SW3170603 - Larkin Subidivision Phase 6B (5)

Larkin Colf Club Ph. 6B
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm Drain Calculations

Larkin Colf Club Ph. 66
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System 100 Analysis
Storm 100

Page 1
SummarO F
Line DnStm Inlet Line Runoff i Drng Flow Capac Invert Invert Line Line Line n-val J-Loss Gnd/Rim HGL HGL HGL Vel
No. Ln No ID Length Coeff Sys Area Rate Full Dn Up Slope Size Type Pipe Coeff EI Up Dn Up Jnct Ave
Project File: Storm 100.stm
NOTES: Intensity = 71.61 / (Inlet time + 12.70) A 0 81 - Return period = 10 Yrs "' Critical depth
Number of lines: 9 Date: 6/11/2017
Storm Sewers
(ft)
(C)
(in/hr)
(ac)
(cfs)
(cfs)
(ft)
(ft)
(%)
(in)
(ft) (ft}
(ft)
A
(ft1s)
0,28
1233
1898
765.00
770.26
8.63
15 Cir
0.013
1.00 z
783.50 765.73
770.99
770.99
16.46
1
Outfall
DI#101
60.917
040
6.93
2
1
DCB#102
126.411
0.76
693
0A3
11.55
11.95
780.05
784.38
3.43
15 Cir
0.013
1.44 z
790.18 781 04
785.37
785.37
11.09
3
2
CB#103
116.709
0.76
6.93
0.22
6.39
15.15
78458
791.00
550 1
15 Cir
0.013
1.48 z
79465 785.37
791.57
791.57
9.82
4
3
CB#104
90.133
0.72
6.93
0.26
3.35
1524
791.20
796.22
5.57
15 Cir
0.013
0 50 z
79987 791.60
796.62
79662
9.96
5
4
CB#105
126.395
0.72
6.93
0.23
2.06
16.49
796.42
80466
6.52
15 Cir
0.013
1.50 z
808.31 796.72
804.96
804.96
9.16
6
5
CB#106
29 456
072
6.93
018
0.91
9.52
804.86
805.50
2.17
15 Cir
0.013
1.00 z
808.95 805,12
805.76
805.75
4.89
7
3
CB#108
29.122
0.66
6.93
0.41
1 88
000
791.60
79160
0.00
15 Cir
0.013
1.00
79505 792.85
792.87
792.91
1.53
8
2
C13#107
54.351
0.72
6.93
0.28
140
0.00
787.73
787.56
-0.31
15 Cir
0 013
1.00
791.01 788.98
789.01
789.03
1.14
g
2
CB#109
39.006
0.72
693
0.30
1 50
6.54
786.73
787.13
1.03
15 Cir
0.013
1.00 z
790.58 787.14
787.54
78754
4.32
Project File: Storm 100.stm
NOTES: Intensity = 71.61 / (Inlet time + 12.70) A 0 81 - Return period = 10 Yrs "' Critical depth
Number of lines: 9 Date: 6/11/2017
Storm Sewers

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Eft
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(tuft)
(ft)
(ftlft)
(ftift)
(ft)
(ft)
(ft)
(ft)
(in)
1
DI#101
0.51
0.00
051
000
Comb
60
3.00
5.06
3.00
200
Sag
2.00
0.042
0.021
0.000
0.13
4.00
0.21
4.00
1.0
Off
2
DCB#102
148
0.26
1.74
0.00
Comb
60
6.00
6.00
6.00
2.00
Sag
200
0 042
0 021
0.000
0.19
7.14
0.28
7.14
1.0
Off
3
CB#103
075
0.04
076
004
Comb
6.0
300
000
3.00
200
0.053
2.00
0 042
0.021
0 013
0.12
3.62
0.12
0.95
1 0
4
CB#104
0.84
002
082
004
Comb
6.0
3.00
0.00
300
2.00
0070
2.00
0 042
0.021
0.013
0.12
3.48
0.12
0.95
1.0
5
CB#105
0.75
0.00
073
0.02
Comb
6.0
3.00
0.00
300
2.00
.069
2.00
0.042
0.021
0.013
0.11
3.24
0.11
0.71
10
6
CB#106
0.59'
0.00
059
0.00
Comb
6.0
3.00
0.00
3.00
2.00
3.0713
2.00
0.042
0.021
0 013
0.10
2.71
0.10
0.48
10
7
CB#108
1.22
0.00
1 08
0.14
Comb
6.0
3.00
0.00
300
2.00
3,054
2.00
0.042
0.021
0.013
0.14
4.48
0.15
1.67
1.0
8
C1391 07
0.91
0.14
0.92
0.13
Comb
60
3.00
0.00
300
2.00
3.035
2.00
0.042
0.021
0.013
0.14
462
0.15
1.67
1.0
9
CB#109
0.97
0.04
0.87
0.14
Comb
60
3.00
0.00
300
2.00
0.029
2.00
0.042
0.021
0.013
0.14
4.71
0.15
1.67
1.0
Project Flle: Storm 100.stm
Number of lines: 9
Run Date. 5/11/2017
NOTES: Inlet N -Values = 0.016; Intensity = 59.15 I (Inlet time + 12.90) 10.89; Return period =1 Yrs.; * Indicates Known 0 added. All curb inlets are Horiz throat.
storm sewers vi u.au

Hydrology Report
Hydrafiow Express Extension for Autodesk® AutoCAD'] Civil 3D@ by Autodesk, Inc
D1# 101
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.280
Rainfall Inten (in/hr)
= 7.678
IDF Curve
= Statesville 2 NNE.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
050
0.40
0.30
0.20
0.10
0 00
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.860
Time interval (min) = 1
Runoff coeff. (C) = 0.4
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 258 (cult); 0.006 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 5 10
Time (min)
— Runoff Hyd - Qp = 0 86 (cfs)

Inlet Report
Hydraflow Express Extension for Autodesk©AutoCAE)@ Civil 3138 by Autodesk, Inc
Thursday, Apr 13 2017
DI# 101
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.86
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.86
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.86
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.12
Slope, Sw (ft/ft)
= 0.050
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.050
Gutter Spread (ft)
= 5.74
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-

Project Name: Larkin Golf Course Ph 6B Date: 3/30/2017
Location: Iredell County, North Carolina _ By: ',M.R.J.
Description: FEW 00 - Riprap,Discharge,Apron
to
-�
Runoff Discharge Information
Outlel f...
_ D,,- L-
Q1Uer0,
f)IPt:
(CU)
IW
3
Pipe Ula.
in.
—
Apron Sizing'
izin
Q�9
50
�'1�4�
Length
= ft.
Width
= 15.25 ft.
3Uo3Pipe
= 3.75 ft.
20,10
i
Riprap Stone Sizin
(00)
o
{ �i'I'�""
i�l;
d50 Size (Avg)
= i i0:6j ft.
�•'���I1;
"��
f I�
�l f
ITT'.
��1, i
,��,t;i
}
(; l i'
J;::If
d50 Size (Max.)*
0.9 ft.
Min. Depth**
= 1.35 ft.
Vas
* equal to 1.5*00
average stone sire
3 s to 20
** min. depth no less than 15"
NOTES:
50 100 zrto 500 1000
Dibonarge ttt3iset )
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5"A50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width ofriprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Larkin Colf Club Ph. 6B
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System 200 Analysis
Storm 200

Storm Sewersvl0 50

SUnimarv4
Page 1
Line
Dn$trn
Inlet
Line I
Runoff
I
Drng
Flow
Capac
Invert
Invert
Line
Line
Line
n-val
J -Loss
GndlRim
HGL
HGL
HGL
Vel
No.
Ln No
ID
Length
Coeff
Sys
Area
Rate
Full
Drn
Up
Slope
Size
Type
Pipe
Coeff
El Up
Din
Up
Jnct
Ave
(ft)
(C)
(in/hr)
(ac)
(cfs)
(cfs)
(ft)
(ft)
(%)
(in)
(ft)
(ft)
(ft)
(ft)
(ftls)
1
Outfall
D1#201
56 874
0.37
6.93
1.65
13.18
2757
784.75
788.67
6.89
18
Cir
0.013
1.37 z
799.50
78548
789.40
789.40
15.42
2
1
DI#202
161.788
0.43
693
0.41
8.95
8.13
788.87
789.84
0.60
18
Cir
0.013
121
80250
790.37
791 55
792.03
5.07
3
2
DI#203
116.348
0.43
693
0.28
7.73
5.18
790.09
790.84
0.64
15
Cir
0 013
147
811.50
79203
793.70
794.60
6.30
4
3
CB#204
114.054
050
693
0.28
6.69
4.99
791.04
791.72
0.60
15
Cir
0.013
1.47
804.76
79460
795.90
796.62
5.62
5
4
CB#205
108.388
0.76
6.93
0.28
4.11
13.58
791.92
796.71
4.42
15
Cir
0 013
1.49 z
800.73
796.62
797.53 j
797.53
4.08
6
5
DCB#205
28.024
0.69
693
0.55
263
5.03
796.91
797.08
0.61
15
Cir
0.013
1 00 z
800.53
797.55
797.72
79772
4.14
7
4
CB#207
26.579
0.50
6.93
011
1.82
5.01
791.92
792.08
0.60
15
Cir
0.013
0.73
805.21
796.62
796.65
796.67
1.48
8
7
DI#208
180.114
046
6.93
045
1.44
6.40
792.28
79405
0.98
15
Cir
0 013
1.00
797.50
_T
796.67
796.76
796.78
1.17
Number of lines: 8
Date: 5/11/2017
Project File: Storm 200 stm
NOTES: intensity= 71.61 /(Inlet time + 12 70) A 0.81 -Return period= 10 Yrs. , " Critical depth

