SW3170603 - Larkin Subidivision Phase 6B (7)

Larkin Golf Club Ph.66
Storm Drain/Erosion Control Project Report
Section 6: Water Quality
BMP Curve Number Calculations
BMP Curve Number

Larkin Golf Course Ph. 6B
Iredell County, North Carolina
Project Number: 2506
April 27, 2017
Rational "C" Values
24 Hour Storm Event
BMP Wetpond #100
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area = 3.26 ac.
Paved Roads/SidewaWStructures 1.55 ac.
CN = 98
__ Wooded Area
_ 0.00_ ac.
Good Grass (>75% coverage) 1.71 ac.
Newly Graded
CN = 61
CN = 86
Composite CN 78.59
0.00 ac.

Larkin Golf Course Ph. 6B
lredell County, North Carolina
Project Number: 2506
April 27, 2017
Rational "C" Values
24 Hour Storm Event
BMP Wetpond #200
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area =
Paved Roads/Sidewalk/Structures
CN = 98
-Wooded Area
CN = 60
Good Grass (>75% coverage)
Newly Graded
CN = 61
CN = 86
Composite CN 68.75
5.01 ac.
1.05 ac.
-0.00 ac. -
3.96 ac.
0.00 ac.

Larkin Golf Course Ph. 6B
Iredell County, North Carolina
Project Number: 2506
April 27, 2017
Rational "C" Values
24 Hour Storm Event
BMP Wetpond #300
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area = 7.13 ac.
Paved Roads/Sidewalk/Structures 2.98 ac.
CN = 98
Wooded Area
CN = 60
0.00 ac.
Good Grass (>75% coverage) 4.16 ac.
CN = 61
Newly Graded
CN = 86
Composite CN 76.44
0.00 ac.

Larkin Golf Course Ph. 6B
Iredell County, North Carolina
Project Number: 2506
April 27, 2017
Rational "C" Values
24 Hour Storm Event
BMP Wetpond #400
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area = 12.84 ac.
Paved Roads/Sidewalk/Structures 6.56 ac.
CN = 98
Wooded Area _ _ —0.00 ac.
CN = 60
Good Grass (>75% coverage) 6.28 ac.
Newly Graded
CN = 61
CN= 86
Composite CN 79.90
0.00 ac.

Larkin Golf Club Ph.613
Storm Drain/Erosion Control Project Report
Water Quality Calculations
Section 6: Water Quality
Volume Calculations

Bottom Pond
B. Shelf
Pool
T. Shelf
Weir
Spillway
Top Pond
PROJECT NAME: Larkin Golf Course Ph. 6B DATE: 28 -Apr -17
PROJECT #: 206 DESIGNER: ivI. Johnson
DESCRIPTION: BMP Wet Pond #100 ENGINEER: P. Murphy
PERMANENT POOL STORAGE VOLUME:
ELEV.
(FT.)'
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
761.00
1,172
0.0
0
0.00
762.00
1,731
1.0
1,442
1,442
763.00
2,355
2.0
2,035
3,477
764.00
3,046
3.0
2,693
6,171
764.50
3,418
3.5
1,615
7,786
765.00
5,846
4.0
2,289
10,075
765.50
6,955
4.5
3,196
13,271
766.00
7,666
5.0
3,654
16,925
767.00
9,133
6.0
8,389
25,314
768.00
10,657
7.0
9,885
35,199
769.00
12,238
8.0-
11,439
46,638
770.00
13.876
9.0
13,049
59.687
*Surface areas do not include Forebay, but does include area above 764.50 contour for total basin
* Does not include 1' of sediment storage

Top
PROJECT NAME: Larkin Golf Course Ph. 6B DATE: 28 -Apr -17
PROJECT #: 2506 DESIGNER: M. Johnson
DESCRIPTIO\: BMP Vet Pond #100 ENGINEER: P. Murphy
PERMANENT POOL STORAGE VOLUME:
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
761.00
54
0.0
0
0.00
762.00
200
1.0
119
119
763.00
457
2.0
320
439
764.00
935
3.0
692
1.121
764.50
1,231
3.5
540
1.661

Larkin Golf Course Ph. 613
BMP Wet Pond #100
April 28, 2017
Drainage Area:
3.26 Acres
Impervious Area-
1.55 Acres
% Impervious:
Average Pond Depth:
47.55 Percent
3.08 Feet
<— Equation from 10.3.4 NC DEQ
Where: Bottom Shelf=
3,418, sq. ft
Permanent Pool='.
5,846 sq. ft
Bottom Pond
1,172, sq. It
Depth=
4.0 ' ft _ _
SAIDA:
1.44
Table 1 (%) 40
= 1.24i
50
= 1.51.
Required Surface Area
= (1.441100) X (3.26Acres)
X (43,560 S.F./Acre)
= 2,050 Sq_FL
(OK --See-Surface Area of Permanent
Pool= 5,846 sq.ft.)
Runoff Coefficient =
0.05 + (0.009 X (47 55))
- % Impervious
-- - - --_
- 0.478-in.fin. – ----
– -
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1 Inch Rainfall) X (0.48 in./in.) X (1/12 feetlin.) X (3.26 Acres) X (43,560 sq.fyacre)
= 5,656 cu.ft. (OK - 5,794 cu @ 765.86' IbISG wrhen there is no release)
Release Rate = (5656cu.ft)/((2 days) X (86,400 sec./day))
0.03 cu.ftJsec
From Hydrograph Model (1 Inch Rainfall Modeled As 3 -yr Storm Event)
Peak Discharge Rate= = 0.055rycu.ft/sec. '(@,7.65.56_MSG)
Average Discharge Rate = [ (0.000+, 0.055)12 ] = 0.028 cu.ft./sec.
Time to Drain 1" Rainfall = Volume/Avg Discharge
_ (5656 CF) / (0.0275 CFS)
205,656 sec.
57.127 hours
2.38 days
Permanent Pool Volume 10,075 cu.ft See Attached Permanent Pool Chart
Required Forebay Volume = (20%)-X (10074.9060469905) -Permanent Pool Volume ' At permanent pool level
= 2,015 cu.ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
1,661-cu.ft.
= 16.49% (OK - Forebay volumeshould be minimum. 15% to 20% of

nirnGn czv-mkvnter nesion Manual
Table 1: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
Depth
Percent pemanent 00'61 Average
ImperViousi
Cover
i0% 0.5i 0.43 0.37 0.30 0.27 0.25
=
0 8w (} 69 0 6 t = 0-51 0 ;44 G.40
20°!° - - . _ - -
--0.72 0.61_ 0.56
3040 1.17 0.9- 0.81 _
1.09 0.91 0.78 071
401161.51 " 1,24 - _ - - - --
50°rb -1,79 1.51 1.31 9.13 0.95 0.$7
_-
60% - 2.09 1.77 _ 149 1.31 -Li2, 1_G3-
-- -- _ -- - = --- ,- -_ � ----- - -- 1.34
_ 70°h 2.51 2-09 1.80 1.56--
'- 2.07 1.82 1.62 i R 140
- - - , ?3i = 2.04 1.84 ;
100% 3.55 2.79 - 2.52 2.3
Table 2: Coastal SAIDA Table (Adapted from Driscoll, 1986)
pern3an@nt Pool Average Depth (ft)
Percent
impervious
7.0 8.0
Cover o a0
i
i
C-3. L'/et Pond 7 Revised: 4-18-2017
0,78
0.51
4.87 - 0.70
0.52 -
1.04
30%
'2 . I
1.G5
40%
2.96.. .
I _ 2.26
2.35 1.83'
1
2.87
60%
4.35
3-31
70%
5.22
_ .1.31
80%
!- : 5 02
4.52
go%
6.53
5.05
100%
7.13
5,92
C-3. L'/et Pond 7 Revised: 4-18-2017
4.87 - 0.70
0.52 -
-, 0.35
1.39 =V = ;' 1.13
0.87
0.70
1.83 -_ 1.39
0.96
0.78 `
2.35 1.83'
1
-2-78 _. ;'_ 2.2_6
A.74
3.22 2.52
,1 83 _ _ J
_ .1.31
3.65 -2.T$
1.91
1.57
4.18 2:96
2.41
1.74
437 383 '
2.78
4.83
C-3. L'/et Pond 7 Revised: 4-18-2017

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc. Wednesday, May 17 2017
Wet Pond #100 Barrel
Invert Elev Dn (ft)
= 764.00
Calculations
Pipe Length (ft)
= 67.00
Qmin (cfs)
= 0.27
Slope (%)
= 1.49
Qmax (cfs)
= 0.27
Invert Elev Up (ft)
= 765.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
SEEM
-AA,_ �.inqNNE M .#vro�•y". p�„nga.^..,. ,•a�.��.t :`;�®®®®®
Vee ®M®®
Cgdem +M,Fd;1C .. as t'"•Mv P rear^;.. z, qw,,:°s ., . s •"?�®®
In ONE
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 0.27
No. Barrels
= 1
Qpipe (cfs)
= 0.27
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 0.37
Culvert Entrance
=_Groove end projecting (C)
Veloc Up (ft/s) _
= 2.12
Coeff. K,M,c,Y,k
_
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 764.73
HGL Up (ft)
= 765.20
Embankment
Hw Elev (ft)
= 765.26
Top Elevation (ft)
= 770.00
Hw/D (ft)
= 0.21
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 20.00
_fev ta)
Wet Pond .1100 Barrel
H' Depth (n1
77100
710 00
70300
75$.110
157 00
7C5 00
75s 00
75100
73W
ctrculuculvert HGL cmbe x
Reashl8)
600
500
400
3.00
zoo
1 W
000
-10D
.zOD
®®®�®®®®®M®®®®®
1®®®®
SEEM
-AA,_ �.inqNNE M .#vro�•y". p�„nga.^..,. ,•a�.��.t :`;�®®®®®
Vee ®M®®
Cgdem +M,Fd;1C .. as t'"•Mv P rear^;.. z, qw,,:°s ., . s •"?�®®
In ONE
,N■.®
®�®®s®MEMMEMEMEME�
ctrculuculvert HGL cmbe x
Reashl8)
600
500
400
3.00
zoo
1 W
000
-10D
.zOD

