20150296 Ver 1_vickery calc_03-09-2015_20150611

Strickland, Bev
From:
To:
Subject:
IIAMAI
Brent Cowan <[e-mail]>
Thursday, June ll'ZUl5l:UZPK4
Strickland, Bev
RE: Vickery 150206
vickeryca|c_U3'U0'ZUl5.pdf
From: Strickland, Bev
Sent: Thursday, June 11,ZU1S1U:4UAM
To: Brent Cowan
Subject: RE: Vickery 150296
Beve�dy Striddarid, Laserfid� ie AdrrflrflstraU)r
NCDENR Division of Water Resources
Physical: Suite 1229,512N Salisbury, N[
Mailing: Mail Service Center 1617, Raleigh, N[ 27699'1617
Phone#919'7O7f8789
Email Address: [e-mail]
From: Brent Cowan
Sent: Thursday,]une 11, 20159:43 AM
To: Strickland, Bev
Subject: RE: Vickery -15O296
Good morning Bev. Attached isapdfof the construction drawings. The file is quite large so please respond
when you receive the email so | know that you got it.
1

From: Strickland, Bev [mailto:[e-mail]]
Sent: Thursday, June 11, 2015 9:26 AM
To: Brent Cowan
Subject: Re: Vickery - 150296
Mr. Cowan,
Can you please send me a pdf version of the stormwater information you sent in for the above
projects including the maps?
Thanks,
Bev
l !I
ll� ieveiii ly Stii'ic1ldaind, 11i aseii,fi'cllie
NCDENR - Division of Water Resources
Physical: Suite 1219, 512 N Salisbury, NC
Mailing: Mail Service Center 1617, Raleigh, NC 27699-1617
Phone# [phone]
Email Address: [e-mail]
PEI

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
PROJECT CALCULATIONS
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CIVIL ENGINEERING DESIGN & LAND SURVEYING C
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
NO. BY DATE REVISION
1 RER 3/9/15 PER COMMENTS

VICKERY SUBDIVISION
TABLE OF CONTENTS
Storm Drainage Calculations ............................. ..............................1
Surface Flow Runoff Calculations .......................... ............................... 2
Storm Drainage Pipe Calculations ......................... ............................... 3 -4
Spread Calculations ............................................... ............................... 5 -6
Drop Inlet Calculations .......................................... ............................... 7 -9
Rip Rap Apron Calculations .................................. ............................... 10 -22
Swale Calculations ................................................. .............................23
SwaleNarrative ....................................................... .............................24
Swale Cross Section ................................................ .............................25
Swale Runoff Calculations ....................................... .............................26
North American Green Swale Calculations ................ ..........................27 -68
Sediment Basin Calculations ...................................... ..........................69 -76

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS
(SEE SHEET C6.0 FOR STORM DRAINAGE AREA MAP)
Narrative:
The storm drainage pipe systems are designed to accommodate the 10 year storm
event except in the locations where the pipe system crosses the roadways. At these
locations the pipe systems are designed to accommodate the 25 year storm event.
The flows to these pipes systems are determined by the use of the rational method.
HYDRAFLOW is the modeling software used in designing the storm drainage system.
* For culvert crossing, see Flood study calculations
R