Inlet. Rep®rt
Line Inlet ID Q = Q Q Q
No CIA carry capt Byp
(cfs) (cfs) (cfs) (cfs)
Curb Inlet Grate Inlet Gutter Inlet
n) 7(ft)(sgft) (ft) (ft) (ft/ft) (ft) SW) 1SX
(ftJft) n (Dft)pthFSpread (Dft)pth (Sft)r1
Page 1
--]BYp
Line
Depr INo
(In)
1 DI#201 2.76 0.00 2.76 0.00 DrGrt 0.0 0.00 600 3,00 2.00 ag 200 0.021 0.021 0.000 020 21 37 0.20 21.37 0.0
2 DI#202 0.80 0.00 0.80 000 DrGrt 0.0 000 6.00 3.00 2.00 ag 2.00 0,021 0.021 0.000 0.09 10.46 009 10.46 0.0
3 DI#203 0.54 0,00 0.54 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 ag 2.00 0.021 0.021 0.000 0.07 8.56 0.07 8.56 00
4 CB#204 0,63 0.00 0.61 002 Comb 6,0 3,00 0.00 3.00 2.00 041 200 0.042 0 021 0 013 0.11 3.43 0.11 0.71 1.0
5 CB#205 0.96 0.02 0.84 0.14 Comb 6,0 3.00 0.00 3.00 2.00 3.025 200 0.042 0,021 0.013 0.14 4.81 0.16 1.90 1.0
6 DCB#206 1.71 0.14 1.85 0,00 Comb 6,0 6.00 12.00 6.00 2.00 Sag 200 0,042 0.021 0.000 0.20 7.48 0,28 7.48 1.0
7 CB#207 0.25 0,00 0,25 0.00 Comb 6,0 3.00 0.00 3.00 2.00.047 2.00 0.042 0,021 0,013 0.08 1.88 0.09 0.24 1.0
8 131#208 0.93 000 0.93 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 ag 2.00 0.021 0.021 0.000 0.10 11.42 1 0.10 11.42 00
Number of lines, 8
Project File Storm 200 stm
NOTES: Inlet N -Values = 0.016; Intensity = 59.151(Inlet time + 12,90)h 0.89; Return period = 1 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Run Date: 5/11/2017
Storm Sewers v10 60

Hydrology Report
HydraFlow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc,
D1# 201
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 1.650
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.ac
0
Runoff Hyd - QP = 4.69 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 4.688
Time interval (min) = 1
Runoff coeff. (C) = 0.37
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume =1,406 (cuft); 0.032 (acft)
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
Time (min)

Inlet Report
it
Hydraflow Express Extension
for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc
DI#201
= 4.69
Drop Grate Inlet
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
= -0-
Slope, Sw (ft/ft)
= 0.020
Slope, Sx (ft/ft)
= 0.020
Local Depr (in)
= -0-
Gutter Width (ft)
= 2.00
Gutter Slope (%)
= -0-
Gutter n -value
= -0-
`... "� immsmns �nC�
Thursday, Apr 13 2017
Calculations
Compute by:
Known Q
Q (cfs)
= 4.69
Highlighted.
Q Total (cfs)
= 4.69
Q Capt (cfs)
= 4.69
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 3.48
Efficiency (%)
= 100
Gutter Spread (ft)
= 31.00
Gutter Vel (ft/s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-

Hydrology Report
HydraHow Express Extension for AutodeskOAutoCAD® Civil 31D® by Autodesk, Inc
DI#202
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.410
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
2.00
100
0.00 if
0
Runoff Hyd - Qp = 1.35 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 1.354
Time interval (min) = 1
Runoff coeff. (C) = 0.43
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 406 (cult); 0.009 (acft)
Q (cfs)
2.00
1.00
M- 0.00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk0 AutoCAD) Civil 3D@ by Autodesk, Inc
Thursday, Apr 13 2017
Dl# 202
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.35
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.35
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.35
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.52
Slope, Sw (ft/ft)
= 0.063
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.063
Gutter Spread (ft)
= 6.01
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
241 I Z OD 1 20,

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCADV Civil 3LO by AUtOOOSK, inc
DI# 203
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.280
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
030
0.20
0.10
0 00
rhursday, Apr 13 2017
Peak discharge (cfs) = 0.924
Time interval (min) = 1
Runoff coeff. (C) = 0.43
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 277 (cuft); 0 006 (adt)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
020
0.10
0.00
0 5 10
Time (min)
7
Runoff Hyd - Qp = 0 92 (cfs)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Thursday, Apr 13 2017
1
DI# 203
f
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.92
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.92
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.92
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.17
Slope, Sw (ft/ft)
= 0.500
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.500 _
Gutter Spread (ft)
= 2.39_
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
„M�„Q.sinF�
029 f ?CA ' 020

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCADI? Civil 3D® by Autodesk, Inc
Dl #208
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.450
Rainfall lnten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Thursday, Apr 27 2017
I
Peak discharge (cfs) = 1.589
Time interval (min) = 1
Runoff coeff. (C) = 0.46
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
Q (cfs) 25 -yr frequency
2.00
1.00
WITH
0
Runoff Hyd - Qp = 1.59 (cfs)
Hydrograph Volume = 477 (cult); 0 011 (acft)
1
Q (cfs)
2.00
1.00
' x 0.00
5 10
Time (min)
i

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Apr 27 2017
11111F AIN
-1
Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.59
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.59
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.59
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.69
Slope, Sw (ft/ft)
= 0.020
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 16.10
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
I .LmtlI5�Ort5 �If JGY

i
Project Name: Larkin Golf Course Ph 6B Date: 3/30/2017
Location: Iredell County, North Carolina By: M.R.J.
Description: FES#200 - Riprap Discharge -Apron
3),
�s
Runoff Discharge Information 1_
�ctict _f� w - nv • L.,
_ p1pr.
Q10 = 43:19!efs
i --- ,airr-0 51)o
Pipe Dia. _ d8; in.
Apron Sizing�eso
11
Length = 112; ft. pp
Width = 13.5 ft.
{{
3Do (a; Pipe ft
= 4.5 . ro ;,:'I ;IT:' " f :
f ,;i l,�lI101
!�,=-�
Riprap Stone Sizing (00)
d50 Size (Avg)
d50 Size (Max.)* 0.75 ft.
Min. Depth" = 1.125 ft.
equal to 1.51100 average stone size ' '0 2"
h* min. depth no less than 15"
NOTES:
91)
S❑ 100 200 YN) ti10U
01bunalge (fta/sec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
20 Min. depth shall be equal to 15*d50 maximum nprap stone size, but In no case shall be less than 15" in depth.
3.0 Abbreviations- La = Length ofrtpiap apron 1n feet (determined from chart)(10' min )
Do = Size of outlet pipe (discharge pipe tiom storm drainage system in fcet or inches)
W = Width of riprap apron to feel (at end furthest fi•om outlet pipe discharge)
31)o = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Larkin Coif Club Ph. 6B
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System 300 Analysis
Storm 300

�. ..�- _ n _ r__t_ r. .a.o.J.e.+l.rol A ..�..P� A 1'1t'ol i�i1►iil �1'1(Rl Dl�rti
HydiaTIOW SHorm Sewers MALV1191V11 IVI MULVuc�nv r+uLvvr%vv vIvI. a,Ivv ■ ■�■■
Outfall
MH#301 1
MH#302
3
DI#303
4
CB#3054
CB#305
6
CB#306
7
CB#307
17
6 CB#316
CB#308
16
CB#317
9
CB#309 10
CB#310
11
EX CB#315 EX C8#311 12
15 14 13 EX CB#312
EX CB1AIC8#313
Project File: Storm 300.stm Number of Ilnew 17 Date: 4/20/2017
Storm Sewers v10 50