Project Name:
Ballast Pad Design:
RJH Ref #2506
Riser Size (3 5'x3.5'0 D ):
Riser Size (2.5'x2.5' I.D.):
Barrel Size:
Top of Basin:
Bottom of Basin:
Principle Riser'Pleir
Top of Riser Structure:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Bottom of Barrel
A.—p—
­,­,
-sumpcnso (ant/ m aftxt.i" �maf �lw basnsWcv�s
• Untmig Iof concrete at 150 ibttl
• wp, of Yq W, -d suppots not w_l _ n raY _
.I
Larkin Golf Course Ph. 6B
BNIP'Net Pond #100
761' Bottom of Basin
Ballast Pad
Uplift at Peak Elevation:
770' Top of Basin
Peak Elevation =766.5 ft - 764 ft.
1' Spillway
Height .ill "
1225 ft' 769' Soillwav Elev.
IIiI.
Uplift Force= 1911 Ib
6.25 ft2 766.5' Riser Weir `' =
Volume of Concrete Required to Stabilize Riser.
15 in
3'xT OD Box
Volume of Concrete Within Riser:
770 ft_p j>n
Weight of Concrete Within Riser:
[(3.5'x3 5'x2.5')-(2.5'x2.5'x2.5')+(3.5'x3.5'x1'-0.5')lxl50 IbslfN-
3168.75 Ib
Volume of Concrete Within Riser.
761 ft.
766.5 fL
3168.75 lbs X 11150 ibslft'=
21.13 W
768 ft. 25 r'+z
lJltfil�'.'l�lf1`
4"x6"x6"=
764 ft Af,»^�
2 X'1.75" O.D. X 6'=
-0.02 ft'
' Total volume of concrete in nser =
19.99 ft
Volume of additional ballast needed =
-7.25 W
765 ft
Volume of Concrete Within Ballast Pad:
1
4'x4'x1'
aA#sr-u +
76'r Bottom of Riser structure
. ti
tnGxrg:y-,.caerr�• S,.% ti.
„r4
Buoyancy of Ballast Pad:
761' Bottom of Basin
Ballast Pad
Uplift at Peak Elevation:
Peak Elevation =766.5 ft - 764 ft.
Peak Elevation = 2.51t
Uplift_Force= (62.4 Ib/f 3)(2.5')(12 25ftt)
Uplift Force= 1911 Ib
Volume of Concrete Required to Stabilize Riser.
1911 lbs X 1/150 IbslfP=
12.74 ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3.5'x3 5'x2.5')-(2.5'x2.5'x2.5')+(3.5'x3.5'x1'-0.5')lxl50 IbslfN-
3168.75 Ib
Volume of Concrete Within Riser.
3168.75 lbs X 11150 ibslft'=
21.13 W
15" O.D_ RCP X 6'=
-1.04 ft'
4"x6"x6"=
-0.08 ft'
2 X'1.75" O.D. X 6'=
-0.02 ft'
' Total volume of concrete in nser =
19.99 ft
Volume of additional ballast needed =
-7.25 W
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x4'x1'
16 fe
Weight of Concrete Within Ballast Pad:
12.25ft' x 150 IbIV =
2400 lb
Buoyancy of Ballast Pad:
62.4 Ib/ft' x 1225 ft' =
998.4 Ib
Stone Bedding 15 in. RCP
-A-- base d.— in proel5t— 3 wit: nava yet to M rmmve1
Outlet barrel connection
Weir at 766.50
Onfice at 765.00
=12.74 ft' -1999ft
'Asoma 15• LD pm — 19 5'0 0
•assume eer hegnt erdsat pr -4. aavaecn
•A:: �t Of sod our aur Ppng dvN cfb Mpad¢M919-
•Assume Balla Rd has Wvtw :2 water MJd A9k . .cim=1
Total Weight of Concrete in Riser Incld. Ballast = 5398 Ib = (19.99ft' + 16ft') x 150 Iblft'
Total Weight Required to Prevent Uplift = 2909.4 ib = (19111b + 998 4)
Factor of safety = 1.86

Project Name: Larkin Golf Course Ph. 6B
Location: Iredell County, North Carolina
Description: BMP Wet Pond #100
Runoff Discharge Information
Q10
0.'8931efs
Pipe Dia.
b
= 1'5in.
Apron Sizing
Length
= i ' to: ft.
Width
= 11.25 ft.
31)o a Pipe
= 3.75 ft.
t
Rlprap Stone Siring (00)
d50 Size (Avg) _ 0.5' ft.
d50 Size (Max.)* 0.75 t't.
Min. Depth*k = 1.125 ft.
equal to 1.5*d50 average stone size
** min. depth no less than 15"
NOTES:
Riprap Discha
o
s-
outiot W 0,,Ld
1
1 po
0 p �� ,�•ii ���� .i'
I ,n tut)
Ursctt�trc7t� (tt'�/ser)
Date: 4/28/2017
By: M.Johnson
i
LO 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*00 maximum riprap stone size, but in no case shall be less titan 15" in depth.
1
30 Abbreviations: La = Length of riprap apron in feet (determined trom chart)(10, min.)
Do = Size of outlet pipe (discharge pipe fi•om storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3130 = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
I'
U
tGOO

Bottom Pond
B. Shelf
Pool
T. Shelf
Weir
Spillway
Top Pond
PROJECT NAME:
Larkin Golf Course Ph. 613
DATE:
28 -Apr -17
PROJECT #•
2506
DESIGNER:
iVI. Johnson
DESCRIPTION:
BMP Wet Pond #200
ENGINEER:
P. Murphy
PERMANENT POOL STORAGE VOLUME:
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUIVI.
VOLUME
(C.F.)
781.00
680
0.0
0
0.00
782.00
1,130
1.0
895
895
783.00
1,666
2.0
1,389
2.285
784.00
2,286
3.0
1.968
4.252
784.50
2.627
3.5
1.227
5,480
785.00
4,438
4.0
1,747
7.226
785.50
5,241
4.5
2,417
9.643
786.00
5,713
5.0
2,738
12,381
787.00
6,699
6.0
6.199
18,580
788.00
7,741
7.0
7,213 1
25,794
729.00—
&N
5:0
8.284-
790.00
9.995
9.0
9,412
43,489
*Surface areas do not include Forebay, but does include area above 784.50 contour for total basin
* Does not include F of sediment storage

Bottom
Top
PROJECT NAME:
PROJECT #:
DESCRIPTION:
Larkin Golf Course Ph. 6B DATE: 28 -Apr -17
2506 DESIGNER: M. Johnson
BMP WSt Pond #200 ENGINEER: P. Murphy
PERMANENT POOL STORAGE VOLUME:
--®-®-
•

Larkin Golf Course Ph. 613
BMP Wet Pond #200
April 28, 2017
Drainage Area:
5.01 Acres
Impervious Area.
1.05 Acres
% Impervious:
20.98 Percent
Average Pond Depth.
2.92 Feet <— Equation from 10.3.4 NC DEQ
Where: Bottom Shelf=, 2,627 sq. ft
Permanent Pool= : 4,438# sq. ft
Bottom Pond 680; sq. ft
Depth=, 4.0, ft
SA/DA:
071 Table 1 (%) 201 = 0.69
30i _ 0.94
Required Surface Area =
(0.71/100) X (5.01Acres) X (43,560 S.F_JAcr_e)
= 1,560 Sq.Ft. (01<--SeeSurface AreW f P rmanent Pool ='4,438 sq.ft.)
Runoff Coefficient =
0 05 + (0.009 X (20.98)) - % Impervious
_ - 02391n./in - -
Volume (To Be Controlled) =
Design Rainfall X Runoff Volume X Drainage Area
_ (1 Inch Rainfall) X (0 24 in./in.) X (1/12 feet/in.) X (5.01 Acres) X_(43,560 sq.ft/acre) Y
_is nlease}
788'' MSG when fhereo re
= 4,346 cu(OlC - 4,474 cu.ft._@5.8
.ft.
Release Rate = (4346cu.ft.)/((2 days) X (86,400 sec./day))
0.03 cu.ft./sec.
From Hydrograph Model (1 Inch Rainfall Modeled As 3 -yr Storm Event)
Peak Discharge Rate = 0.041; cu.ft./sec. (@ 785:54 MSG
Average Discharge Rate = [ (0.000+, 0.041) /2 ] = 0.021 cu.ft./sec.
Time to Drain 1" Rainfall = Volume/Avg Discharge
= (4346 CF) / (0.0205 CFS)
212,000 sec.
58.889 hours
2.45 days
Permanent Pool Volume w 7,226 cuft See Attached Permanent Pool Chart
Required Forebay Volume = (20%) X (7226.37267468043) - Permanent Pool Volume ' At permanent pool level
1,445 cu ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
1,226.jcu.ft.
1696% (OK- Forebay volume should be -minimum 15%to 20%,of

urnFn cfr,rmwater Qesian Manual
Table 1: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
CqVer
i 0.51
0.:3 0.37 0.30
027
0 25
= -2 - -- 00/0 O Ew
0.62 0 61 0.51
- -
0-44
-
0.40
-.
30°!0 1 17
-
0.84 0:72 -
_ 0.61 .
0.56
- --_40_°!0 1.51
124 109 0.91
0.78
0^71 -
50°!0' - 1.79
151 131 1:13
0.95
O.Si
-60°/n' 2.09 :- -� -1.77--
- 1.49 1.31-�
- 1.12_
.- -1.96
70°h 251
2.78_
`
t.17- .,
_1.34
80- - - - -+ - 2 42
- i 2.07- 1.82'a
1.62
. - -1,40
-_3_25
'4
2.fr 2.31 2 04
_TA
3.65: -
`4
�90oy
_ r 100 Yv '� 5.55
2.7 2.52. 2.34 - ?
-
: ; 2.04
- -1.75 J
Table 2: Coastal SAIDA Table (Adapted from Driscoll, 1986)
10% '
0,78
20% _ r
--148 _
30%
-0.87 _ .
96
- 50% W i
3.65
6C ",o _
4.35
T 70% - -
: 5.22.
80°!0
5.92
go. J
6.53
100'!0
713
C-3. Wet Pond
4.D50 6.0 7.0 80
_ - Revised: 4-18-2017
M044
6 ---
-
- - 0
-0.87 _ .
0.70 .�
_ _- -0.52 _
'US
1.e5
1.39
1;13
w 0.87 -
V - 70
_
1.83
1.39 -
_. 0.96
l 0.73_
2.87
-" _2.35_..--
t 1.83'
1.31 '-
.- -1.96
3.31
2.78_
2.26,
_1,T4
t.f3_
3.22
2.52
t 83 . _
. 1.31
s.52
3.65: -
`4
2.78
5.05
-
1&
2.96
= 2.4»
1.7:
92
1.87
3.83
'2.73
1.83
_ - Revised: 4-18-2017