STORM RUNOFF
Given Input Data:
Description ........
-------------------------------------------------------------------------------
Area
Area
Coef
Tc
Intensity
Flow
Description
ac
min
in /hr
cfs
-------------------------------------------------------------------------------
CB A5
0.2100
0.7000
5.0000
8.2100
1.2069
CB A4
0.3800
0.7500
5.0000
7.0300
2.0036
CB A3
0.0700
0.5500
5.0000
7.0300
0.2707
CB A2
0.0700
0.5000
5.0000
7.0300
0.2461
DCB B1
0.9900
0.6000
5.0000
8.2100
4.8767
CB Cl
1.6400
0.6000
5.0000
7.0300
6.9175
CB D5
0.6000
0.5600
5.0000
7.0300
2.3621
CB D4
0.3400
0.5000
5.0000
7.0300
1.1951
DCB D3
0.5700
0.6000
5.0000
8.2100
2.8078
DCB D2
0.4300
0.7000
5.0000
7.0300
2.1160
DI E1
0.5800
0.5000
5.0000
7.0300
2.0387
CB H3
0.2100
0.7500
5.0000
8.2100
1.2931
CB H2
0.2800
0.5600
5.0000
7.0300
1.1023
CB 34
0.5500
0.5000
5.0000
7.0300
1.9333
CB 33
0.5500
0.5200
5.0000
8.2100
2.3481
CB 32
0.2300
0.5300
5.0000
7.0300
0.8570
CB K4
0.5400
0.5000
5.0000
7.0300
1.8981
CB K3
0.2400
0.5000
5.0000
8.2100
0.9852
CB K2
0.1300
0.7000
5.0000
7.0300
0.6397
CB L3
0.5800
0.5500
5.0000
8.2100
2.6190
CB L2
0.1900
0.7000
5.0000
7.0300
0.9350
CB M3
0.4500
0.6000
5.0000
8.2100
2.2167
CB M2
0.3300
0.7000
5.0000
7.0300
1.6239
DI R2
0.3300
0.5500
5.0000
7.0300
1.2759
support Data:

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VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
CATCH BASIN
INLET SPREAD CALCULATIONS
Note:
Inlet spread was calculated and measurements were taken to ensure the spread did not
top the crown of the road on local streets and a maximum spread of 7' measured from
the flow line is not exceeded and the velocities do not exceed 8 fps.
E

Project: Vickery Storm Inlets A - 2/27/2015
Location: Union County, North Carolina
Rainfalllntensity= 4.0
Inlet
#
Drainage
Area
Lane
Width
I
C
Surface "Q"
Sloe I
Spread
Depth
Velocity
Doubl
K Inlet?
Inlet
Qcap
Bypass
Sub.
Total
Lon
Trans.
I Q ITo
Inlet
A5
0.21
11.0
0.70
0.59
0.59
0.0490
0.0313
3.3
0.1
3.4
29.9
N
0.68
0.00
B1
A4
0.38
11.0
0.75
1.14
1.14
0.0490
0.0313
4.2
0.1
4.0
29.9
N
1.03
0.11
L3
A2
0.07
11.0
0.50
0.14
0.14
0.0085
0.0313
23
01
1.2
19.0
N
0.31
0.00
A3
H3
021
11.0
0.75
0.63
0.63
0.0480
0.0313
3.4
0.1
3.5
29.7
N
0.71
0.00
J3
H2
0.28
11.0
0.56
0.63
0.63
0.0480
0.0313
3.4
0.1
3.4
29.7
N
0.71
0.00
J2
J4
0.26
11.0
0.55
0.57
0.57
0.0200
0.0313
3.9
0.1
2.4
23.5
N
0.70
0.00
J3
K4
1 0.54
11.0
10.50
1.08
1.08
0.0140
0.0313
5.3
0.2
2.5
20.8
N
1 1.03
0.05
K3
K3
0.24
11.0
0.50
0.48
0.53
0.0140
0.0313
4.0
0.1
2.1
20.8
N
0.66
0.00
J4
K2
0.13
11.0
0.70
0.36
0.36
0.0140
0.0313
3.5
0.1
1.9
20.8
N
0.52
0.00
J2
D5
0.60
11.0
0.56
1.34
1.34
0.0085
0.0313
6.3
0.2
2.2
19.0
N
1.26
0.08
D4
D4
0.34
11.0
0.50
0.68
0.76
0.0085
0.0313
5.1
0.2
1.9
19.0
N
0.89
0.00
D3
M3
0.45
11.0
0.60
1.08
1.08
0.0270
0.0313
4.7
0.1
3.2
25.3
N
1.02
0.06
L3
M2
0.33
11.0
0.70
0.92
0.92
0.0270
0.0313
4.4
0.1
3.1
25.3
N
0.92
1 0.00
L2
Sag Calc's:
Cul -De -Sac? no Double Inlet? no From EOP @ Max Spread
A3 0.07 1 11.0 10.551 0.15 1 0.15 1 n/a 10.03131 -1.5 1 1 3.23 1 OK
Cul -De -Sac? no Double Inlet? yes I From EOP I I @ Max Spread
61 0.99 11.0 0.60 2.38 2.38 n/a 0.0313 2.9 4.62 1 OK
Cul -De -Sac? no Double Inlet? es I From EOP I Max S read
F--D3--F 0.57 1 11.0 10-601 1.37 1 1.37 1 n/a 10.03131 1.2 1 1 4.62 1 OK
Cul -De -Sac? no Double Inlet? no From EOP @ Max S read
D2 0.43 11.0 0.70 1.20 1.20 n/a 0.0313 1.8 323 OK
Cul -De -Sac? no Double Inlet? no I From EOP 10 Max Spread
J3 0.55 11.0 0.52 1.14 1.14 n/a 0.0313 1.7 3.23 OK
Cul -De -Sac? no Double Inlet? no From EOP 19 Max Spread
J2 T 023 1 11.0 10-531 0.49 1 0.49 1 n/a 10.03131 -0.2 1 1 3.23 1 1 OK
Cul -De -Sac? FE] Double Inlet? no I From EOP I @ Max Spread
L3 0.58 1 n/a 1 O.551 128 1 1.44 1 n/a 10.03131 2.4 1 3.23 1 OK
Cul -De -Sac? no Double Inlet? no I From EOP @ Max Spread
L2 0.19 1 11.0 10.701 0.53 1 0.53 1 n/a 10.03131 -0.1 1 1 3.23 1 OK
14209 - GUTTER SPREAD- REV1.xls
d