Page 1
4./M�■IR..aia.
��
Inlet
ID
Line
Length
Runoff
Coeff
1
Sys
Drng
Area
Flow
Rate
Capac
Full
Invert
Din
Invert
Up
Line Line
Slope Size
Line
Type
n-val
Pipe
J -Loss
Coeff
GndlRim
El Up
HGL
Dn
HGL
Up
HGL
Jnct
Vol
Ave
Line
No.
DnStm
Ln No
(ft)
(C)
(in/hr)
(ac)
(cfs)
(cfs)
(ft)
(ft)
(%) (in)
(ft)
(ft)
(ft)
(ft)
(IS)
43.047
0.00
6.93
0.00
2353
87.29
769.00
770.95
4.53 30
Cir
0 013
0.36 z
788.35
769.89
77184
771.84
15.09
1
Outfall
MH#301
2
1
MH#302
34.323
0.00
6.93
0.00
23.53
91.81
781 95
783.67
5.01 30
Cir
0.013
0 53 z
804.31
782.81
784.53
784.53
15.64
3
2
D1#303
50 000
0.46
693
0.20
2353
9171
799.23
801.73
5.00 30
Cir
0.013
0 50 z
817.50
800.09
802.59
802,59
15.63
4
3
CB#304
133.807
0.50
6.93
0.19
22.89
31.71
810.70
81150
0.60 30
Cir
0.013
0.50 z
818.76
812.27
813.07
813.07
7.03
5
4
CB#305
28.000
053
693
013
22.23
50.57
811.70
813.10
5.00 24
Cir
0.013
1.50 z
81876
81307
814.03
814.03
12.62
6
5
CB#306
118.855
0.59
6.93
0.05
21.75
56,82
81330
820.80
6.31 24
Cir
0.013
1 07z
825.82
814.16
821.66
821.66
16.87
7
6
CB#307
47.124
076
693
0.30
21.55
51.78
82100
823.47
5.24 24
Cir
0-013
0.84 z
830.45
82190
824.37
824.37
1572
8
7
CB#308
141.553
072
6.93
0.30
18.87
6558
82367
835.57
8.41 24
Cir
0.013
1 50 z
83997
824.40
836.30
83630
18.02
9
8
C13#309
141.185
0.59
6.93
047
1572
49.42
835.77
84251
4.77 24
Cir
0 013
1.50 z
848.88
83655
84329
843.29
13.96
10
9
CB#310
34 170
053
693
0.60
13.80
17.30
84271
842.91
0.59 24
Cir
0.013
1.50
849.05
844.06
84426
845.13
611
11
10
EX CB#311
174.606
0.72
6.93
0.11
11.59
1754
843.11
844.16
060 24
Cir
0.013
0.88
85510
845.13
845.52
84588
438
12
11
EX CB#312
47.755
069
6.93
047
11.04
66.51
844.36
84849
8.65 24
Cir
0.013
1.36 z
856.33
845.88
849 04 i
849.04
999
13
12
EX CB#313
28 000
063
6.93
0.61
8.80
1481
848,70
848.82
043 24
Cir
0 013
1.10
86609
849.81
849.93
850.34
4.91
14
13
EX CB#314
41.694
066
6.93
0.67
613
12.45
849.25
850.80
3.72 15
Cir
0.013
1.15 z
857.14
850.34
851.42 j
851.42
775
15
14
EX CB#315
34.019
0.66
693
067
307
7.91
850.90
85141
1.50 15
Cir
0.013
1.00 z
85721
851.44
851.95
851.95
603
16
8
CB#317
34 729
0,72
6.93
0.33
1.65
7.75
836.52
837.02
144 15
Cir
0 013
1.00 z
84047
836.91
837.41
837.41
5.01
17
7
C13#316
36.162
0.69
6.93
0.23
1,10
1007
827.00
827.88
243 15
Cir
0.013
1.00 z
831.33
827.28
828.16
82816
5.38
Project File: Storm 300.stm
Number of lines: 17
Date: 5/11/2017
NOTES: Intensity = 71.61 / (Inlet time + 12.70) A 0.81 - Return period = 10 Yrs. ; Critical depth
Storm Sewers

r'
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
TypeLine
No
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
{ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ftlft)
(ft) (ft)
(ft)
(ft)
(in)
1
MH#301
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
000
0.00
ag
0.00
0.000
0 000
0.000
0.00
000
0.00
000
0.0
Off
2
MH#302
000
0,00
000
0,00
MH
0 0
0.00
000
0.00
0.00
Sag
0.00
0.000
0 000
0 000
0.00
0.00
0.00
0.00
00
Off
3
DI#303
0.42
0.00
0.42
0.00
DrGrt
0.0
0.00
6.00
300
2.00
Sag
200
0 021
0.021
0 000
006
7.48
0.06
748
0.0
Off
4
CB#304
0.43
000
0,43
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.073
200
0.042
0 021
0 013
0.09
2.24
009
0.24
1,0
Dff
5
CB#305
0.31
0 00
0.31
0.00
Comb
6.0
300
000
3.00
2.00
.073
2.00
0.042
0 021
0.013
0.08
1.88
0.09
0.24
1.0
Off
6
08#306
0.13
0.11
024
000
Comb
6.0
3.00
000
3.00
2.00
3.G45
2.00
0.042
0.021
0 013
008
1.88
0,09
0.24
1.0
7
CB#307
1.03
0.13
105
0.11
Comb
6.0
3.00
000
3,00
2.00
3.070
2.00
0.042
0.021
0.013
0.13
4.05
0.14
1.43
1.0
8
CB#308
0.97
0.30
1.15
013
Comb
60
3.00
0.00
3.00
200
.070
2.00
0.042
0.021
0,013
0.13
4.29
014
1.43
1.0
9
CB#309
1.25
0.40
1.35
0.30
Comb
6,0
3.00
000
300
2.00
.055
2.00
0.042
0.021
0.013
0.15
510
0.17
229
1.0
10
CB#310
1.44
0.31
1.42
0,33
Comb
6.0
300
000
3.00
2,00
.055
200
0.042
0.021
0.013
0.15
5.24
017
2.29
1.0
16
11
EX CB#311
0.36
1.20
125
0.31
Comb
6.0
3.00
0.00
3.00
2.00
.034
2.00
0.042
0.021
0.013
0.16
5.57
0.18
2.76
1.0
10
12
EX CB#312
146 •
0.00
120
026
Comb
60
300
000
3.00
200
D.039
2,00
0.042
0.021
0.013
0.15
5.24
017
2.29
1.0
11
13
EX CB#313
1.73
0.00
1.33
0.40
Comb
6.0
3.00
0.00
3.00
2.00
0030
2.00
0.042
0.021
0.013
0.17
6.00
0.19
324
1,0
11
14
EX CB#314
2.00
0.00
1.46
064
Comb
60
300
000
3.00
2.00
.026
2.00
0.042
0 021
0.013
0.18
6.57
0.20
3.71
1.0
11
15
EX CB#315
2.00
0.00
1.60
0.40
Comb
6.0
3.00
0.00
3.00
2.00
3.064
2.00
0.042
0.021
0 013
0.16
5.38
017
2.29
1.0
16
CB#317
107
0.33
1,24
016
Comb
6.0
3.00
000
3.00
2.00
D.076
200
0.042
0 021
0 013
0.13
4.38
015
1.67
1.0
17
17
CB#3116
0.72
0.16
0.84
0.04
Comb
6.0
3 00
0.00
3.00
2.00
.076
2.00
0.042
0.021
0.013
0.11
3.43
0.12
0.95
1.0
ff
Number of lines: 17
Run Date: 5/11/2017
Project File: Storm 300.stm
NOTES; Inlet N -Values = 0.016; Intensity = 59 15 / (Inlet time + 12-90)"0.89, Return period = 1 Yrs ; * Indicates Known Q added. All curb inlets are Horiz throat.
Q.- cow.- o n Fn

Hydrology Report
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc.
DI #303
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.200
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
1.00
0.90
0.80
0.70-
060
.70060
0.50
0.40
0.30
020
0.10
0 00
0
® Runoff Hyd - Qp = 0.71 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.706
Time interval (min) = 1
Runoff coeff. (C) = 0.46
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 212 (cult), 0.005 (acft)
Q (cfs)
1.00
0.90
0.80
070
0.60
0.50
0.40
0.30
0.20
0.10
0 00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 300 by Autodesk, Inc.
Thursday, Apr 13 2017
DI #303
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.71
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.71
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.71
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.99
Slope, Sw (ft/ft)
= 0.030
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.030
Gutter Spread (ft)
= 7.49
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
�'�,.��� vment�ons mfes

Project Name: Larkin Golf Course Ph 6B Date: 3/30/2017
Location: Iredell County, North Carolina By: M.R.J.
Description: FES#300 - Riprap Discharge Apron
Runoff Discharge Information
W - Do t_d
Q10 = 23:531 of d,uni tai flk) _ t ,�I i
S
Pipe Dia. _ ° ' 30' i.Lr a err U.
n. - �—
�� r•I IIII r '� "w'�,r � '','r
lApron Sizin 50
I'
Length _ 161 ft. 4(r -i- .�. ! I .t,: i ia;-.;•�'. Q� A Q T,(y 1:�. r�r i'li-„��i�. ;.`
t�'' r �di�ff
Width — 1R.Sft• 3[�j'I�'�j� "t;j I r �. �.I�;l�nsr� if'.: jli.!•j,;"�Il�lll��i
+ 1 .w,
�(
3Do�i)ft
Pipe = 7.5 . ao _,•1:!:i iIf; !'!!i,l_
J - �I t'•�'I I'il�' •I �1 (i .r J -T .'SY^ �r 4 IIf '�� i it I }j .1' j f•}
10
Rt ra ,StoneSizing(d50) fl,�i l`' j'I'' I I I i 'jl• 11 ii i i; ll; ,j,' ( 'a j.l' '„. ;J �' c
��I 'll I iti� ij�� � i'�Ij I I•• � � i' I ,iJl I� III n i��i I •I I I o i �o y � I'.�� N
_._� •�f• �; ',i �i:�ttn�. �- I i � ��'�j; e' i�'tl.;. I j'• ,• 'j
Ili(fir!�;;! _.{ E; i' ;�•;!; ftIiI'I,
d50 Size (Avg) _ ' 0.5 ft. { I _ is , '
; Iii if I i, �I,, I� ',� i 11
, IJi ��j, L! i I I �: .I � � r � ��''"•�1�1 �;' �I I[.tl� � Il!�.
(150 Size (Max.)” 0.75 ft.
I .i '.} 7 i t r � ' i•, ....' i .i;.,l 11:., is 1
Min. Depth*" — 1.125 ft. '.0 �` � • I'lio'; .�`.,'' rrl -` .I .%' •^ I •J� • I I�',,i. I. .�� �,�.i ,�,;I
— — '
equal to 1.5*d50 average stone size ; W M su t uu -” uu M 500 wnn
** min. depth no less than 15" Du,cnarrtje
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
30 Abbreviations: La = Length of i iprap apron in feet (determined ti•om chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Larkin Colf Club Ph. 6B
Storm Drain/Erosion Control Project Report Section 3; Storm Drain Calculations
Storm System 400 Analysis
Storm 400