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Wet Pond Barrel #200
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
'_Rv (ft)
79100
790 PO
709 CO
7sa oD
7,T700
706 W
735 DD
734 00
731CO
7a2 00
7a1 w
= 782.00
Calculations
= 49.00
Qmin (cfs)
= 2.04
Qmax (cfs)
= 783.00
Tailwater Elev (ft)
= 18.0
y °•`ti
= Circular
Highlighted
= 18.0
Qtotal (cfs)
= 1
Qpipe (cfs)
= 0.013
Qovertop (cfs)
= Circular Concrete
Veloc Dn (ft/s)
= Groove end projecting (C)
Veloc Up (ft/s)
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
= 790.00
Hw/D (ft)
= 10.00
Flow Regime
= 20.00
Wet Pond Barrel #N10
Wednesday, May 17 2017
= 0.42
= 0.42
= (dc+D)/2
= 0.42
= 0.42
= 0.00
= 0.40
= 2.31
= 782.87
= 783.24
= 783.31
= 0.20
= Inlet Control
ft Depth (ft)
C(rcWuCt�vct HGL EmOnnY
R.O. kft)
y °•`ti
®®®®�ar��
.",°aay.�a;�rymaur. arm...w..:.eA�®®
:''t"q :!�°'Y"�,•®yA^p fa:."."•�,oN:,".., .rRcp:�:. �. "w. /±w n ,N
®®®-i/'.
C(rcWuCt�vct HGL EmOnnY
R.O. kft)

Project Name:
Ballast Pad Design:
RJH Ref#2506
Riser Size (4'x4' O D.):
Riser Size (3'x3' I.D.):
Barrel Size.
Top of Basin:
Bottom of Basin:
Principle Riser Weir:
Top of Riser Structure:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Bottom of Barrel
as:tanorw�s
buoy�yn Jf`C-U-�CGiv.AsasRncaera
-Unln g of xrvNa at:5:AY
' SVe�nt of bo... -art! ai„R-: �s�A n csoGve
.1
Larkin Golf Course Ph. 6B
BMP Wetpond #200
16 ft'
9 ft'
18 in
790 ft
781 ft
786.5 ft.
788 ft.
783 ft.
1 ft.
783 ft.
783' Bottom of Riser Structure
(inc++cb'9 Ip -1 6 bassi
789' Spillway Eley.
786.5' Riser Weir
781' Bottom of Basin
Uplift at Peak Elevation:
Peak Elevation =786.5 ft. - 783 ft.
Peak Elevation = 3.5f.
-Uplift Force= -(62.4 Ib/ft=)(33)(16ft )
Uplift Force= 3494 4 Ib
Volume of Concrete Required to Stabilize Riser:
3494 4 lbs X 11150 Ibslft3=
23 296 ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser.
[(4'x4'x3.5')-(3'x3'x3.5'-0.5))xl50lbstft'=
4350 Ib
Volume of Concrete Within Riser.
4350 lbs X 11150 lbs/f"=
2900 ft'
18"0 D. RCP X 6"=
-1.44 ft"
6"x8"x6"=
-017 ft3
2 X'1.50" O.D X 6"=
-0.01 ft'
Total volume of concrete in nser =
2738 ft3
Volume of additional ballast needed =
-4 08- ft3
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4.5'x 4.5'x 1'
20.25 ft3
Weight of Concrete Within Ballast Pad:
12.25ft' x 150 Ib/ft' =
3037 5 Ib
Buoyancy of Ballast Pad :
62 4 Ib/ft' x 12 25 ft' =
1263.6 Ib
35'
Ballast Pad
of Basin
1' Spillway Height
.g 4'x4' OD Box ' g.
i .
V 5 .
Stone Bedding 18 in. RCP
•Asaara 6'barna dedm Precast — S+ d$b wyetm ba —d
•Asvw+a len Ip pare hes Z30D
Outlet barrel connection
Weir at 786 50 asti a,a egnl a. at new! mem
Onfice at 785.00
= 23 296 ft3 - 27.38 ft3
•Asa..-ne ..a�l m:,ou o+"r�+w.r�awns �s^� oe weast ax l: r+e�s�mo
•a.sram ow i1.m bas bboya"ae tea — aeyeeny - e— -t
Total Weight of Concrete in Riser Incld. Ballast= 7144 Ib = (27.38f "+ 20.25ft3) x 150 Iblft3
Total Weight Required to Prevent Uplift = 4758 0 Ib = (3494 41b + 1263 6)
Factor of safety = 1-50
6'

Project Name:' Larkin -Golf Course Ph. 6B Date: 4128/201'
.ocation Iredell County,, North Carolina By: M. Johnsol
)escription: BMP Wet Pond 6200 - Riprap Discharge A ron
Runoff Dkehar a Information
Q10 MY cfs
Pipe Dia. — P fir.. 9x18 in.
1`A_6,rofi:Si Wn
ft
Length
Width = 11.5 ft.
3Do (r, Pipe = 4.5 ft. 2
I�R*ipra_pStone Siang (60)
(150 Size (Avg) = l v �.._ 0 5 ft.
(150 Size (Max.)* 0.75 ft.
Min. Depth** = 1.125 ft.
n equal to 1.5*d50 average stone size
** min. depth no less than 15"
tarnTV.c-
IIi''�1i;I;•�I"' :f ikiC;L'I�
Inure
10 20
11
M=
H
.'7 I 'ia 'I..I �I.•i) III,Ii !.I •sill
r l I 1
bo 1U() � 200 )00
lill (uo (01.3 e,)
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 maxinuun riprap stone size, but in no case shall be les 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 rainage 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
4
3
H
1._: 0
1000
1
�iliV
'IIII�1
10 20
11
M=
H
.'7 I 'ia 'I..I �I.•i) III,Ii !.I •sill
r l I 1
bo 1U() � 200 )00
lill (uo (01.3 e,)
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 maxinuun riprap stone size, but in no case shall be les 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 rainage 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
4
3
H
1._: 0
1000

Bottom Pond
B. Shelf
Pool
T. Shelf
Weir
-Spillway
Top Pond
PROJECT NAME:
Larkin Golf Course Ph. 6B
DATE:
28 -Apr -17
PROJECT #:
2506
DESIGNER:
NI. Johnson
DESCRIPTION:
BVIP Wet Pond #300
ENGINEER:
P. Murphy
PERMANENT POOL STORAGE VOLUME:
*Surface areas do not include Eorebay, but does include area above 768.50 contour for total basin
* Does not include F of sediment storage
CONTOUR
ELEVATION
INCREMENTAL
ACCUM.
ELEV.
(FT.)
AREA
(S.F.)
DIFFERENTIAL
VOLUME
VOLUME
765.00
766.00
767.00
768.00
768.50
769.00
769.50
770.00
771.00
772.00
773_Q0
774.00
-3,480
4,318
5,209
6,155
6,647
9,828
10,985
11,662
13,060
14,514
16,025
17,592
0.0
1.0
2.0
3.0
3.5
4.0
4.5
5.0
6.0
7.0
8.0
9.0
0
3.891
4,757
5,675
3.200
4,093
5,201
5.661
12,355
13,781
- - 15,263
16 S0
0.00
3,891
8,648
14,323
17.523
21,616
26,816
32,477
44,832
58,613
73,876
90.678 —
*Surface areas do not include Eorebay, but does include area above 768.50 contour for total basin
* Does not include F of sediment storage

Bottom
Top
PROJECT NAbIE: Larkin Golf Course Ph. 6B DATE: 28 -Apr -17
PROJECT #: 2506 DESIGNER: M. Johnson
DESCRIPTION: B1IP `Vet Pond #300 ENGINEER: P. Murphy
PERMANENT POOL STORAGE VOLUME:
11
..

SAIDA:
Required Surface Area
Runoff Coefficient
<— Equation from 10.3.4 NC DEQ
Where: Bottom Shelf= " `6,6471 sq. ft
Permanent Pool= , , ^ 9,k& sq. ft
Bottom Pond ,• - 3,480, sq. ft
Depth= 4.0 ft
1.29 Table 1 (%) �_ 40� _ _ 1.24'
(1.291100) X (7.13Acres) X (43,560 S.F./Acre)
3,998 Sq.Ft (OK_ See Surface,Afea of Permanent Pool =9 8 8
sgft)
0.05 + (0.009 X (41.74)) - % Impervious
0.426 in.fin.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1 Inch Rainfall) X (0.43 in./in.) X (1/12 feet/in.) X (7.13 Acres) X (43,560 sq_ft/acre)
11,020 cu.ft (OK -11,127 cu.ft. @.770.02' MSG when there is na release) "
Release Rate = (11020cu-ft)/((2 days) X (86,400 sec /day))
0.06 cu.ft./sec
From Hydrograph Model (1 Inch_ Rainfall Modeled As 3 -yr Storm Event)
Peak Discharge Rate = 0.119, cu.ft./sec. (@ 769.63 MSG)_ -
Average Discharge Rate = [(-6-000+,0.119)/2]= 0.060 cu.ft./sec
Time to Drain 1" Rainfall = Volume/Avg Discharge
= (11020 CF) / (0.0595 CFS)
185,211 sec.
51.447 hours
2.14 days
Permanent Pool Volume 21,616 cu.ft. See Attached Permanent Pool Chart
Required Forebay Volume = (20%) X (21615.8499997861) - Permanent Pool Volume * At permanent pool level
4,323 cu.ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
3,753.I cu.ft.
17.36% (QK - Forebay volume"should be minimum 15%to 20% of = .h
z
Larkin Golf Course Ph. 6B
BMP Wet Pond #300
April 28, 2017
Drainage Area.
7.13 Acres
Impervious Area:
2.98 Acres
% Impervious.
41.74 Percent
Average Pond Depth.
3.47 Feet
SAIDA:
Required Surface Area
Runoff Coefficient
<— Equation from 10.3.4 NC DEQ
Where: Bottom Shelf= " `6,6471 sq. ft
Permanent Pool= , , ^ 9,k& sq. ft
Bottom Pond ,• - 3,480, sq. ft
Depth= 4.0 ft
1.29 Table 1 (%) �_ 40� _ _ 1.24'
(1.291100) X (7.13Acres) X (43,560 S.F./Acre)
3,998 Sq.Ft (OK_ See Surface,Afea of Permanent Pool =9 8 8
sgft)
0.05 + (0.009 X (41.74)) - % Impervious
0.426 in.fin.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1 Inch Rainfall) X (0.43 in./in.) X (1/12 feet/in.) X (7.13 Acres) X (43,560 sq_ft/acre)
11,020 cu.ft (OK -11,127 cu.ft. @.770.02' MSG when there is na release) "
Release Rate = (11020cu-ft)/((2 days) X (86,400 sec /day))
0.06 cu.ft./sec
From Hydrograph Model (1 Inch_ Rainfall Modeled As 3 -yr Storm Event)
Peak Discharge Rate = 0.119, cu.ft./sec. (@ 769.63 MSG)_ -
Average Discharge Rate = [(-6-000+,0.119)/2]= 0.060 cu.ft./sec
Time to Drain 1" Rainfall = Volume/Avg Discharge
= (11020 CF) / (0.0595 CFS)
185,211 sec.
51.447 hours
2.14 days
Permanent Pool Volume 21,616 cu.ft. See Attached Permanent Pool Chart
Required Forebay Volume = (20%) X (21615.8499997861) - Permanent Pool Volume * At permanent pool level
4,323 cu.ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
3,753.I cu.ft.
17.36% (QK - Forebay volume"should be minimum 15%to 20% of = .h