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
DROP INLET CALCULATIONS
7

DROP INLET CALCULATIONS
Rational Method
Project: VICKERY SUBDIVISION
Design Objective: Ponding at yard inlets outside the roadway can be over one foot above the
grated inlet, yet six inches of freeborad must be provided.
2/27/2015
A +B +6"
Structure
Area
Coeff.
Tc (t)
Intensity ( i)
Flow
Orifice
Weir
Depth of Water
Rim El.
Water El
H.P. El.
Acerage
(Min.)
(irvhr)
ds
(ft)
ft)
over D.I. (ft)
(ft)
w/ 6" fb
I (ft)
DI -E1
0.5800
0.50
5.00
7.03
2.04
1 0.01
1 0.15 J
0.15
658.00
1 658.65
1 659.60
DI -R2
0.3300
0.55
5.00
7.03
1.28
0.01
0.11
0.11
658.49
659.10
660.00
P: \Hopper Communities \Vickery Subdivision 14209\Engineering\Calculations \14209- DI.xls
0
O.K.
O.K.

SLAB TYPE DROP INLET CALCULATIONS
Project: Vickery Subdivision
2/27/2015
Design Objective: The flow capacity of a slab type inlet (CMLDS 20.05)* for CB -C1 with 6" (height of opening)
and 10" (height to top of slab).
Q 10 -yr (C1)= 6.92 See previous runoff calc's
Slab Type Drop Inlet for 18" RCP
Top of Slab Elevation= 659.33 6" opening w/ 4" thick slab
Opening Elevation= 658.50
General Equation for a broad - crested weir for calculating the max. flow capacity:
Q= CLH ^1.5
1) Calculating flow using 6" of head
A
B
C=
3.087 C= 3.087
L=
4.00 L= 3.50
H=
0.50 H= 0.50
Q= 4.37 Q= 3.82
The slab type catch basin will have four open sides therefore the flow for
A and B will be multiplied by two and summed.
Qtotal= 16.37 cfs
16.37 cfs > 6.92 cfs, therefore not O.K.
Calculate Depth of water:
H = 6.92/3.087(15) ^0.666 = 0.28
" See attachment for description and dimensions
Opening Elevation=
658.50
Top of Slab Elevation=
659.33
High Point Elevation=
660.62
Freeboard =
1.84 > 0.5 ft therefore, OK
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations \14209- DI.xls
I

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
RIP RAP APRON CALCULA'T'IONS
10