Storm Sewersvl0 50

Bain-. narv4
Page 1
--- ----------F
-
Line
DnStm
Inlet
Line
Runoff
i
Drng
Flow
Capac
Invert
Invert
Line
Line
Line
n-val
J -Loss
Gnd/Rim
HGL
HGL
HGL
Vel
No.
Ln No
ID
Length
Coeff
Sys
Area
Rate
Full
Dn
Up
Slope
Size
Type
Pipe
Coeff
EI Up
Dn
Up
Jnct
Ave
(ft)
(C)
(in/hr)
(ac)
(cfs)
(cfs)
(ft)
(ft)
(%)
(in)
(ft)
(ft)
(ft)
(ft)
(ft/s)
1
Outfall
DI#401
145 135
0.50
6.93
0.45
43.36
4730
762.50
763.23
0.50
36
Cir
0.013
0.50
769.50
76476
765.49
765.94
7.59
2
1
Di#402
77159
0.53
6.93
0.09
41.80
47.42
763.43
763.82
051
36
Cir
0.013
1.25
774.50
76594
766.15
767.13
6.85
3
2
DCB#403
115 511
0.69
6.93
031
41.47
33.70
764.32
765.10
0.68
30
Cir
0.013
2.25
773.02
767.13
76831
770.81
8.45
4
3
CB#404
21.763
0.69
6.93
0.04
3249
29 15
765.30
765.41
0.51
30
Cir
0.013
1.50
773.13
770.81
770.95
77197
6.62
5
4
CB#405
57.137
0.79
6.93
0.09
31.51
29.22
765.61
765.90
0.51
30
Cir
0.013
1.50
774.38
771.97
772.30
773.27
6.42
6
5
CB#406
127.123
0.82
6.93
035
2864
15.92
766.40
767.03
0.50
24
Cir
0.013
1 17
778.40
773.27
775.30
776.82
9.12
7
6
CB#407
183.493
0.76
6.93
0.60
2523
3331
772.58
776.56
2.17
24
Cir
0.013
150
78212
776.82
779.10
780.61
8.03
8
7
CB#408
198.176
0.79
6.93
038
17.62
16.07
776.76
777.76
0.50
24
Cir
0.013
1.36
784.11
780.61
781.81
78247
561
9
8
CB#409
194.172
0.76
6.93
0.46
1339
24.83
778.26
789.12
5.59
18
Cir
0.013
1 50z
793.02
782.47
790.48 j
790.48
7.76
10
9
CB#410
145.375
0.76
693
042
7.90
16.57
789.57
799.14
658
15
Cir
0.013
0.65 z
802.79
79048
799.75
799.75
1078
11
10
CB#411
139.859
0.76
6.93
047
569
16.56
79934
80854
6.58
15
Cir
0.013
1.50 z
812.18
799.85
809.05
80905
12.23
12
11
CB#412
34.711
0.69
693
0.64
3.10
7.67
808.74
809.23
141
15
Cir
0.013
1.00 z
812.67
809.29
809.78
809.78
5.92
13
9
CB#422
34 702
069
6.93
0.64
3.06
7.67
789.57
790.06
1.41
15
Cir
0.013
1.00 z
79351
79048
790 61 i
790.61
4.54
14
8
CB#421
38 476
066
6.93
0.47
215
531
780.66
780.92
0.68
15
Cir
0.013
1.00
78437
782.47
782.52
782.56
1.75
15
7
CBif419
34.000
076
6.93
0.61
4.45
4.57
777.51
777.68
0.50
15
Cir
0 013
0.50
78212
76061
78077
78087
363
16
15
131#420
21.016
0.33
6.93
0.54
124
5.81
777.88
778.05
0.81
15
Cir
0 013
1.00
781.50
780.87
780.88
780.89
1.01
17
6
CB#418
42 904
0.50
693
0.41
1.42
8.98
774.95
77578
1.93
15
Cu
0 013
1.00
779.23
776.82
77683
776.86
1.22
18
3
CB#413
114.361
0.72
6.93
0.44
5.31
9.79
769.57
772.20
2.30
15
Cir
0.013
1 50z
775.85
770.81
772861
772.86
6.23
19
18
CB#414
28 142
0.76
6.93
0.59
3.11
4.55
772.40
772.54
0.50
15
Cir
0 013
1 00
775.99
773.16
773.30
773.55
3.99
20
4
CB#416
28.000
0.76
6.93
0.15
0.79
5.03
766.86
767.03
0.61
15
Cir
0.013
1.00
77313
771.97
771.97
771.98
064
21
5
CB#417
30.087
076
6.93
0.45
2.37
4.56
767.15
767.30
0.50
15
Cir
0.013
1.00
774.41
773.27
773.31
773.36
1.93
22
3
DCB#415
28.000
072
693
0.44
2.20
4.57
766.55
766.69
0.50
15
Cir
0.013
1.00
773.02
770.81
770.84
770.89
1.79
Number of lines: 22
Date: 5/11/2017
Project File: Storm 400.stm
NOTES; Intensity = 71.61 /(Inlet time + 12.70) A 0.81 --Return period = 10 Yrs.; "* Critical depth
Rt- q-.-

Inlet f'ZP. ort
Page 1
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
Capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ftfft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(In)
1
DI#401
1.02
0.00
1.02
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2,00
0.021
0.021
0.000
0.10
11.96
0.10
11.96
0.0
Off
2
DI#402
022
0.00
0.22
000
DrGrt
00
000
600
3.00
2.00
Sag
200
0 021
0 021
0 000
004
5.54
004
554
0.0
Off
3
DCB#403
0.97
0.21
1.18
0.00
Comb
60
6.00
1200
600
200
Sag
200
0 042
0.021
0.000
0.16
552
0.24
552
1.0
Off
4
CB#404
012
0.06
0.19
0.00
Comb
6.0
3.00
000
3.00
2.00
0.023
2.00
0.042
0 021
0 013
0.08
1.93
009
0.24
1.0
5
CB#405
032
0.51
0.77
0.06
Comb
60
3.00
000
300
2.00
038
200
0.042
0 021
0 013
013
4.05
0.13
1 19
1.0
6
CB#406
1.30
0.79
1.57
051
Comb
6.0
3.00
000
3.00
2.00
.039
200
0.042
0.021
0 013
0.17
6.14
0.19
3.24
10
7
CB#407
2.06
0.41
1.68
0.79
Comb
6.0
3.00
0.00
3.00
200
3.023
2.00
0.042
0.021
0.013
0.20
7.38
0.22
4.67
1.0
8
CB#408
1.36
0.34
1.28
041
Comb
6.0
300
000
3.00
2.00
3,023
200
0.042
0.021
0.013
0.17
6.29
0.19
324
1.0
9
CB#409
1.58
0.28
1.52
0.34
Comb
6.0
300
0.00
3.00
2.00
0070
2.00
0.042
0.021
0.013
0.15
5.10
0.17
2.29
1.0
10
CB#410
1.44
0,27
1,43
0.28
Comb
6.0
3.00
0.00
3.00
2.00
0.070
2.00
0.042
0.021
0.013
0.15
4.90
0.16
190
1.0
11
CB#411
1.72"
0,00
1.45
0.27
Comb
6.0
3.00
0.00
3.00
2.00
0.070
2.00
0.042
0,021
0.013
0.15
4.95
0.16
1.90
1.0
10
12
CB#412
2.03"
0.00
1.66
0.38
Comb
6.0
3.00
0.00
3.00
2.00
0,076
2,00
0.042
0.021
0.013
0.15
5,24
0.17
2.29
1.0
13
13
CB#422
1.99
0.38
1.86
0.51
Comb
6.0
3.00
0.00
3.00
2.00
0,076
2.00
0.042
0.021
0.013
0.16
5.62
0.18
2.76
1.0
14
14
C13#421
1.40
0,51
1,41
0.50
Comb
6.0
3.00
0.00
3.00
2.00
0,027
2.00
0.042
0.021
0,013
0.18
6.38
0.20
3.71
1.0
15
15
CB#419
2,09
0.50
1.74
0.85
Comb
6.0
3,00
0.00
3,00
2.00
0.023
2.00
0.042
0.021
0.013
0.20
7.52
0.22
4.67
1.0
17
16
DI#420
0.80
000
0.80
0.00
DrGrt
0.0
0.00
6.00
3.00
200
Sag
2.00
0.021
0.021
0.000
0.09
10.52
0.09
10.52
0.0
Off
17
CB#418
0.93
0.85
1.38
0.40
Comb
60
3.00
000
300
2.00
0037
200
0 042
0.021
0.013
0.16
5.76
018
2.76
1.0
21
18
CB#413
1.43
000
1.22
0.21
Comb
6.0
3.00
0.00
3.00
2.00
0054
2.00
0 042
0.021
0 013
014
481
016
1 90
1.0
19
CB#414
202
000
1.58
044
Comb
6.0
3.00
0.00
3.00
2.00
0056
2.00
0 042
0.021
0.013
0.16
5.57
018
276
1 0
22
20
CB#416
051
047
0.84
015
Comb
6.0
300
000
300
2.00
0023
2.00
0.042
0.021
0.013
015
4.90
016
1.90
1 0
22
21
CB#417
1.54
040
147
0.47
Comb
60
300
0.00
300
2.00
0038
2.00
0.042
0.021
0 013
0.17
595
019
3.24
1.0
20
22
DCB#415
1.43
0.59
2.02
000
Comb
60
6.00
600
6.00
2.00
Sag
200
0.042
0.021
0.000
0.21
7.90
029
7.90
1.0
1 Off
Project File: Storm 400.stm
Number of lines. 22
Run Date: 5/11/2017
NOTES: Inlet N -Values = 0.016; Intensity = 59.15 /(Inlet time + 12.90) " 0.89; Return penod = 1 Yrs. ; *Indicates Known Q added. All curb inlets are Horiz throat.
worm sewers vi ou