m(-nFt7 Star rvn. ter Reston Manual
Table 1: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
Permanent Pool Aver2ge Depth (ft)
10' 0.54 0.,3 0,37 0.30 0.27 0.20 -
20% 0.&» - 0.69 0.61 0.51 0,11 - OAO
3a-,_ 1:1 e" Q a4 0.84 -0.72 0.61- 0.56
1.51 '12, 1.09 0.91 0.78
50 - - 1.79 ' - - - =1.31 1 i - 1.13 _ 0.95 0.87-
2.09 177 1.49 - : -1.31 1.12 I 1.03 = -
70% 2.51 209 1.80
`2.41 -i 2.07 _. 1 1.82
82 1.62 &2
80cr, -_ - 2 92 - _ __ _ _ _ _
90`.S 3.25 2_o-:_ _ 2c31
22 -{ 2-64204 _ 1.84 2.04---- - - 1.59 J
'1Q0"o y 3.55 f2.73 .5- .34
Table 2. Coastal SAIDA Table (Adapted from Driscoll, 1986)
DepthPennanent Pool Average
10°e 0.78 . _ 1 .. _ O.ol = 0.44 _ 0 - 0 - ----0
2v'w- 1 118 - _ 1 _G: _ _037 _ - O.7. 0.52
_. -3G�, 2. 98 - { 1.65 _ 1.39 - J 1.13 v 0.87- - 0.70
1.83 _ I . 1.39 - - 0.96 _ 4.78 . -
- 50% 3.065 2,87 1 - 2.35 . - :1.83 1.31 ? 1 97
3.31 - 2.782.20 1,7 i - _ _ 1.13
7EY 9 522 3.52 322 2.52 f 83- - ` x:1.31
8Cfi;
5.92 4.52. 3`65 2.78 1.91 1.57 ;
90% .3.53 5.05 -4.18 2.96
n 10113
7.13 5.92 4.82 -7 3.83 2,78 1.83
C-3.'tlet Pond 7 Revised: 4-18-2017

Culvelrt Repoft
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Wednesday, May 17 2017
Wet Pond #300 Barrel
Invert Elev Dn (ft)
= 768.00
Calculations
= 1.08
Pipe Length (ft)
= 46.50
Qmin (cfs)
= 1.08
Slope (%)
Invert Elev Up (ft)
= 2.15
= 769.00
Qmax (cfs)
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 1.08
No. Barrels
= 1
Qpipe (cfs)
= 1.08
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 0.38
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 2.00
_
Coeff. K,M,c,Y,k
0.0045,-2,-0.-0317,-0.69, 0.2
HGL Dn (ft)
—769.42
HGL Up (ft)
= 769.42
Embankment
Hw Elev (ft)
= 769.49
Top Elevation (ft)
= 774.00
Hw/D (ft)
Flow Regime
= 0.20
= Outlet Control
Top Width (ft)
= 10.00
Crest Width (ft)
= 20.00
Hw Death (h)
600
Soo
;co
300
2 DO
too
0 DO
-100
.2 co
Y graiar G9vert NGL Raw (ft)

Larkin Golf Course Ph. 6B
Project Name:
Ballast Pad Design: BMP Wetpond #300
774' Top of Basin
RJH Ref #2506
``
V Spillway Height ,; •'
Riser Sze (5 5'x5.5'0.D 30.25 ft'
773' Soitiwa Elev. n
;" 5 6x5 5
Riser Size (4 5'x4.5' I D.) 2025 ft'
770.5' Riser Weir
"oma OD Boxnil�l
Barrel Size: 30 in
t 0;
Top of Basin- 774 ft
ft
•i�],i,,
Bottom of Basin: 765
p.�� .yw c3 •- ,,{,IIS _ , q'
Principle Riser Weir- 7705 ft
Top of Riser Structure 772 ft
3 5'
� � st „, • a:' li°: r(Ilij
Bottom of Riser Structure: 767 ft.a^°
,#�" _
k fi
Spillway Height from top of Basin. 1 ft
°
Bottom of Barrel 769 ft.
a �s� 2'
� �fc t •� .
• W abtJ
a..:um;as 767' Bottom
of Riser structure
• f
�vry"c/m u:stmW t9n of AV Cain structure (I"cLOTq YFxa,eysvl
�:'�ti'
' L"rt �e.rjitvi conasta az 150 Aft•
-1Vc+ytf cf tep 5b0 aM a,�5(at n4.aad m 'tlal tm
765' Bottom of Basin
Uplift at Peak Elevation:
Ballast Pad Stone Bedding 30 in. RCP
Peak Elevation =770 5 ft. - 767 ft.
Peak Elevation = 3.5ft
-Uplift Force= (62.4 Iblft')(3_5')(30 25ft")__ _
Uplift Force= 6fi06.6 Ib
Volume of Concrete Required to Stabilize Riser:
6606 6 lbs X 11150 Ibslft'=
44 044 ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser,
[(55'x5-5'x3.5')-(45'x4.5'x35')+(55'x5.5'x2'-05')]xl 50lbs/ft'=
1205625 Ib
A•� .ss�n� a�� zi"�susa:mw roe","tea
Volume of Concrete Within Riser-
12056 25 lbs X 11150 Ibslfe=
8038 fP
.,,",—M. ID pMh" ,7oD
30" O D. RCP X 6"=
-373 ft'
Outlet barrel connection
8" x 16" x 6" =
-0.44 ft'
Weir at 770 50
2 X'2 50" O D X 6"=
-001 ft
Orifice at 769 00
Total volume of concrete in riser =
7618 ft'
Volume of additional ballast needed =
-3214 ft'
= 44.044 ft' - 76.18 ft'
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad
6'x 6'x 1'
36 fi'
`61—n"anastaw i: sqbl"
Weight of Concrete Within Ballast Pad.
12 25ft' x 150 Ib/ft' =
5400 Ib
Buoyancy of Ballast Pad
62-41b/fN x 12.25 ft' =
22464 Ib
Wd
•n_mn :+ate"�"bar ­rr"m�"esl�u"aft ­btdm""ice
Total Weight of Concrete in Riser Incld. Ballast =
16828 Ib
= (76 18W + 36ft3) x 150 Iblf `
Total Weight Required to Prevent Uplift =
88530 Ib
= (6606.61b + 2246.4)
Factor of safety =
1.90

Project Name: Larkin Golf Course Ph. 6B Date: 4/28/2017
Location: Iredell County, North Carolina By: M. Johnson
Description: BMP Wet Pond,#300 - Riprap DischarE a Apron
3 to
Runoff Discharge luformation 4_ �li i j
GulletH Ilu ' La Ju
t—
Q10 = 4.741Cfs L&rnalei (lJO)80
Pipe — ` 361 in.
1 ape Dia.
Apron Sizinglel
0S,l �� � i � I„y'b�� '�i^' ”' ����€'` ti,\`�+''"I r�� !'h'•'l iili
.I •'�i''j"� r� �f �i�i I Illi ( ''I
Length = 16 ft.
,I, Illi i, 1, I ' I' I ♦�'l �I�;iyliAl€ p''��`���'il '�II'�' IIi,4l, i',�II�,I,'i
'fl
ft
Width = 18.5 .
31)o((t)Pipe
l'�',
I I•I I � t l I
7.5 ft.
10
,,I,It
Ri pra p Stone Sizing (d50)
p t i�� � + I 4��� I r. 1�,,;1,i� ;l�i �'� €I1;:�,'''1� .�I;� �*+yf.�� ��i,l `� )1; ('rfi�y�.i•'
•� ,�, t � I ii � I li! .nom>1y � �i� k�I I� P' ;,.� , sd� , I��
- ;�, �'' li d' � i i ��• I. ,I I: ;(;�;; �;i,i�, �� tl. � ``,Il.f� ��t 'j i i;,,
I I, 1. , � () I.;,I I 'I„ I I l,. i� 'I Iv- Fly"}Y •"'' t'y is +'�,k j�r� �..�' I� � '�I. I�
I I � i; i I i I' i I i i} ' I I I l ' i" d 'd9 111 •'r=l,i'`y.{«k nb rry j I p' .t 4 .f I �r`, ' ,,I , i i i II'i 1`',
(150 Size (Avg) O.S; = ft.
A 'ti; I1 � � .I� Ill � Ili 'i I � v �` .. . r• `� � di. .+tt, ��r 'l i.�1` `". �; .{.� I• I„i!� I' I 'j' i !, 1
(150 Size 0.75 ft.
Min. Depth” = 1.125 1't.
* equal to 1.5*d50 average stone size 3 ti 10 20 '" nut 'm '00 1000
** min. depth no less than 15" t?Isclt2t gig ttt /sc;C)
NOTES:
LO Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location,1 including sediment basins.
2.0 Min. depth shall be equal to 1.5*00 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 ti•om storm drainage system in feel or inches)
W = Width of riprap apron in feet (at end Vurthest ti'oln Outlet pipe discharge)
3Do = Width of rip rup apron in feet (tit outlet pipe)
d50 = Size of stone in feet

Bottom Pond
B. Shelf
Pool
T. Shelf
Weir
Spil4way
Top Pond
PROJECT NAME:
Larkin Golf Course Ph. 6B
DATE:
28 -Apr -17
PROJECT #:
2506
DESIGNER:
LNI. Johnson
DESCRIPTION:
BMP Wet Pond #400
ENGINEER:
P. Murphy
PERMANENT POOL STORAGE VOLUME:
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUrI.
VOLUME
(C.F.)
759.00
760.00
761.00
762.00
762.50
763.00
763.50
764.00
765.00
766.00
—76-7-.00–
9,745
10,843
11,983
13.166
13,773
19,483
20,975
21,892
23,769
25,702
—27,692_
0.0 1
1.0
2.0
3.0
3 5
4.0
4.5
5.0
6.0
7.0
8.0
1 0
10,289
11,408
12,570
6,734
8,273
10,112
10,716
22,824
24,729
26,691
0.00
10,239
21,693
34268
41.002
49,275
59,387
70,102
92,926
117.655
144,346
768.00
29,738
9.0
28,709
173,055
*Surface areas do not include Forebay, but does include area above 762.50 contour for total basin
* Does not include l' of sediment storage

