
COEFF.
INLET
DISCHARGE
CFS)
Q (+)
UPSTREAM
BYPASS
(CFS)
Q(-)
INLET
BYPASS
(CFS)
CAPTURED
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC
Tc
TIME
OF CONC.
MIN
I
INTENSITY
IN/HR
Cc
RUNOFF
COEFF.
FROM TO
0.35 3.07 0.00 0.00 3.07
0.70 0.95 0.00 0.11 0.84
0.50 0.35 0.11 0.01 0.34
0.90 0.14 0.00 0.00 0.14
0.90 0.11 0.00 0.00 0.11
0.90 0.11 0.00 0.00 0.11
0.55 0.43 0.03 0.02 0.41
DI
CI6
DI
2.19
2.19
5.00
7.29
0.35
CI6
CI7
CI6
0.34
2.53
5.37
7.20
0.40
CI7
CI8
CI7
0.12
2.65
5.51
7.17
0.40
CI8
CI
CI8
0.04
2.69
5.57
7.16
0.41
CI
CI10
CI
0.03
2.72
5.67
7.14
0.41
CI 10
CI11
CI 10
0.03
2.75
5.96
7.07
0.42
CI 11
P012
CI 11
0.18
2.93
6.06
7.05
0.43
0.75
0.40
0.06
0.02
IEEE
ClEll]
14
C113
Cl 14
0.47
0.40
0.00
0.69
0.47
5.00
7.29
0.40
Cl 13
CI7
Cl 13
0.20
0.50
0.00
0.38
0.67
5.11
7.27
0.43
0.52
0.03
IEEE
ClEEI
15
CI
Cl 15
0.21
0.55
0.06
0.49
0.21
5.00
7.29
0.55
0.84
0.00
DI 16
P017
DI 16
0.35
0.60
0.00
0.84
0.35
5.00
7.29
0.60
0.47
0.33
0.03 0.44
0.00 0.33
CI3
CI
CI3
0.13
0.90
0.00
0.13
5.00
7.29
0.90
CI 1
PO 2
CI 1
0.07
0.90
0.08
0.20
5.12
7.26
0.90
0.61
EEI
0.05
IEEE
CI4
CI
CI4
0.17
0.90
0.00
0.56
0.17
5.00
7.29
0.90
3.96
0.00
0.00
R118
P019
R118
1.00
0.99
3.96
1.00
5.00
7.29
0.99
1722 Storm System.xim 10-YEAR Date: 6/21/2022 Time: 7:48 AM Page 1 of 4

• " ■ " ' ■ " '
PROJECT NAME
Southview Park
DATE
02-11-22
PROJECT NO
1722
DESIGN PHASE
PRELIM
CONSTR / X /
REVISION / /
LOCATION
Ho a Mills North Carolina
BY
CJP
RECORD / /
OTHER
CHECKED BY
CSB
(SPECIFY)
n= 0.013
9= 226
h= 26
STORM DRAINAGE SCHEDULE - CONTINUED
Q
DISCHARGE
CFS
Q
SIDE-
STREAM
CFS
SLOPE
DIA.V
INFPS
*12.9
FULL
LENGTH
FT
SEGMENT
TIME
MIN
UPPER
INV.
FT
LOWER
INV.
FT
UPSTREAM
TOP
ELEV.
FT
FROM TO
128 0.37
206.50 210.38
205.32 212.26
204.93 211.43
204.30 211.43
203.60 210.53
203.50 209.89
200.00 209.89
DI
CI
5.59
0.00
0.0118
155.7
208.00
206.25
CI
CI
7.24
0.00
2.09
0.84
0.00
0.0151
187.3
62 0.14
CI
CI
9.73
0.0150
18
7.3 26 0.06
205.32
204.93
CI
CI
10.81
0.0147
18
12.7
7.2 43 0.10
CI
CI 10
10.98
0.0047
24
15.5
4.9 85 0.29
204.00
203.60
CI 10
CI11
11.10
0.00
0.0038
24
14.0
4.5 26 0.10
CI 11
P012
11.77
0.00
0.0692
24
59.5
18.9 51 0.04
203.50
26
43
211.17
211.17
CI 14
CI 13
1.37
2.09
0.00
0.0062
15
5.1
4.1
0.11
207.67
207.51
CI 13
CI
0.00
0.0152
15
8.0
6.5
0.11
207.51
206.86
0.84
26
211.34
CI 15
CI
0.00
0.0062
15
5.1
4.1
0.11
207.84
207.68
96
209.45
DI 16
P017
1.53
0.00
0.0522
15
14.8
12.0
0.13
205.00
200.00
30
13
208.54
208.20
CI
CI
0.85
0.00
1.12
0.0066
15
5.3
4.3
0.12
204.80
204.60
CI 1
PO 2
2.42
0.0461
15
13.9
11.3
0.02
204.60
204.00
1.12
30
El
208.54
CI
CI
0.00
0.0066
15
5.3
4.3
0.12
204.80
204.60
111
205.00
RI 18
P019
13.55
0.00
0.0090
24
21.5
6.8
0.27
202.50
201.50
1722 Storm System.xim 10-YEAR Date: 6/21/2022 Time: 7:48 AM Page 2 of 4