Hydrology Report
Hydraflow Express Extension for Autodesk@)AutoCAD®CIVII 3D® by Autodesk, Inc.
Dl# 401
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.450
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
2.00
1.00
O.Oa
0
Runoff Hyd - Qp = 1.73 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 1.728
Time interval (min) = 1
Runoff coeff. (C) = 0.5
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 518 (tuft); 0.012 (acft)
Q (cfs)
2.00
5
1.00
0.00
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk@ Aut°CADJ Civil 3D® by Autodesk, Inc.
DI #401
Thursday. Apr 13 2017
Drop Grate Inlet
Calculations
Compute by:
Know n Q
Location
_ Sag
Q (cfs)
= 1.73
Curb Length (ft)
_ -0-
Throat Height (in)
_ -0-
Highlighted
Grate Area (sqft)
= 6.00
Q Total (cfs)
= 1.73
Grate Width (ft)
= 2.00
Q Capt (cfs)
= 1.73
Grate Length (ft)
= 3.00
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 1.79
Gutter
Slope, Sw (ft/ft)
= 0.050
Efficiency N
Gutter Spread (ft)
= 100
= 7.96
Slope, Sx (ft/ft)
= 0.050
Gutter Vel (ft/s)
= -0-
Local Depr (in)
_ -0-
Bypass Spread (ft)
= -0-
Gutter Width (ft)
= 2.00=
Bypass Depth (in)
-0-
Gutter Slope M
-0-
Gutter n -value
= -0-
J � imenswnsm fr'

Hydrology Report
Hydraflow Express Extension for Autodesk® AUtcCAD® Civil 3D® by Autodesk, Inc
DI ##402
Hydrograph type
= Rationai
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.090
Rainfall Inten (in/hr).
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
0.50-
0.45-
0.40
.500.450.40
0.35-
0.30
0.25
0.20
0.15
0.10-
0.05
0 nn
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.366
Time interval (min) = 1
Runoff coeff. (C) = 0.53
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 110 (cuft); 0 003 (acft)
Q (cfs)
0.50
045
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 5 1u
Time (min)
,� Runoff Hyd - Op = 0.37 (cfs)

Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
0115
Thursday, Apr 13 2017
DI #402
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.37
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.37
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.37
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.64
Slope, Sw (ft/ft)
= 0.045
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.045
_ _Gutter Spread (ft)
= 4.37
Local Depr (in)
= -0-
Gutter Vel (fUs)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
0-
aas

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD®CIVII 3DO by Autodesk, Inc
DI #419
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.520
Rainfall lnten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
2.00
1.00
0.00
0
Runoff Hyd - Qp = 1.32 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 1.318
Time interval (min) = 1
Runoff coeff. (C) = 0.33
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 395 (cult); 0.009 (acft)
Q (cfs)
2.00
1.00
- 0 00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Thursday, Apr 13 2017
Dl #419
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (Cfs)
= 1.32
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.32
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.32
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.49
Slope, Sw (ft/ft)
= 0.020
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 14.45
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-

Project Name: Larkin Golf Course Ph 6B Date: 3/30/2017
Location: Iredell County, North Carolina By: M.R.J.
Description: FES#400 - Riprap Discharge Apron
* equal to 1.5*00 average stone size
�* min. depth no less than 15"
NOTES:
A--
OLIUC_-t
xESt3
Uct
V1 E((1
' i l
3 5 10 2n 50 i 10 200 1100 1000
Dtscnarge (tt'i/sec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min, depth shall be equal to 1.5*d50 maximum i iprap stone size, but in no case shall be less than 15" in depth.
30 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min )
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of rrgnap apron u1 feet (at end turthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
Runoff Discharge Information
Q10 =
43:36j efs
Pipe Dia. =
361 in.
Apron Sizing
Length _
20,i ft.
Width —
23 t't.
3Do (( Plpe =
9 ft.
Riprap Stone Sizing (00)
(150 Size (Avg) _
b.6i ft.
(150 Size (Max.)*
0.9 ft.
Min. Depth** =
1.35 t't.
* equal to 1.5*00 average stone size
�* min. depth no less than 15"
NOTES:
A--
OLIUC_-t
xESt3
Uct
V1 E((1
' i l
3 5 10 2n 50 i 10 200 1100 1000
Dtscnarge (tt'i/sec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min, depth shall be equal to 1.5*d50 maximum i iprap stone size, but in no case shall be less than 15" in depth.
30 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min )
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of rrgnap apron u1 feet (at end turthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Larkin Colf Club Ph. 6B
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System 500 Analysis
Storm 500

,. Irrn e,,+ter®110 Civil 3DO Plata

Suminarv4
Page 1
Line
DnStm
Inlet
Line
Runoff
i
Drng
Flow
Capac
Invert
Invert
Line
Line
Line
n-val
J -Loss
Gnd/Rim
HGL
HGL
HGL
Vel
No.
Ln No
ID
Length
Coeff
Sys
Area
Rate
Full
Dn
Up
Slope
Size
Type
Pipe
Coeff
EI Up
Dn
Up
Jnct
Ave
(ft)
(C)
(in/hr)
(ac)
(cfs)
(cfs)
(ft)
(ft)
(%)
(in)
(ft)
(ft)
(ft)
(ft)
(f 1s)
1
Outfall
MH#501
172.720
0.00
6,93
0.00
7.69
16.73
76300
77459
6.71
15
Cir
0.013
0.79 z
780.28
763.60
775.19
775.19
1334
2
1
CB#502
169.625
0.76
6.93
0.23
7.69
5.01
774.79
775.81
0.60
15
Cir
0.013
1.44
782.31
776.04
778.45
779.33
627
3
2
CB#503
65.106
0.66
6.93
0.14
6.49
5.00
776.01
776.40
0.60
15
Cir
0.013
1.47
781.41
779.33
779.98
78062
529
4
3
EX CB#504
83.578
0.37
6.93
002
349
4.99
776.60
777.10
060
15
Cir
0.013
1.50
782,60
78062
78087
781.06
285
5
4
EX CB#505
170.291
0.59
6,93
0.15
1.94
1626
778.20
789.00
6.34
15
Cir
0.013
1.50 z
792.80
781.06
789,55 j
789.55
2.64
6
5
EX CB#506
28.000
066
6.93
0.29
1.32
5.18
78920
789.38
0.64
15
Cir
0.013
1.00 z
792.88
789.63
789.81
78981
353
7
4
EX CB#50B
28,000
0.66
6.93
0.33
1.50
1700
777.30
779.24
6.93
15
Cir
0 013
1.00
782.74
781.06
78107
781.10
1.23
8
3
DCB#507
28.000
0.76
693
0.45
2.36
1423
776.60
777.96
4,86
15
Cir
0.013
1.00
78141
780.62
780.66
78072
1 92
Project File: Storm 500 stm
Number of lines: 8
Date 5/4/2017
NOTES. Intensity = 71.61 / (Inlet time + 12,70) ^ 0 81 --Return period= 10 Yrs. ; "' Cntical depth

Inlet. Reoort
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sz
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
lft)
(ftl
lft1
(ftlft)
(ftlft)
(ft)
(ft)
(ft)
(ft)
lin)
1
MH#501
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
ag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
00
Off
2
CB#502
0.78
0.00
0.72
0.06
Comb
6.0
3.00
000
3.00
2.00
3.590
200
0.042
0.021
0.013
008
1.81
011
071
1.0
3
CB#503
042
0.06
0.48
0.00
Comb
6.0
300
6.00
300
2.00
Sag
2.00
0.042
0.021
0.000
0.12
3.86
0.21
386
1.0
Off
4
EX CB#504
0.03
0.00
0.03
0.00
Comb
6.0
300
0.00
3.00
2.00
3095
2.00
0.042
0 021
0.013
0.03
0.79
009
024
10
5
EX CB#505
0.40
0.00
0.40
0.00
Comb
6.0
300
0.00
3.00
2.00
086
2.00
0.042
0.021
0.013
008
2.00
009
024
1.0
6
EX CB#506
0.86
0.00
0.82
0.04
Comb
6.0
3.00
0.00
3.00
200
3,067
2.00
0.042
0,021
0.013
0.12
3.52
0.12
0.95
10
7
EX CB#508
0.98
0.04
0,95
0.07
Comb
6.0
3.00
0.00
3.00
2.00
0,067
2.00
0.042
0,021
0.013
0.12
3.86
0.13
1.19
10
8
DCB#507
1.53
0.07
1.61
0.00
Comb
6.0
600
6.00
6.00
2.00
J
ag
2.00
0,042
0.021
0.000
0.19
681
0.27
-
681
1 0
Off
Project File: Storm 500.stm
Number of lines: 8
Run Date: 5/4/2017
NOTES: Inlet N -Values = 0.016; Intensity = 59.15 1 (Inlet time + 12.90) ^ 0.89; Return period = 1 Yrs ; ' Indicates Known Q added. All curb inlets are Horiz throat.