PROJECT NADIE:
PROJECT #:
DESCRIPTION•
Larkin Golf Course Ph. 6B
2506
BMP Vet Pond 4400
DATE:
DESIGNER:
ENGINEER:
28 -Apr -17
M. Johnson
P. Murphy
PERMANENT POOL STORAGE VOLUME:
CONTOUR
ELEVATION
INCREMENTAL
ACCUM.
ELEV.
(FT.)
AREA
(S -F.)
DIFFERENTIAL
(FT.)
Forebay #1 (NAV)
VOLUME
(C.F.)
VOLUME
(C.F.)
Bottom
Top
759.00
760.00
761.00
762.00
762.50
587
887
1.237
1,638
1,858
0.0
1.0
2.0
3.0
3.5
0
732
1.057
1.433
873
0.00
732
1.789
3,222
4.095
Forebay #2 (SE)
Bottom---
Top
--
759.00
760.00
761.00
762.00
762.50
587
887
1,237
1,638
1,858
0.0
1.0
20
3.0
3.5
0
732
1.057
1.433
873
-0:00-
732
1,789
3,222
4,095
--

Larkin Golf Course Ph. 613
BMP Wet Pond #400
April 28, 2017
Drainage Area:
Impervious Area:
% Impervious:
Average Pond Depth:
SA/DA:
Required Surface Area =
12 84 Acres
6.56 Acres
51.09 Percent
3.84 Feet <— Equation from 10.3.4 NC DEQ
Where: Bottom Shelf= 13,773 sq. ft
Permanent Pool= 19,483' sq. ft
Bottom Pond 9,745 sq. ft
Depth= 4.0, ft
1.54 Table 1 (%) 50
60, = 1.77 }
(1.54/100) X (12.84Acres) X (43,560 S_F /Acre)
8,604 Sq.Ft. (OK - See Surface Area of Permanent Pool =19,483 sq.ft.)
Runoff Coefficient = 0.05 + (0.009 X (51.09)) - % Impervious
= 0.510 in./in.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1 Inch Rainfall) X (0.51 in./in.) X (1/12_feet/in.) X (12.84 Acres) X (43,560 sq.ft/acre) i
23,762 cu.ft (OK - 23,971 cu.ft. @ 764.14` MSG when there is no release)y
Release Rate = (23762cu.ft.)/((2 days) X (86,400 sec /day))
0.14 cu.ft./sec.
From Hydrograph Model (1 Inch_ Rainfall Modeled As 3 -yr Storm Event)
Peak Discharge Rate = 0.263' cu ft./sec (@ 7.63.70 MSG)
Average Discharge Rate = [ (0.000+, 0 263) /2 ] = 0.132 cu ft./sec.
Time to Drain 1" Rainfall = volume/Avg Discharge
_ (23762 CF) / (0.1315 CFS)
180,699 sec.
50.194 hours
= 2.09 days
Permanent Pool Volume 49,275 ; cu.ft. See Attached Permanent Pool Chart
Required Forebay Volume = (20%) X (49274 5878709795) - Permanent Pool Volume * At permanent pool level
9,855 cu.ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
8,191 1 cu.ft.
16.62% (OK - Forebay volume should be minimum 15%�to 20-% Of

A!r:nPO Stormwater Desuln klanuai
Table 1: Piedmont and Mountain SAIDA Table (Adapted from Driscoll, 1986)
100/0
0.51
0.43
20%
0.84
0.69
30a16
1.17
o a
40%
1.51
1.24'
1.09
0.91
0.78
0.71
2.09
1,77-
.7770%
70%
2 5t
2A9
1.31
1.12
1.03
90%
3.25- -
?2.64
1 Q0°lo
- 3.55 =
- 2.79
so so 7.0 a.a
0.37
0.30 -
0.27
0.25
0.61
0.51
Q 44
0.40
0.84
0.72
0.61
'60% , , 4.35 3-31 , . 2.78 -
1.09
0.91
0.78
0.71
1 31
1.13.
0.95
^0.87
-1.49
1.31
1.12
1.03
180 -
1.56
1.34
1.17
2.07 1
-�
3.82
1.62
i _ _1.40
2.31
- 2.01
1.84
1:59
2.:z2.34
- 2.04
1-5 - -
Table 2: Coastal SAIDA Table (Adapted from Driscoll, 1986)
rulvzi" 'l
Impervious -
Cover
10% c.0.78 0,61 0.44-
- 1.04 0 87
- 070 m0.52
30°!0 ;2.18 1.65 1.39
1.13 0.87 ` 0.70 ------
-0.78
40°!0 2.°6 2 26 1.83
-
1.39- -0.96
50% 3 65 2.87 2 35
1.83 1'.31 :- 1:96 .
'60% , , 4.35 3-31 , . 2.78 -
2.26 - 1,74 _ - _ 1.1-
--
,70% i ;. 5.22 3.92 322
2.52 -J 1.E3 - _ _t.3t
80%5.92 G.52 3.65
2.78 1.91 1.57
90% 6.53 5.05 4.18
2.96 2.4» 1.74
100°fa 713 5.92 4,8r'
-3.83 2.78 _ 1.83
C-3. Wet Pond 7 Revised: 4-18-2017

Culvert Report
Hydraflow Express Extension for Autodesk(O AutoCAD® Civil 3D@ by Autodesk, Inc
Wet Pond #400 Barrel
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
7w M
IM. DD
7-U DO
i cc DD
7 -.&DD
784 DO
Toa DD
75:.DD
T-. IM
= 762.00
= 66.00
= 1.52
= 763.00
= 36.0
= Circular
= 36.0
= 1
= 0.013
= Circular Concrete
= Groove end projecting (C)
= 0.0045, 2, 0.0317, 0.69, 0.2
= 768.00
= 10.00
= 20.00
Wet Pond 9400 Barrel
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, May 17 2017
= 5.59
= 5.59
= (dc+D)/2
= 5.59
= 5.59
= 0.00
= 1.21
= 4.07
= 763.87
= 763.75
= 763.98
= 0.33
= Inlet Control
HW Capth M)
Ckw1ar C.1—t HGL _.Dank
Beech (R)

Project Name:
Ballast Pad Design:
RJH Ref #2506
Riser Size (6'x6'0.D.)'
Riser Size (5'x5I.D.).
Barrel Size.
Top of Basin
Bottom of Basin -
Principle Riser Weir.
Top of Riser Structure.
Bottom of Riser Structure.
Spillway Height from top of Basin:
Bottom of Barrel
ASeumpLMp
beWaas'I •n allect and ximm of No W An pUYctlIIe
Uitt wcyri pf ccncreto aI 1501bg'
'Ney l M Ip0 9agand suppc0p net NCLded m 3kulaKn
Uplift at Peak Elevation:
Peak Elevation =764.25 ft. - 761 ft.
'W
Larkin Golf Course Ph. 6B
BMP Wetpond 9400
Uplift Force= (62 4 Iblft')(3 25')(36ft')
768' Top of Basin
Uplift Force= 7300.8 Ib
Volume of Concrete Required to Stabilize Riser:
1' Spillway Height
ILII
36 W
767' Spillway Elev. Ilii.
Volume of Concrete Within Riser:
25 ft'
764 25' Riser Weir
36 in
'.a'r 6'x6' OD Box
Volume of Concrete Within Riser
768 ft
13462 5 lbs X 11150 lbs/ft'=
89.75 ft'
759 ft.
�?i®v` lj;i,
4.
764.25 ft
-008 ft'
766 f.
325'
Volume of additional ballast needed =
761 ft.',
,>
Volume of Concrete Within Ballast Pad:
65'x65'xV
763 ft.
+'':s o'
12.25ft' x 150 lb/ft' =
63375 Ib
r�
761' Bottom of Riser Structure
26364 Ib
+
'
gr�,eng;ypxald da•„e)
.. ltid.::~~
759' Bottom of Basin
Peak Elevation = 325ft.
Uplift Force= (62 4 Iblft')(3 25')(36ft')
Uplift Force= 7300.8 Ib
Volume of Concrete Required to Stabilize Riser:
7300 8 lbs X 1/150 lbs/ft=
48.672 ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser
[(6'x6'x3 25')-(5'x6x3 25')+(6'x6'x2'-0.5')]x150 Ibslft'=
134625 Ib
Volume of Concrete Within Riser
13462 5 lbs X 11150 lbs/ft'=
89.75 ft'
36"0 D. RCP X 6"=
-528 ft'
15" x 48" x 6" =
-2.50 ft'
2 X '3.75" O.D X 6"=
-008 ft'
Total volume of concrete in nser =
8189 ft'
Volume of additional ballast needed =
-33.22 ft'
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
65'x65'xV
42.25113
Weight of Concrete Within Ballast Pad
12.25ft' x 150 lb/ft' =
63375 Ib
Buoyancy of Ballast Pad .
62 4 Iblf13 x 12 25 ft' =
26364 Ib
Ballast Pad Stone Bedding 36 in. RCP
•As-.,,. a 5" .r w a A,dedin precast — a vaEs -- rat-- rertro -
-As —W- ID pyaa-s 00
Outlet barrel connection
Weir at 764 25 As vma •_ azp -cya ,aad
Orifice at 763
=48672ft- 8189ft'
-A•_.. f e,yht df wd o­..dapang edgas of baaast pad c negigd{e
-Assume w uet pad Iva t—yance from wear nog ectrg fS embedma,t m s
Total Weight of Concrete in Riser Incid. Ballast = 18622 Ib = (81.89ft' + 42.25ft3) x 150 lb/ft'
Total Weight Required to Prevent Uplift = 9937.2 Ib = (7300 81b + 2636 4)
Factor of safety = 1.87

Project Name: Larkin Golf Course Ph. 6B
Location: Iredell County, North Carolina
Description: BMP Wet Pond #400
C
j a fl
Runoff Discharge Information 4 W,_
DO
Q10 i
'Y
I��LIWt r - 0.b00
Pipe Dia. _ 3,6l in.
I'Apron Sizin �o
C,0N11
Length = ' 20� ft.
Width = 23 ft.
9 ft. 20 i�,►.;��I.;fa:+l��l;l� ' ; I :I,;.: .
3Do Ca), Pipe
Jo'I
(d50)
_
Ri ra Stone Sizing (00)
t.
k 11' I i
;0.6(ft,
d50 Size (Avg) =
* 0.9 ft.
d50 Size (Max.) �;� i(�� I l 'lll,,.li,• = I t1' _ rt r
Min. Depth** = 1.35 it.
* equal to 1.5*d50 average stone size 3 1°
** min. depth no less than 15"
Sn l(tn
Dlscth.lrge Ot jisec)
Date:
By:
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.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chatt)(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
4/28/2017
M.Johnson
!
f
2
I