n= 0.013
9= 226
h= 26
Cl COVER
BOX COVER BELOW SIDESTREAM BEND
DEPTH SUBGRADE SUMMATION LOSS
8" CFS K
FROM TO
DI
CI6
2.38
0.00
0.00
0.00
CI6
CI7
6.01
3.38
0.00
0.70
CI7
CI8
6.11
3.49
2.09
0.70
CI8
CI
6.50
3.88
2.93
0.55
CI
CI 10
6.53
3.41
2.93
0.55
CI 10
CI 11
6.29
3.16
2.93
0.70
CI 11
PO 12
6.39
3.26
2.93
0.55
Cl 14
Cl 13
3.50
1.13
0.00
0.00
Cl 13
CI7
3.66
1.29
0.00
0.55
Cl 15
CI
3.50
1.13
0.00
0.00
DI 16
PO 17
4.45
2.07
0.00
0.00
CI3
CI
3.74
1.36
0.00
0.00
CI 1
PO 2
3.60
1.22
1.12
0.55
CI4
CI
3.74
1.36
0.00
0.00
RI 18
PO 19
2.50
0.63
0.00
0.00
1722 Storm System.xim 10-YEAR Date: 6/21/2022 Time: 7:48 AM Page 3 of 4

STORM DRAINAGE /HYDRAULIC GRADE LINE
DATE
ANALYSIS r
02-11-22
PROJECT NAME
PROJECT NO
Southview Park
1722
LOCATION
BY
Hope Mills North Carolina
CJP
CHECKED BY
n= 0.013
9= 226
h= 26
HYDRAULIC GRADE LINE - CONTINUED
OUTLET
W.S. ELEV
FT
INLET W.S. ELEV.
FLOW
CONDITION
CONTROL
FREE-
BOARD
FT
HGL
TO CROWN
COMMENTS
CAPACITY VS
DISCHARGE
FROM TO
OUTLET INLET USE
CONTOL CONTROL
FT FT FT
DI
CI6
208.75
209.89
209.52
209.89
OUTLET
0.48
(0.64)
OK
1.42
CI6
CI7
208.12
208.75
207.72 208.75 OUTLET
207.38 208.12 OUTLET
207.29 207.29 INLET
3.51
(1.00)
OK
5.66
CI7
CI8
207.29
208.12
3.31
(1.30)
OK
3.14
CI8
CI9
205.83
206.95
4.14
(0.86)
OK
1.94
CI9
Cl 10
205.42
205.83
205.53
Cl 10
Cl 11
205.11
205.42
205.14
Cl 11
PO 12
202.50
202.88
205.11
WSE
Cl 14
Cl 13
208.51
208.12
208.53
208.35
Cl 13
CI7
208.22
208.26
208.68
ClEll
15
CI9
208.69
208.49
205.83
F OUTLET
4.70
0.17
OK
4.52
205.42
OUTLET
4.47
0.18
OK
2.93
205.11
INLET
4.78
0.39
OK
47.72
202.50
208.53
OUTLET
2.64
0.39
OK
3.70
208.26
INLET
2.91
0.50
OK
5.87
DI 16
P017
202.50
202.57
205.69
205.69
INLET
3.76
WSE
202.50
205.61
205.39
Cl3
Cl1
205.60
205.61
205.45
OUTLET
2.93
Cl1
P02
205.00
205.09
205.39
INLET
2.81
205.61
Cl4
Cl1
205.63
205.46
205.63
OUTLET
2.91
RI 18
PO 19
203.10
203.67
204.30
204.30
INLET
0.70
0.56
OK
13.23
0.44
OK
4.41
0.46
OK
11.44
0.42
OK
4.15
0.20
OK
7.92
J PHASE
9
R /X/
ON
tD
FY) -
DESIGN CRITERIA:
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN. (Unless otherwise noted)
3. INTENSITY = g/(h+T), FOR 10 YR STORM
(g and h were derived from Raleigh -Durham Intensity -
Duration -Frequency Charts, REF: NC Erosion and
Sediment Control Planning and Design Manual)
4. MANNINGS "n" FACTOR= 0.013
5. RUNOFF COEFICIENT Cc=0.50 (Per CR-7107)
1722 Storm System.xim 10-YEAR Date: 6/21/2022 Time: 7:48 AM Page 4 of 4