Project Name:, Larkin Golf Course Ph 6B Date: 3/30/2017
Location: Iredell County, North Carolina By: M.R.J.
Description: FES#500 - Riprap Discharge Apron
1H
3
Ifit) 20,) 500 1000
r)Iscnarge (It 3/ser)
1.0 Riprap aprons to be sized for 10 -year discharge rate fiom each stoup pipe discharge location, including sediment basins.
2.0 Min. depth shall be e(]ual to 1.5*d50 maxiunun riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min•)
Do = Size of outlet pipe (discharge pipe trom storm drainage system in 1'ect or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
rc�
Rnnoff,Discharge Information
Q10=
�.6�' els
'
,,lmliolef Oil)
,.
-tJ --
Pipe Dia. _
IS in.
d,i^
lApron Sizin
tip` `1
u
Length = 1- '101 ft.
Width =
11.25 ft.
313o ri)1'Ipe
3.75 ft,
n) d:: ���'�j�'
!'
L:"
I IL
T i �_
; I I `•��
•i {a
ll��iiliti
III
iS.S�
tl^Ili��`•''.'.-�
��,rrl",+
i,•
11111wapStone Sizing (d5U
��I;'ii•I
3
il;a di,
I1'i
I!
• l t it
i': I ; i
' q�,
- -.
•
(150 Size (Avg)ft. o
'
0.5;
d50 Size (Max.)*
0.75 ft.
t: ";j`;
:; ,
;
!a!
I I
,I
r ;,
± I i
t
_ __! I i
Min. Depth** =
1.125 ft.
15
" equal to 1.51-(150 average stone
site
J 5 to ?0
** min. depth no less than 15"
NOTES:
1H
3
Ifit) 20,) 500 1000
r)Iscnarge (It 3/ser)
1.0 Riprap aprons to be sized for 10 -year discharge rate fiom each stoup pipe discharge location, including sediment basins.
2.0 Min. depth shall be e(]ual to 1.5*d50 maxiunun riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min•)
Do = Size of outlet pipe (discharge pipe trom storm drainage system in 1'ect or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

1
Larkin Colf Club Ph. 6B
Storm Drain/Erosion Control Project Report _ Section 3: Storm Drain Calculations
Storm System 600 .Analysis
Storm 600

__ A..¢nc.nnn Civil 3D® Plan

Number of lines, 15 Date: 5/16/2017
Project File: Storm 600.stm
NOTES- Intensity = 71.61 / (Inlet time + 12.70) A 0.81 -.Return period= 10 Yrs. ; " Critical depth storm sewers
_
Page 1
Sunivnary4
Line DnStm Inlet
No. Ln No ID
Line
Length
RunoffT1D
Coeff
Flow
Rate
Capac
Full
Invert
Dn
Invert
Up
Line
P ®
Line
Size
Line
Type
n
Pipe
Coeff
GEIUpm
HDL
HUpL
HGL
Jnct
Vel
Ave
1
2
3
4
5
fi
7
8
9
1 p
11
12
13
14
15
Outfall
1
2
3
4
5
5
7
8
g
10
11
12
13
4
MH#601
MH#602
MH#603
DI#604
DI#605
DI #606
Dl#607
DI#608
DI#609
D1#610
DI#611
DI#612
DI#613
DI#614
D1#615
(ft()
124 082
64.998
98.609
23 195
123 195
1
53.527
149.493
157.060
156.037
132.8(14
106.995
108.142
109.626
109.307
155 578
C
0.00
000
0.00
030
0 30
0.30
0 30
0,30
0.30
0.30
0,30
0.30
0.30
0.30
0.30
6.93
6.93
693
693
6.93
6.93
6.93
6.93
6.93
6 93
6 93
6.93
6.93
6.93
693
000
0.00
0.00
1.03
3.25
2.74
0.41
1.51
0.92
0.21
0.28
0.23
0.45
0.25
049
24.48
24.48
24.48
24.48
21.32
14 56
8 86
8.01
4.87
2 95
2.52
1.93
1.46
052
1.02
28.99
1612
1594
55.23
4494
14.35
10.77
5.00
7.82
14.45
20.42
20.42
20.42
2042
13.20
760.00
761.12
761.65
762.34
768.80
772.80
774 05
77841
779.55
782.04
794,05
804.95
815.96
831.21
769.65
760.62
761.45
762.14
768.60
772.30
773.80
778.21
779.35
781 84
788.69
804.75
815.76
826.92
842.14
776.05
0.50
0.51
0.50
5,08
3.36
1.87
2.78
0.60
1.47
5.01
10.00
1D.00
10.00
10.00
4.18
30
24
24
24
24
18
15
15
15
15
15
15
15
15
15
Cir
Cu
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
Cir
D.013
0.013
0.013
0 012
0.012
0.013
0.013
0,013
0 013
0.013
0.013
0.013
0.013
0 013
0.013
0.79
0.62
0.61
1.50 z
0.50 z
0 50 z
0.50 z
0.50
0 50
0.77 z
0.85 z
0.84 z
0.93 z
1.00 z
1.00 z
770 39
771.60
774.38
773.00
776.50
777.50
793.50
783 00
786.50
797.50
80960
82350
835.50
84750
77950
761.76
763.12
764.47
766.20
77036
774.05
775.05
779 66
782 41
783.42
794.35
805.21
816.19
831.35
77035
762.38
765 62
765 62
770.35 j
773.27
77505
779.07
782.08
783.29
789.38 j
805.05
816.02
827 15
842.28
776.29 j
762.92
764.47
766.20
770.35
773.27
775.05
779.07
782 41
783.42
789.38
8o605
816.02
827.15
842 28
776.29
(mss)
6.63
7.79
7.79
8.10
11 14
9.25
9.11
6.53
3.97
3.33
11.30
10.46
9 63
7 08
380
Number of lines, 15 Date: 5/16/2017
Project File: Storm 600.stm
NOTES- Intensity = 71.61 / (Inlet time + 12.70) A 0.81 -.Return period= 10 Yrs. ; " Critical depth storm sewers

Inlet Report
�Llne Inlet ID Q = Q Q Q Junc Curb HInletGrate Inlet Gutter
No CIA carry Capt Byp TypeHt Area L W So W Sw Sn Depth
(cfs) (cfs) (cfs) (cfs) (in) (Sgft) (ft) (ft) (Rift) (ft) (ft/ft) ( lift) (ft)
1 MH#601
2 MH#602
3 MH#603
4 DI#604
5 DI#605
6 DI #606
7 DI#607
8 DI#608
9 DI#609
10 DI#610
11 DI#611
12 Dl#612
13 DI#613
14 DI#614
15 DI#695
0.00 o oo 0.00 0.00 MH 0.0 0.00 000 000 0.00
000 0 00 000 0.00 MH 0.0 0.00 0100 0.00 0.00
0,00 0 oo 000 000 MH 00 000 000 0.00 0,00
139 000 1.39 000 DrGrt 0.0 000 6.00 300 2.00
4.40 0.00 4.40 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00
3.71 0.00 371 000 DrGrt 00 0.00 6.00 3.00 2.00
056 0.00 056 0.00 DrGrt 0.0 0,00 6.00 3.00 2.00
2.04 0.00 2.04 0.00 DrGrt 0.0 0.00 6.00 300 2.00
1.25 0.00 1.25 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00
028 000 0.28 0.00 DrGrt 0.0 0.00 600 3.00 2.00
0 3B 00o 0.38 0.00 DrGrt 0.0 0.00 600 3.00 2.00
0.31 0.00 0.31 0.00 DrGrt 0,0 000 6.00 300 2.00
0.61 0.00 0.61 0.00 DrGrt 0.0 0.00 6.00 300 2.00
0.34 0,00 034 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00
066 0.00 066 000 DrGrt 0.0 0.00 6.00 3.00 200
Page 1
Inlet Byp
Line
Depth Spread Depr No
(ft) (ft) (in)
0.00
0.000
0.000
0.000
0.00
0.00
0.00
000
0.0
0.00
0 000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
0.00
0 000
0.000
0 000
0.00
0.00
000
0.00
00
200
0.021
0.021
0.000
0.13
14.30
0.13
14.30
0.0
2.00
0.021
0.021
0.000
0.28
28.47
0.28
28.47
0.0
2.00
0 021
0.021
0.000
0.25
25.62
0.25
25.62
0,0
200
0.021
0 021
0.000
0.07
865
007
8.65
0.0
2.00
0.021
0 021
0.000
0A7
17.88
0.17
17.88
0.0
2.00
0.021
0.021
0.000
012
1341
0.12
1341
0.0
2.00
0 021
0 021
0.000
0.04
6.26
004
6.26
00
2.00
0 021
0.021
0.000
0.05
7.16
005
7.16
0.0
2.00
0.021
0.021
0.000
005
6.53
0.05
6.53
0.0
2.00
0 021
0.021
0.000
007
9.08
007
908
0.0
2.00
0.021
0.021
0 000
0.05
6.78
0.05
6.78
0.0
2.00
0 021
0 021
0.000
0.08
9.49
0.08
9.49
0.0
Number of lines: 15 Run Date. 5/16/2017
Protect File, Storm 600 stm
NOTES: Inlet N -Values = 0.016; Intensity= 59.15 / (Inlet time + 12.90)A0.89; Return period= 1 Yrs. ; " Indicates Known Q added. All curb inlets are Horiz throat.
Storm sewers v10 50

9
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, I no.
DI #604
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 1.030
Rainfall lnten (in/hr)
= Statesville 2 NNE.IDF
IN Curve
Q (cfs)
300
2.00
1.00
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
25 -yr frequency
Thursday, Apr 13 2017
= 2.373
= 1
= 0.3
= 5
1.00
Hydrograph Volume = 712 (cuft); 0.016 (acft)
Q (cfs)
'.00
�� Runoff Hyd - Qp = 2.37 (cfs)
5
NO
1.00
0.00
Time (min)

Inlet Report
J Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc_
Thursday, Apr 13 2017
DI #604
Drop Grate Inlet
Calculations
Compute by:
Known Q
Location
Curb Length (ft)
= Sag
= -0-
Q (cfs)
= 2.37
Throat Height (in)
Grate Area (sqft)
= -0-
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Q Capt (cfs)
= 2.37
= 2.37
Grate Length (ft)
= 3.00
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 2.21
Gutter
Slope, Sw (ft/ft)
= 0.020
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.020 _ _ _
Gutter Spread (ft)
=
Local Depr (in)
= -0-
Gutter Vel (ft/s)
Bypass Spread (ft)
-0-
= -0-
Gutter Width (ft)
Gutter Slope (%)
= 2.00
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-