Larkin Golf Club Ph.6B
ci--- Mrmin/Frr)Clnn rnntrnl PrnleCt Renort
Hydrograph Analysis
Section 6: Water Quality
Hydrograph

Pond Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc v10.5 Thursday, 05/4/2017
Pond No. 1 - Wet Pond #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 765.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00
765.00
0.50
765.50
1 00
766.00
2.00
76700
3.00
768.00
400
76900
5.00
77000
Culvert I Orifice Structures
Contour area (sgft)
5,846
6,955
7,666
9,133
10,657
12,238
13,876
[A] [B] [C] [PrfRsr]
-Rise (in)
= 1x.00____1_75_4.00__000__
[B]
[C]
Span (in)
= 15.00
1.75
6.00
0.00
No. Barrels
= 1
1
1
0
Invert EI. (ft)
= 765.00
76500
766.50
000
Length (ft) -
= 6685
0.50
050
0.00
Slope (%)
= 4.49
000
0.00
n/a
N -Value
= .013
_013
.013
n/a
Orifice Coeff.
= 0.60
0.60
060
0.60
Multi -Stage
= n/a
Yes
No
No
Incr. Storage (cult)
0
3,196
3,653
8,388
9,884
11,437
13,047
Total storage (cult)
Weir Structures
0
3,196
6,849
15,237
25,122
36,559
49,606
Exfil.(In/hr) = 0 D00 (by Wet area)
TW Elev. (ft) = 0.00
[A]
[B]
[C]
[D]
Crest Len_(ft)
= 10.00
20.00
000
0.00
Crest EI. (ft)
= 768 00
769.00
0.00
0.00
Weir Coeff.
= 3 33
333
3.33
3.33
Weir Type
= 1
Ciplti
--
-
Multi -Stage
= Yes
No
No
No
Exfil.(In/hr) = 0 D00 (by Wet area)
TW Elev. (ft) = 0.00
Note Culverl/Cnfice outflows are analyzed under inlet (Ic) and outlet (oc) control Weir risers checked for orifice conditions (io) and submergence (s)
Stage I
Storage I
Discharge
Table
Stage
Storage
Elevation
Clv A
CIV B
CIV C PrfRsr
Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs - cfs
cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
765.00
000
0.00
000 ---
0.00
0.00 __
-. - --- 0.000
0.50
3,196
76550
0.05 is
0.05 is
0.00 -
0.00
0.00 -
-- - - 0.051
1.00
6,849
766.00
0 08 is
0.08 is
0.00 ---
0.00
0.00 ---
- - -- -- 0 075
200
15,237
767.00
0 11 is
0 11 is
0.44 oc -
000
0.00 -
-- - __ 0,548
3.00
25,122
768.00
0 141c
0.14 is
0 93 is ---
0.00
000 ---
--- --- - - 1 062
4 00
36,559
76900
10.80 is
0 02 to
1.23 is --
10 78 s
0.00 -
--- - - 12.02
500
49,606
77000
12.35 is
0 01 is
1.47 to ---
1231 s
6660 - -
- -- - - 80.38

Hydrograph Summary Rep � d aflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
9.954
0.271
1
1
718
905
20,012
15,335
----
1
-----
766.71
----
12,839
Post Wet Pond #100
Wet Pond #100
Wet Pond #100.gpw
Return Period, 2 Year
Thursday, 0514 / 2017

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 05 / 4 / 2017
Hyd. No. 1
Post Wet Pond #100
Hydrograph type
= SCS Runoff
Peak discharge
= 9.954 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 20,012 cuft
Drainage area
= 3.260 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1000
.M
4.00
r M
0.00 6 '
0 2 4
Hyd No. 1
6 8
Post Wet Pond #100
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
M
M
2.00
' ' ' I 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydr®graph
Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10 5
Hyd. No. 2
Wet Pond #100
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 - Post Wet Pond #100 Max. Elevation
Reservoir name = Wet Pond #100 Max. Storage
Thursday, 05 / 4 / 2017
= 0.271 cfs
= 15.08 hrs
= 15,335 cuft
= 766.71 ft
= 12,839 cuft
Storage Indication method used.
Q (cfs)
Wet Pond #100
Hyd. No. 2 — 2 Year
Q (cfs)
1000
10.00
8.00
8.00
6.00
600
4.00
400-
200
2.00
0.00
0 5
® Hyd No. 2
10 15 20 25 30 35 40 45
— Hyd No. 1 ® Total storage used = 12,839 cult
0.00
50
Time (hrs)

5
Hydrograph Summary Re plRyld aflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
2.755
0.055
1
1
718
1147
5,794
5,165
-----
1
---
765.56
---
3,663
Post Wet Pond #100
Wet Pond #100
Wet Pond #100.gpw
Return Period: 3 Year
Thursday, 05 l4 12017

6
Hydrograph Deport
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 05 / 4 / 2017
Hyd. No. 1
Post Wet Pond #100
Hydrograph type
= SCS Runoff
Peak discharge
= 2.755 cfs
Storm frequency
= 3 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 5,794 cuft
Drainage area
= 3.260 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00 '
0 2 4
Hyd No. 1
6 8
Post Wet Pond #100
Hyd. No. 1 — 3 Year
Q (cfs)
3.00
2.00
1.00
I I I ' ' I 10.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydr®graph
Report
7
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc.
v10 5
Thursday, 05 / 4 / 2017
Hyd. No. 2
Wet Pond #100
Hydrograph type
= Reservoir
Peak discharge
= 0.055 cfs
Storm frequency
= 3 yrs
Time to peak
= 19.12 hrs
Time interval
= 1 min
Hyd. volume
= 5,165 cuft
Inflow hyd. No.
= 1 -Post Wet Pond #100
Max. Elevation
= 765.56 ft
Reservoir name
= Wet Pond #100
Max. Storage
= 3,663 cuft
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
0.00
0 5
Hyd No. 2
Wet Pond #100
Hyd. No. 2 — 3 Year
10 15 20
Hyd No. 1
25 30 35 40 45
® Total storage used = 3,663 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
50
Time (hrs)

Hydrograph Summary Re p 9yld aflow Hydrographs Extension for AutoCADO Civil 3D02016 by Autodesk, Inc. v10 5
Hyd,
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
18.15
0 893
1
1
718
785
37,108
32,112
----
1
------
767.58
--
20,983
Post Wet Pond 9100
Wet Pond #100
Wet Pond #100.gpw
Return Period: 10 Year
Thursday, 05 / 4 12017

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10 5 Thursday, 0514 / 2017
Hyd. No. 1
Post Wet Pond #100
Hydrograph type
= SCS Runoff
Peak discharge
= 18.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 37,108 cuft
Drainage area
= 3.260 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Post Wet Pond #100
Q (Cfs) Hyd. No. 1 10 Year Q (Cfs)
21 00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 - 9.00
6.00 6.00
3.00 - 3.00
0.00 -- - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
- Hyd No. 1 Time (hrs)

Hyd rograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v10 5
Thursday, 05 / 412017
Hyd. No. 2
Wet Pond #100
Hydrograph type
= Reservoir
Peak discharge
= 0.893 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.08 hrs
Time interval
= 1 min
Hyd. volume
= 32,112 cuft
Inflow hyd. No.
= 1 -Post Wet Pond #100
Max. Elevation
= 767.58 ft
Reservoir name
= Wet Pond #100
Max. Storage
= 20,983 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
we A$
im
Wet Pond #100
Hyd. No. 2 10 Year
0.00
0 5
Hyd No- 2
Q (cfs)
21 00
KRIM
1500
12.00
M
llll�
3.00
910161
10 15 20 25 30 35 40 45 50
-
Time (hrs)
Hyd No. 1 Total storage used = 20,983 cuft

4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc v10 5 Wednesday, 05/17/2017
Pond No. 1 - Wet Pond #200
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation Beglntng Elevation= 785.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
000
785.00
4,438
0
0
0.50
785.50
5,241
2,417
2,417
100
786.00
5,713
2,737
5,154
2.00
787.00
6,699
6,199
11,353
3.00
78800
7,741
7,213
18,566
4.00
789.00
8,840
8,284
26,850
5.00
790.00
9,995
9,411
36,260
Culvert I Orifice Structures
Weir Structures
[A] [E3] [C] [PrfRsr] [A] [S] [C] [D]
^^0? 50 -6.00
0.04
Crest Len (ft) = 12.00 20.00 0.00 0 -
QSpan
Span (in)
= 18.00
1 50
8.00
0.00
Crest El. (ft)
= 78800 789.00 0.00 0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33 3.33 3.33 333
Invert EI. (ft)
= 783.00
785.00
78650
0.00
Weir Type
= 1 Clplti -- - -
Length (ft)
= 43.54
050
0.50
000
Multi -Stage
= Yes No No No
Slope (%)
= 2.04
0.00
000
n/a
--- --- --- 0 000
0.50
N -Value
= 013
.013
013
n/a
- - 0.00
000 ---
Orifice Coeff.
= 0.60
0.60
0.60
060
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 000
Note Culvert/Orifice outflows are analyzed under inlet (io) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I
Storage I
Discharge Table
Stage
Storage
Elevation
Civ A
CIV B
CIV C
PrfRsr Wr A
Wr B Wr C
, Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
785.00
000
0.00
000
--- 000
0.00 ---
--- --- --- 0 000
0.50
2,417
78550
951 lc
0,04 is
000
- - 0.00
000 ---
--- - - - - 0.039
1.00
5,154
786.00
9 51 lc
0 06 is
000
--- 0.00
0.00 -
- - - - - - 0.057
200
11,353
787.00
9.51 tc
0.08 is
0.80 is
--- 0.00
000 -
--- -- - - 0.885
300
18,566
788.00
9.51 tc
0.10 is
1 79 is
-- 000
0.00 --
-- --- - 1 896
400
26,850
789.00
19 31 is
0.02 is
0 50 is
--- 18 79 s
0.00 --
--- --- --- 1931
5.00
36,260
790.00
21 24 is
0 01 is
0 21 is
--- 21.02s
6660 --
--- --- --- 87.83

I
Hydrograph Summary Re p % aflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc, v10.5
yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
elevation str a used Description
o. type flow interval Peak volume hyd(s) 9
i (origin) (cfs) (m1n) (min) (cult) (ft) (tuft)
1 `SCS Runoff ` 8 375
2 Reservoir 10.363
Wet Pond #200.9pw
1 719 18,125 - --- _-_--- Post Wet Pond # 200
1 _ 841 14,661 1 78675 9,798 Wet Pond #200
Return Period, 2 Year I Wednesday, 051'1712017

2
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD@) Civil 3D© 2016 by Autodesk, Inc. v10.5 Wednesday, 05 / 17 / 2017
Hyd. No. 1
Post Wet Pond # 200
Hydrograph type
= SCS Runoff
Peak discharge
= 8.375 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 18,125 cuft
Drainage area
= 5.010 ac
Curve number
= 68.7
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.12 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
10.00
ffl
MO
will]
2.00
Post Wet Pond # 200
Hyd. No. 1 — 2 Year
a.0o -
0 2 4
Hyd No. 1
Q (cfs)
10.00
M
i s,
2.00
Ulu,
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

3
Hydrograph Repor)
Hydraflow Hydrographs Extension for AutoCAD© Civil 313020116 by Autodesk, Inc v10 5
Wednesday, 05 / 17 / 2017
Hyd. No. 2
Wet Pond #200
Hydrograph type
= Reservoir
Peak discharge
= 0.363 cfs
Storm frequency
= 2 yrs
Time to peak
= 14.02 hrs
Time interval
= 1 min
Hyd. volume
= 14,661 cuft
Inflow hyd. No.
= 1 - Post Wet Pond # 200
Max. Elevation
= 786.75 ft
Reservoir name
= Wet Pond #200
Max. Storage
= 9,798 cuft
Storage Indication method used
Q (cfs)
10.00
. w
400
2.00
0.00 '
0 5
Hyd No. 2
Wet Pond #200
Hyd. No. 2 -- 2 Year
10 15 20
Hyd No. 1
25 30 35 40 45
Total storage used = 9,798 cuft
Q (cfs)
1000
8.00
6.00
4.00
2.00
- 1 0.00
50
Time (hrs)

Hydrograph Summary Re P(Pyrdrtaflow Hydrographs Extension for AutoCADO Civil 3DV2016 by Autodesk, Inc. V10 5
yd.
o.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
1.360
1
720
4,230
------
---
------
Post Wet Pond # 200
2
Reservoir
0 041
1
1441
3,792
1
785 54
2,611
Wet Pond #200
Wet Pond *200.gpw
Return Period: 3 Year
Wednesday, 05/17/2017

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc A 0.5 Wednesday, 05 / 17 12017
Hyd. N®. i
Post Wet Pond # 200
Hydrograph type
= SCS Runoff
Peak discharge
= 1.360 cfs
Storm frequency
= 3 yrs
Time to peak
= 12.00 hrs
Time interval
= 1 min
Hyd. volume
= 4,230 cuft
Drainage area
= 5.010 ac
Curve number
= 68.7
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.12 min
Total precip.
= 2.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00 -`
0 2 4
® Hyd No. 1
Post Wet Pond # 200
Hyd. No. 1 — 3 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
---1 0.00
26
Time (hrs)

Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5
Hyd. No. 2
Wet Pond #200
Hydrograph type = Reservoir Peak discharge
Storm frequency = 3 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 - Post Wet Pond # 200 Max. Elevation
Reservoir name = Wet Pond #200 Max. Storage
Storage Indication method used
Q (cfs)
2.00
1 00
0.00 -,
0 5
— Hyd No. 2
Wet Pond #200
Hyd No. 2 — 3 Year
10 15 20
Hyd No. 1
7
Wednesday, 05 117 / 2017
= 0.041 cfs
= 24.02 hrs
= 3,792 cuft
= 785.54 ft
= 2,611 cuft
25 30 35 40 45
® Total storage used = 2,611 cuft
Q (cfs)
2.00
1.00
1 0.00
50
Time (hrs)

Hydrograph Summary Repgdaflow HydrographsExtension for AutoCAD® Civil 3D®2016byAutodesk, Inc. v105
iyd.
do.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
18.29
1
719
38,577
---
------
—
Post Wet Pond # 200
2
Reservoir
1.775
1
750
34,977
1
787.84
17,427
Wet Pond #200
Wet Pond #200.gpw
Return Period: 10 Year
Wednesday, 05 / 17 / 2017

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10 5 Wednesday, 05 1 17 1 2017
Hyd. No. 1
Post Wet Pond # 200
Hydrograph type
= SCS Runoff
Peak discharge
= 18.29 cfs,
Storm frequency
= 10 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 38,577 cuft
Drainage area
= 5.010 ac
Curve number
= 68.7
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.12 min
Total precip.
= 5.33 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs) Post Wet Pond # 200 Q (Cfs)
Hyd- No. 1 — 10 Year
21.00 21.00
18.00 18.00
15.00 15.00
1
12.00 2.00
9.00
9.00
-
6.00- 6.00
3.00 3.00
0.00 0.001
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
® Hyd No. 1

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2016 by Autodesk, Inc v10 5
Wednesday, 05 / 17 / 2017
Hyd. No. 2
Wet Pond #200
Hydrograph type
= Reservoir
Peak discharge
= 1.775 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.50 hrs
Time interval
= 1 min
Hyd. volume
= 34,977 cuft
Inflow hyd. No.
= 1 - Post Wet Pond # 200
Max. Elevation
= 787.84 ft
Reservoir name
= Wet Pond #200
Max. Storage
= 17,427 cuft
Storage Indication method used.
Wet Pond #200
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 1200
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 2 - Hyd No 1 Total storage used = 17,427 cult

Pond Report
0
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5 Wednesday, 05 / 17 1 2017
Pond No. 1 - Wet Pond #300
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation. Begining Elevation = 769 00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00
76900
9,828
0
0
0.50
76950
10,985
5,200
5,200
100
770.00
11,662
5,660
10,860
2.00
771 00
13,060
12,353
23,214
3.00
772.00
14,514
13,779
36,993
4.00
77300
16,025
15,262
52,255
5.00
774.00
17,592
16,801
69,055
Culvert I Orifice Structures
Weir Structures
[A] [S]
[C]
[PrfRsr]
[A]
[Bl
[C]
[D]
- - Rise (in) = 30.00 _-2.50---6.
Q
0 00
_Crest
Len (ft) = 1800
2000
0.00
000
Span (in) = 30.00 250
1600
000
Crest EI. (ft) = 772.00
77300
000
0.00
No. Barrels = 1 1
1
0
Weir Coeff. = 3.33
333
3.33
3.33
Invert EI. (ft) = 769.00 76900
77050 000
Weir Type = 1
Ciplti
-
--
Length (ft) = 46.50 050
050
0.00
Multi -Stage = Yes
No
No
No
Slope (%) = 2.15 0.00
0.00
n/a
N -Value = .013 .013
.013
n/a
Orifice Coeff. = 060 060
060
0.60
Exfil.(Inlhr) = 0.000 (by
Contour)
Multi -Stage = n/a No
No
No
TW Elev. (ft) = 000
Note- Culvertl0nfice outflows are analyzed under inlet (tc) and outlet (oc) control Weir risers checked for
onfice conditions (ic) and submergence (s)
Stage 1 Storage / Discharge Table
Stage Storage Elevation Civ A
Clv B
CIV C
PrfRsr Wr A Wr B
Wr C
Wr D
Exfil User
Total
ft cuft ft cfs
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs cfs
cfs
000 0 769 00 000
0.00
0,00
- 000 0.00
--
--
- - --
0.000
0 103
0.50 5,200 769.50 000
0.10 is
000
--- 0.00 0.00
---
--
-- --
0.155
1 00 10,860 77000 0.00
0.16 Ic
0.00
--- 000 000
---
--
- -
1.831
2.00 23,214 771.00 000
0.23 Ic
1.60 to
-- 000 0.00
-
--
-- --
4.902
300 36,993 77200 000
0 28 is
4.62 is
---0.00 000
--
--
- -
44.28
400 52,255 773.00 37.66 is
0.32 is
6.30 Ic
---37.66 s 0.00
---
-_
__ __
12007
5.00 69,055 774.00 45.49 is
0.36 Ic
7 62 is
--- 45.49s 6660
--
-
-- - -

Hydrograph Summary Re Kfdrtaflow Hydrographs Extension for AutoCADG Civil 3002016 by Autodesk, Inc v10.5
lyd.
lo.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
19.87
1.082
1
1
718
785
39,891
35,181
-----
1
------
77083
-- -
21,116
Post Wet Pond #300
Wet Pond #300
m
Wet Pond #300.gpw
Return Period: 2 Year Wednesday, 05 / 17 12017

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 0511712017
Hyd. No. 1
Post Wet Pond #300
Hydrograph type
= SCS Runoff
Peak discharge
= 19.87 cfs
= 11.97 hrs
Storm frequency
= 2 yrs
Time to peak
Hyd. volume
= 39,891 cuft
Time interval
Drainage area
= 1 min
= 7.130 ac
Curve number
= 76.4
Basin Slope
= 0.0%
Hydraulic length
Time of conc. (Tc)
= 0 ft
= 5.15 min
Tc method
Total precip.
= User
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
Mw
M
3.00
Post Wet Pond #300
Hyd. No. 1 — 2 Year
Q (cfs)
21.00
I: we
15.00
12.00
•M
MM
3.00
0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
® Hyd No. 1

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2016 by Autodesk, Inc v10 5
Hyd. No. 2
Wet Pond #300
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 - Post Wet Pond #300 Max. Elevation
Reservoir name = Wet Pond #300 Max. Storage
Storage Indication method used
Q (cfs)
21 00
18.00
15.00
12.00
mm
AM
3.00
yV 0 5
® Hyd No. 2
Wet Pond #300
Hyd. No. 2 -- 2 Year
10 15 20
- Hyd No 1
3
Wednesday, 05 / 17 / 2017
= 1.082 cfs
= 13.08 hrs
= 35,181 tuft
= 770.83 ft
= 21,116 cuft
25 3U so '+U `*�j
® Total storage used = 21,116 cuft
Q (cfs)
21.00
15.00
12.00
RIM
W11
3.00
OU
Time (hrs)

Hydrograph Summary ReKyrd aflow Hydrographs Extension for AutoCAD® Civil 3D(D2016 by Autodesk, Inc. 00 5
yd.
o.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
5 118
0.119
1
1
718
1119
11,127
10,075
_____
1
_____
769.63
------
6,627
Post Wet Pond #300
Wet Pond #300
Wet Pond #300.gpw
Return Period: 3 Year
Wednesday, 05 / 17 / 2017