Hydrology Report
Hydraffow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Dl #605
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 3.250
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
8.00
i
6.00
4.00
r W9
0.00
0
r
Runoff Hyd - Qp = 7.49 (cfs)
i
Thursday, Apr 13 2017
I
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 2,246 (cult); 0 052 (acft)
Q (cfs)
8.00
4.00
2.00
X- 0,00
10
Time (min)
Peak discharge (cfs)
= 7.487
Time interval (min)
= 1
Runoff coeff. (C)
= 0.3
Tc by User (min)
= 5
Rec limb factor
= 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 2,246 (cult); 0 052 (acft)
Q (cfs)
8.00
4.00
2.00
X- 0,00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc
Thursday, Apr 13 2017
DI #605
Drop Grate Inlet
= Sag
Calculations
Compute by:
Known Q
Location
Curb Length (ft)
= -0-
Q (cfs)
= 7.49
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Q Total (cfs)
= 7.49
Grate Width (ft)
Grate Length (ft)
= 2.00
= 3.00
Q Capt (cfs)
= 7.49
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 4.76
Slope, Sw (ft/ft)
= 0.020
= 0.020
Efficiency (%)
Gutter Spread (ft)
= 100
= 41.63
Slope, Sx (ft/ft)
Local Depr (in)
= -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (oda)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
\ i dmens�ons mfeY

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 31D® by Autodesk, Inc
DI #606
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 2.740
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
7.00
6.00
5.00
4.00
300
2.00
1.00
0.00
0
Runoff Hyd - Qp = 6 31 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 6.312
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 1,894 (cult); 0.043 (acft)
Q (cfs)
7.00
6.00
5.00
i
4.00
3.00
2.00
i
1.00 j
0.00
5 10 1
Time (min) i
I

Inlet Report
Hydraftow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DI #606
Q (cfs)
Drop Grate Inlet
Highlighted
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Gutter Vel (ft/s)
Slope, Sw (ft/ft)
= 0.020
Slope, Sx (ft/ft)
= 0.020
Local Depr (in)
= -0-
Gutter Width (ft)
= 2.00
Gutter Slope (%)
= -0-
Gutter n -value
= -0-
pm�ons m tes
Thursday, Apr 13 2017
Calculations
Compute by:
Known Q
Q (cfs)
= 6.31
Highlighted
Q Total (cfs)
= 6.31
Q Capt (cfs)
= 6.31
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 4.24
Efficiency (%)
= 100
Gutter Spread (ft)
= 37.35
Gutter Vel (ft/s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-
i

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
t
DI #607
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.410
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
040
0.30
020-
0.10
200.10
0 00
Thursday, Apr 13 201;
Peak discharge (cfs) = 0.944
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 283 (cuft), 0.007 (acft)
Q (cfs)
1.00
090
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 0.94 (cfs)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 306 by Autodesk, Inc.
DI #607
Q (cfs)
Drop Grate Inlet
Highlighted
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Gutter Vel (ft/s)
Slope, Sw (fUft)
= 0.080
Slope, Sx (ft/ft)
= 0.080
Local Depr (in)
= -0-
Gutter Width (ft)
= 2.00
Gutter Slope (%)
= -0-
Gutter n -value
= -0-
dlmensfonsin fe3
DI
124
200
Thursday, Apr 13 2017
i
f
Calculations
Compute by:
Known Q
Q (cfs)
= 0.94
Highlighted
Q Total (cfs)
= 0.94
Q Capt (cfs)
= 0.94
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 1.19
Efficiency (%)
= 100
Gutter Spread (ft)
= 4.48
Gutter Vel (ft/s)
= -0- 4
Bypass Spread (ft)
= -0- j
Bypass Depth (in)
= -0- t
r
f
f
ME

1
_ I
Hydrology Report �
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc.
I DI #608
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 1.510
Rainfall Inten (in/hr)
= 7.678
IN Curve
= Statesville 2 NNE.IDF
Q (cfs)
4.00
3.00
2.00
1.00
0.00 IW
0
Runoff Hyd - Qp = 3.48 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 3.478
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
I
Hydrograph Volume = 1,044 (cuft); 0 024 (acft)
i
Q (cfs)
4.00
3.00
2.00
1.00
X- 0.00
10
Time (min)

Inlet Report
Hydraflow Express Extension for AutodeskV AutoCAD® Civil 3D@ by Autodesk, Inc
Thursday, Apr 13 2017
DI #608
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 3.48
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.48
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.85
Slope, Sw (ft/ft)
= 0.031
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.031
Gutter Spread (ft)
= 17.33
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-

Hydrology Report
Hydraflow Express Extension for AUtodeskO AutoCAD® Civil 3D® by Autodesk, Inc.
M #609
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.920
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.iDF
Q (cfs)
300
2.00 -
1.00
0 00 W
0
Runoff Hyd - Qp = 2.12 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 2.119
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 636 (cult); 0.015 (acft)
Q (cfs)
3.00
2.00
1.00
20 0.00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Thursday, Apr 13 2017
E
DI #609
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.12
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.12
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.12
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.05
Slope, Sw (ft/ft)
= 0.079
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.079
Gutter Spread (ft)
= 6.32
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
LmaSwnz infC
Z 16 E 200 ' 2.16

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
DI #610
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.210
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
0.50
0.45
0.40
0.35
030
0.25
0.20
0.15
010
0.05
0 00
0
Runoff Hyd - Qp = 0.48 (cfs)
Thursday, Apr 13 2017
Peak discharge (cfs) = 0 484
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume =145 (cuft); 0 003 (acft)
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
41— 0.00
10
Time (min)

Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Thursday, Apr 13 2017
DI #610
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.48
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.48
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.48
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.76
Slope, Sw (ft/ft)
= 0.064
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.064
Gutter Spread (ft)
= 3.98
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
1--.—.n red
0O
099 1 Z OD 0 59

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3DO by Autodesk, Inc.
DI #611
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.280
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
030
0.20
0.10
0 00
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.645
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 193 (cuft); 0.004 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
030
020
0.10
0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 0 64 (cfs)

I''
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D© by Autodesk, Inc
Thursday, Apr 13 2017
f Dl #611
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.64
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.64
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.64
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.92
Slope, Sw (ft/ft)
= 0.098
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.098 _ _
Gutter Spread (ft)
= _3.57
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
Doe
078 ZVI ' D70

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCADO CIVIL 3DO by Autodesk, Inc
DI #612
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.230
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
I
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
030
0.20
0.10 - z
0 00
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.530
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 159 (cult), 0 004 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0,60
050
0.40
030
0.20
0.10
000
0 5 10
Time (min)
Runoff Hyd - Qp = 0.53 (cfs)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D@ by Autodesk, Inc.
Df #612
Drop Grate Inlet
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Slope, Sw (ft/ft)
= 0.060
Slope, Sx (ft/ft)
= 0.060
Local Depr (in)
= -0-
Gutter Width (ft)
= 2.00
Gutter Slope (%)
= -0-
Gutter n -value
= -0-
007
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
1 13 ' 200 1 13
Thursday, Apr 13 2017
Known Q
= 0.53
= 0.53
= 0.53
_
-0-
0.81
= 100
= 4.26
_
-0-
-0-
-0-
1
0-
-0-
-0-

Hydrology Report
Hydraflow Express Extension for Autodesk@AutoCAD® Civil 3D® by Autodesk, Inc.
DI #613
Thursday, Apr 13 2017
Hydrograph type
= Rational
Peak discharge (cfs)
= 1.037
Storm frequency (yrs)
= 25
Time interval (min)
= 1
Drainage area (ac)
= 0.450
Runoff coeff. (C)
= 0.3
Rainfall inten (in/hr)
= 7.678
Tc by User (min)
= 5
iDF Curve
= Statesville 2 NNE.IDF
Rec limb factor
= 1.00
Hydrograph Volume= 311 (cuft); 0,007 (acft)
Q (cfs)
2.00
1 00
0,00
ie -
0
Runoff Hyd - Op = 1.04 (cfs)
Runoff Hydrograph
25 -yr frequency
Q (cfs)
2.00
1.00
L�L- 0.00
10
Time (min)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAM Civil 3DO by Autodesk, Inc.
Thursday, Apr 13 2017
DI #613
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.04
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.04
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.04
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.27
Slope, Sw (ft/ft)
= 0.094
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0_094_
Gutter Spread (ft)
= 4.26
Local Depr (in)
= -0-
Gutter Vel (fUs)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
mmensmnsm laf
= -0-
�*pa rte, ay
all
113
2 c 113

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
DI #614
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.250
Rainfall Inten (in/hr)
= 7.678
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
100
090
080
070
0.60
0.50
040
030
020
0.10
0 00
Thursday, Apr 13 2017
Peak discharge (cfs) = 0.576
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 173 (cult); 0 004 (acft)
Q (cfs)
1 00
0.90
080
0.70
0.60
0.50
0.40
0.30
020
0.10
0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 0.58 (cfs)

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc.
Thursday, Apr 13 2017
DI #614
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.58
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.58
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.58
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.86
Slope, Sw (ft/ft)
= 0.058
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.058
Gutter Spread (ft)
= 4.48
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
Lmm.— in fed
Do-,
124 1 200 1 124

Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DOO by Autodesk, Inc.
Thursday, Apr 13 2017
DI #615
Hydrograph type
= Rational
Peak discharge (cfs)
= 1.129
Storm frequency (yrs)
= 25
Time interval (min)
= 1
Drainage area (ac)
= 0.490
Runoff coeff. (C)
= 0.3
Rainfall Inten (in/hr)
= 7.678
Tc by User (min)
= 5
OF Curve
= Statesville 2 NNE.IDF
Rec limb factor
= 1.00
Q (cfs)
2.00
1.00
0 00
0
Runoff Hyd - Qp = 1.13 (cfs)
Runoff Hydrograph
25 -yr frequency
5
Hydrograph Volume = 339 (cuft); 0 008 (acft)
Q (cfs)
2.00
1.00
%- 0.00
10
Time (min)

Inlet Report
Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc
Thursday, Apr 13 2017
DI #615
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 1.13
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.13
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.13
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 1.35
Slope, Sw (fUft)
= 0.039
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.039
Gutter Spread (ft)
= 7.76
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ _0- ti
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%}
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
limemfons m I�

Project Name: Larkin Golf Course_ Ph 6B Date: 3130/2017
Location:. Iredell County, North Carolina By: M.R.J.
Description: FES#600' - Riprap Discharge Apron
Runoff DischirgeAn irmationkAJIM
`
Q10 = ! 24.48, cis --le --w n0 .. _� :::.. �. _dt {,1•;{'
] via tk! 0. ID
i •r �"
Pipe Dia. = d. 30, in. nl��l 7060
��)tc5n�� .•i '' 1;�j� .;�" �jiil � i S . -I � � i'� ,';t' �� �I' .II �o,�..
A con Sizing � so
i
III
i 1 a
Length
16j ft. a _i.., ���� "t" I,,; .,Ij tit t l; i
va
Width = 18.5 .
7.5 ft. 3,Q ; ';�i y: i,I ' j • I I ' !� '.1 ;iii :ll, ��; ' I'
` J 1
3D0 Pipe = i.i! !'11'1j�nJ
ft.
.i! II .iii' `,
i" ' ii' j 1 I �j''i __,�..qq ..,,..{{rte ?r-' I •' " i l! ' � i� l' l i t " (1 1 ' ! i. ! j � , l � I I 1 � D, � ,—.
- !t- `I • �k� �i' n �r; i i � ' f i' . +I " ':� i' di ! I iii. I i J � � v _ ,.
10
rR'iprap'Stone Sizing50) - I!Ii, , I ; I Ij I . q ,j?,u'•�� a
o "
;1um�n)
11 11' I l; r�; I I, r ! 1 f � `' i 'i • I (,a `I� nl; ljl•,��j i'' i' ,y' H ,rI i I" i lij�jl .l}1 m
d50 Size (Avg) _ O:Sjft. i! .I�l ��6; I �iI(� �j �I.1 ! ; d �I,�� .��id ill ��e/`' 1 d �.r ,i� ''; •;I ¢
d50 Size (Max.)* 0.75 ft.
ft.125 .
1
Min. Depth** _
* equal to 1.5*(150era re stone Bice 3 5 10 20 ) 100 :coo sr)° unro
Discharge iti msec)
** min. depth no less than 15"
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. deptli shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviati ns: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

.� .y ... x. w.-. .p. .�,�,...µ,,.�xv '?"'Mn.T Fk�M.4^" �5"I.
'ilk &�^_ +�" roa m "A 4.
. ,. .. ,;
,;.. p...
.e m ..
.., 8.' ...
.. Yh u' S-:' "w dx" %. �;ya ex
.
a .. � " '� . ,
w SW. do
... n
�_.. w w+ nw c... ..
n p �' x F . �
20 m N Fr.: n a..e. v^'::. •° p.
n
'tia ,, .y»'M� ..Fa �. f R
® n ,. . a. n
a NN,
n .. .. u.a � .�.
°ate '... m ., p + *., n ..:.. vu a,.,qn ... d ° .. .. ..*#
v n
n .m "
naq ^
e k a r L .... v
n•",.,.gy..W". � . C: u n .* w q
. ,. �.
x u.,
.
_ e
..Ye'. . u.. ae. wti...
�.
�
m
w 8.. m
u
.. ... wtiMsa A _
.
Mu x ,. ..Y.. o �.Y* .s
" ...
. .
m
... o.", u. .::�,.
. aw
. .
.
.�: .^ ..�. °p• .. ,.^"n
.
�. q„u ... .;,.a ,a .-. a A- �: pw^ ..,�9'^°..'" ., ;'x^m
... - ... r^ .. .r.,
sa,.. � A.. A
u
a a
,.. ;,. ..... r.. .„,,. a” ' .�®. „ a,. �.. b�.: ^ '� . :a
,p. .. M w cap ;'�.
A u
-... req
.. ..
�. „a
.... . n. .. ,. ..�.. ^ •n.. w..
®.. .A ,.
c
u,. ; .... �.^.
...-"v
.. .. Y .Wx:, a W.
�, .,-
1. „ „.: ,ow ..
.. e.c � �n.�.°. ..
�.v ��
o�� ffi" �• eft°
a w
+. ^..°
.. � • a .. ..,, v.. .: .:•,w 0.e .0 - � ..:'..
� ...". a .m.. e.. , v
m .,i., ,«
..
,:. Wm .a y z ,, ..a.. A a
.,
: ', 4. . ,w ,. wA::.p x %'.y+' A. A ..;
% w + ..
.
. �
� s: u'.. � n . a: r n �
°
i p . a.. x. m.. � a,�.
� u W. •m u.y p
A �
�,. ,. u
a. .. a ny.. ,..
k. :n e. .•m w �M m y.. .,. .:'6.
A
.a end
u .'w'n. 's .a n..N °°" 'ar
„�nw .0 s
i .. a y'...
0
� 0
� .
.e ..
.
,. a
y
e °
w... .,.. ,•.*ax•, .. .. p.,.. ..
., .. .•, meq. ,..„^:. � ..M re
�:. a u
,p . � M.
5...
., a „ „,. .,."....
.
a„ w : , ", � q9- v . u..., .^ tl •. �,
..
a !'. tl.. ,wa,.m ,. •, wa. z^". »..a " M. a ''� n,,..
..
,,. -:..
,,. .,, nv:.. � ,...: re^ ,,. .. .,
.. ^.. a .,: .
�.
R.,,,ew ',�w. "� ..� a ..x
.: J,,,. ., n. „. .`�w "A... ,'a =w u
� C „ :.Ma ,. d. �,•.W., ,, n Wm
h..
�. p,.. .,. W eW "area. h...^” m "^. „ ,",
,,... „ °.x" ,. .. mom:. .:.a" •�•. ,.. . ,. ,.
ty ore. ..
�
". : . �, ,. ® r+w.:.. A "a.:„; ,.r .. ww ..
• ,1 „ n u ,.C' w" °w ,:": w °n
^�.
.. ^,�.,�. ,,� ,;.
y. ,. a. p,. ,. d.MW. �,„yA„a. "^ .. a N:vrew,:.. ^.w:w.k�;,Y .ad,w S'S
P+: Ma' MB""",,,r...,, yb .,...„.. .:. �.
�
., .
. w. .. � w. ........
:„.. ., �' A "..,`^ .,;::d"'. .. .'4.xy.” !u. 4'
e ,+
a ., �.» a w
} �.°^.. ,.e ..x p.^
�, a..
n .. .,
,� �
od
t: � '. *
o
. ,! x. a .. nY.m.. x.y `$-. rya i ��, ,+ re .�M M.pa j
�•Y a 4: ',BMJ' ^"N.N r +*{, � "�'.

Larkin Colf Club Ph. 68
Storm Drain/Erosion Control Project Report Section 3; Storm Drain Calculations
Culvert
Culvert

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D0 by Autodesk, Inc
Culvert
Hydrograph type
= Rational
Storm frequency (yrs)
= 50
Drainage area (ac)
= 90.000
Rainfall Inten (in/hr)
= 6.504
OF Curve
= Statesville 2 NNE.IDF
Q (cfs)
28000
240.00
20000
160.00
120.00
40.00
Monday, May 8 2017
Peak discharge (cfs) = 251.71
Time interval (min) = 1
Runoff coeff. (C) = 0.43
Tc by User (min) = 11
Rec limb factor = 1.00
Runoff Hydrograph
50 -yr frequency
Hydrograph Volume =166,131 (cuft), 3 814 (acft)
000 -9
0 5 10 15 20
Runoff Hyd - Op = 251.71 (cfs)
Q (cfs) I
28000 {
240.00
r
200.00
16000
120.00
Rn no
40.00
t
1 0.00
25
Time (min)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc
Culvert
Monday, May 8 2017
Invert Elev Dn (ft)
= 765.23
Calculations
Pipe Length (ft)
= 90.97
Qmin (cfs)
= 251.71
Slope (%)
= 1.69
Qmax (cfs)
= 251.71
Invert Elev Up (ft)
= 766.77
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 60.0
Shape
= Box
Highlighted
Span (in)
= 180.0
Qtotal (cfs)
= 251.71
No. Barrels
= 1
Qpipe (cfs)
= 251.71
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Flared Wingwalls
Veloc Dn (ft/s)
= 4.75
Culvert Entrance
= OD wingwall flares
Veloc Up (ft/s)
= 8.15
Coeff. K,M,c,Y,k
= 0.061, 0.75, 0.0423, 0.82, 0.7
HGL Dn (ft)
= 768.76
HGL Up (ft)
= 768.83
Embankment
Hw Elev (ft)
= 770.23
Top Elevation (ft)
= 782.00
Hw/D (ft)
= 0.69
Top Width (ft)
= 54.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 52.00
Jm i4) cuiwn Ha Death (n)
Bae CL4 i f HGL Embank
Reach (47