6
Hydr®graph Rep®ft
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Wednesday, 05 1 17 / 2017
'Hyd. No. 1
Post Wet Pond #300
Hydrograph type
= SCS Runoff
Peak discharge
= 5.118 cfs
Storm frequency
= 3 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 11,127 cuft
Drainage area
= 7.130 ac
Curve number
= 76.4
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.15 min
Total precip.
= 1.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
GIM
2.00
1.00
0.00 '
0 2 4
Hyd No. 1
Post Wet Pond #300
Hyd. No. 1 -- 3 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I I III i i I 1 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10.5
Wednesday, 05 / 17 / 2017
Hyd. No. 2
Wet Pond #300
Hydrograph type
= Reservoir
Peak discharge
= 0.119 cfs
Storm frequency
= 3 yrs
Time to peak
= 18.65 hrs
Time interval
= 1 min
Hyd. volume
= 10,075 cult
Inflow hyd. No.
= 1 - Post Wet Pond #300
Max. Elevation
= 769.63 ft
Reservoir name
= Wet Pond #300
Max. Storage
= 6,627 cuft
Storage Indication method used.
Q (cfs)
6.00
5.00
400
3.00
2.00
1.00
0 00
Wet Pond #300
Hyd. No. 2 -- 3 Year
Q (cfs)
6.00
500
400
3.00
2.00
1.00
K ••
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 2 Hyd No. 1 ® Total storage used = 6,627 cult

Hydrograph Summary Rep9yfldaflowHydrographsExtension for AutoCAD®Civil 3D®2016 by Autodesk, Inc v10.5
iyd,
Jo,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
37.42
4.740
1
1
718
735
75,971
70,944
--- -
1
---
771.92
------
35,917
Post Wet Pond #300
Wet Pond #300
Wet Pond #300.gpw
Return Period: 10 Year
Wednesday, 05 / 1712017

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD© Civil 3D0 2016 by Autodesk, Inc. v10.5 Wednesday, 05 / 1712017
Hyd. No. 1
Post Wet Pond #300
Hydrograph type
= SCS Runoff
Peak discharge
= 37.42 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 75,971 cuft
Drainage area
= 7.130 ac
Curve number
= 76.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.15 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Wet Pond #300
Q (cfs) Hyd. No. 1 —10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

Storage Indication method used
Q (cfs)
40.00
,0i I M
10.00
rayfiTAIN
Wet Pond #300
Hyd. No 2 -- 10 Year
Q (cfs)
40.00
3000
20.00
10.00
wR
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 2 Hyd No. 1 ® Total storage used = 35,917 cult
10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3E)02016 by Autodesk, Inc, v10 5
Wednesday, 0511712017
Hyd. No. 2
Wet Pond #300
Hydrograph type
= Reservoir
Peak discharge
= 4.740 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.25 hrs
Time interval
= 1 min
Hyd. volume
= 70,944 cuft
Inflow hyd. No.
= 1 - Post Wet Pond #300
Max. Elevation
= 771.92 ft
Reservoir name
= Wet Pond #300
Max. Storage
= 35,917 cuft
Storage Indication method used
Q (cfs)
40.00
,0i I M
10.00
rayfiTAIN
Wet Pond #300
Hyd. No 2 -- 10 Year
Q (cfs)
40.00
3000
20.00
10.00
wR
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 2 Hyd No. 1 ® Total storage used = 35,917 cult

4
Pond Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10 5 Wednesday, 05 / 17 1 2017
Pond No. 1 - Wet Pond #400
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation Beglning Elevation = 763 00 ft
Stage 1 Storage Table
[Al
[B] [C]
[PrfRsr]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 76300
0.50 76350
19,483
20,975
0
10,111
0
10,111
1.00 764.00
21,892
10,715
20,826
200 76500
23,769
22,822
43,648
300 76600
25,702
24,727
68,375
4.00 767.00
27,692
26,688
95,063
5.00 768.00
29,738
28,706
123,769
Culvert 1 Orifice Structures Weir Structures
[Al
[B] [C]
[PrfRsr]
[A]
[Bl
[C]
[D]
Rise (in)
= 3600
3.75 1500
000
Crest Len (ft)
= 20 00
20.00
0.00
000
Span (in)
= 36.00
3 75 48 00
0.00
Crest EI. (ftj
= 766:00-
767.00
-0:00
0.00
No. Barrels
= 1
1 1
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
invert El. (ft) = 763.00
763.00 76425 000
Weir Type
= 1
Ciplti
---
-
Length (ft)
= 66.00
050 0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1 52
0.00 0.00
Na
N -Value
= 013
.013 013
n/a
Orifice Coeff. = 0.60
0.50 0.60
0.60
Exfil.(in/hr)
= 0 000 (by
Contour)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note Culvertionfice outflows are analyzed under Inlet (ic) and outlet (oc) control Weir risers checked for office conditions (ic) and submergence
(s)
Stage 1 Storage / Discharge Table
- Stage
Storage Elevation
Clv A
Civ B
CIV C PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
cfs cfs
Total
cfs
ft
cuft ft
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs
0.00
0 76300
000
0.00
000 --- 0.00
000
--
-
-- --
0.000
0.214
050
10,111 763.50
0.23 is
0 21 is
000 - 0.00
0.00
--
-
- --
--
0.330
1.00
20,826 764.00
0 33 is
0.33 is
0.00 --- 0.00
000
000
-
- -
-_
- -
r -
9.335
2.00
43,648 76500
0.50 Ic
0 49 is
8 85 is ---0.00
000
--
-
--
-- -
2373
3.00
68,375 76600
0 61 is
0.61 ic.23
12 oc ---0.00
85.06
4.00
95,063 767.00
49.97 is
0.22 ic
35 09 is ---49 75 s 000
-
-
--- ---
172.08
500
123,769 768.00
62.96 is
0 10 is
42.56 is -- 62 82 s 66.60
-
--
- -

Hydrograph Summary Rep9y�d aflow Hydrographs Extension for AutoCADO Civil 313162016 by Autodesk, Inc. v10.5
lyd.
lo.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
41.53
5 592
1
1
718
734
83,673
78,504
-- --
1
------
764.77
----
38,424
Post Wet Pond #400
Wet Pond #400
Wet Pond #400 gpw
Return Period: 2 Year Wednesday, 05 / 17 / 2017

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2016 by Autodesk, Inc v10.5 Wednesday, 05 / 17 / 2017
Hyd. No. 1
Post Wet Pond #400
Hydrograph type
= SCS Runoff
Peak discharge
= 41.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 83,673 cuft
Drainage area
= 12.840 ac
Curve number
= 79.9
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.22 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Wet Pond #400
Q (cfs) Hyd No. 1 -- 2 Year Q (cfs)
50.00 50.00
40.00 4000
30.00 3000
20.00 20.00
10.00 1000
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No 1 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. 00.5
Wednesday, 05/17/2017
Hyd. No. 2
Wet Pond #400
Hydrograph type
= Reservoir
Peak discharge
= 5.592 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.23 hrs
Time interval
= 1 min
Hyd. volume
= 78,504 cuft
Inflow hyd. No.
= 1 - Post Wet Pond #400
Max. Elevation
= 764.77 ft
Reservoir name
= Wet Pond #400
Max. Storage
= 38,424 cuft
Storage Indication method used.
Wet Pond #400
Q (cfs) Hyd. No. 2 — 2 Year
50.00
40.00
30.00
20.00
10.00
n no -
Q (cfs)
50.00
40.00
30.00
20.00
10.00
ffiTITH
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No_ 2 Hyd No. 1 Total storage used = 38,424 cult

Hydrograph Summary Re p9yad aflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc 005
iyd.
Vo.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd,
volume
(cult)
inflow
hyd(s)
Maximum
elevation
A
Total
strge used
(tuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
11 55
0.264
1
1
718
1061
23,971
21,600
------
1
------
763.70
----
14,338
Post Wet Pond #400
Wet Pond #400
Wet Pond #400.gpw
Return Period: 3 Year
Wednesday, 05/17/2017

6
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc v10 5 Wednesday, 05 / 17 / 2017
Hyd. No. 1
Post Wet Pond #400
Hydrograph type
= SCS Runoff
Peak discharge
= 11.55 cfs
Storm frequency
= 3 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 23,971 cuft
Drainage area
= 12.840 ac
Curve number
= 79.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.22 min
Total precip.
= 1.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Wet Pond #400
Q (cfs) Hyd. No. 1 -- 3 Year
12.00
10.00
MM
.11
0 00
Q (cfs)
12.00
10.00
400
2.00
WOW
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 1

Hydr®graph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10 5
Wednesday, 05 / 17 / 2017
I Hyd. No. 2
Wet Pond #400
Hydrograph type
= Reservoir
Peak discharge
= 0.264 cfs
Storm frequency
= 3 yrs
Time to peak
= 17.68 hrs
Time interval
= 1 min
Hyd. volume
= 21,600 cuft
Inflow hyd. No.
= 1 - Post Wet Pond #400
Max. Elevation
= 763.70 ft
Reservoir name
= Wet Pond #400
Max. Storage
= 14,338 cuft
Storage Indication method used
Wet Pond #400
Q (cfs) Hyd. No. 2 -- 3 Year
12.00
10.00
MENU 10
AM
400
200
Flu
Q (cfs)
12.00
10.00
4.00
2.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
- Hyd No. 2 Hyd No. 1 Total storage used = 14,338 cult

Hydrograph Summary ReKyidaflowHydrographsExtension for AutoCADOCivil 3DO2016byAutodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
SCS Runoff
Reservoir
74.19
21.87
1
1
718
725
152,518
147,076
----
1
-----
765.93
--
66,503
Post Wet Pond #400
Wet Pond #400
Wet Pond #400.gpw
Return Period: 10 Year
Wednesday, 05 / 17 1 2017

9
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DOO 2016 by Autodesk, Inc. 00.5 Wednesday, 05 / 17 / 2017
Hyd. No. 1
Post Wet Pond #400
Hydrograph type
= SCS Runoff
Peak discharge
= 74.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 152,518 cuft
Drainage area
= 12.840 ac
Curve number
= 79.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.22 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Wet Pond #400
Q (cfs) Hyd. No. 1 —10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 � 60.00
50.00 50.00
40.00 _ 40.00
30.00 _ 3000
20.00 2000
10.00 10.00
0.00 - _ 000
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

Hydr®graph
Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5
Hyd. No. 2
Wet Pond #400
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 1 - Post Wet Pond #400 Max. Elevation
Reservoir name = Wet Pond #400 Max. Storage
Wednesday, 05 / 17 / 2017
= 21.87 cfs
= 12.08 hrs
= 147,076 cuft
= 765.93 ft
= 66,503 cuft
Storage Indication method used.
Wet Pond #400
Q (cfs) Hyd. No. 2 -- 10 Year
Q (cfs)
80.00
80.00
70.00
70.00
6000
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
_
10.00
10.00
0.00
0 4
Hyd No 2
8 12 16 20 24 28 32 36 40
Time
� Hyd No. 1 ® Total storage used = 66,503 cult
0.00
(hrs)