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THE ISAACS GROUP
PIPE OUTLET RIP RAP APRON DESIGN
VICKERY SUBDIVISION
UNION COUNTY, NORTH CAROLINA
Minimum Tailwater Conditions
D = OUTLET PIPE DIAMETER (in)
Do = OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8 -1, CHARLOTTE STORMWATER DESIGN MANUAL] (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [W = Do + La]
Q = FLOW (cfs)
d50 = STONE SIZE (ft) [FROM FIGURE 8 -1, CHARLOTTE STORMWATER DESIGN MANUAL]
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18 "D CLASS B APRON
1.Z
FES Al
FES H1
FES J1
FES K1
FES L1
FES M1
FES R1
D
18
15
18
15
15
15
15
Q
8.60
2.39
5.14
3.53
3.56
3.84
1.28
Do
1.5
1.25
1.5
1.25
1.25
1.25
1.25
3Do
4.5
3.75
4.5
3.75
3.75
3.75
3.75
10
10
10
10
10
10
u
11.5
11.25
11.5
11.25
11.25
11.25
11.25
d10
0.75
0.5
0.51
0.5
0.5
0.51
0.5
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18 "D CLASS B APRON
1.Z

300
Outlet �T ' Do + 0.4Ly
pipe
diameter (DD) La - -�
7t itfigg§meabr--
-,DO
80
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., 200 500
I II
d (in.) Q (cfs) Description of Apron
I FES D1 24 17.24 » 101 x 8'W x 18 "D CLASS B APRON
II HW Q2 48 6020 » 181 x 8'W x 18 "D CLASS B APRON
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations\14209 -FES REV1.x1s
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d (in.) Q (cfs) Description of Apron
I FES D1 24 17.24 » 101 x 8'W x 18 "D CLASS B APRON
II HW Q2 48 6020 » 181 x 8'W x 18 "D CLASS B APRON
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations\14209 -FES REV1.x1s
(3
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THE ISAACS GROUP
FLARED END SECTION RIP RAP APRON DESIGN
VICKERY SUBDIVISION
UNION COUNTY, NORTH CAROLINA
Maximum Tailwater Conditions
D = OUTLET PIPE DIAMETER (in)
Do = OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8 -2, CHARLOTTE STORMWATER DESIGN MANUAL] (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [w= Do +0.4 La]
Q = FLOW (cfs)
d50 = STONE SIZE (ft) [FROM FIGURE 8 -2, CHARLOTTE STORMWATER DESIGN MANUAL]
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18 "D CLASS B APRON
(4
FES D1
HW Q2
D
24
48
Q
17.24
60.20
Do
2
4
3Do
6
12
La
10
18
W
6
11.2
d50
0.5
0.5
*MIN. APRON SIZE NOT TO BE LESS THAN 8'Wx10'Lx18 "D CLASS B APRON
(4

FES -Al
Given Input Data:
Shape...........................
solving for .....................
Flowrate ........................
Slope........................
Manning's n .....................
Height .....................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
8.6000 cfs
0.0200 ft /ft
0.0370
18.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
8.9643 in
2.9505 fps
53.6149 cfs
2.9147 ft2
93.4184 in
4.4929 in
91.6431 in
11.5000 ft2
185.5647 in
49.8017

FES -D1
Given Input Data:
Shape.......................
solving for .....................
Flowrate ........................
Slope........................
manning's n .....................
Height .. .....................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Deth ...........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
17.2400 cfs
0.0290 ft /ft
0.0370
18.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
10.8937 in
4.0357 fps
64.5609 cfs
4.2718 ft2
113.0940 in
5.4393 in
110.9366 in
11.5000 ft2
185.5647 in
60.5203
i1

FES -H1
Given Input Data:
shape .......................
solving for .....................
Flowrate ........................
Slope........................
manning's n .....................
Height ......................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
2.3900 cfs
0.0220 ft /ft
0.0370
12.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
5.3718 in
2.2201 fps
19.3497 cfs
1.0765 ft2
56.7814 in
2.7302 in
55.7175 in
5.1667 ft2
124.3765 in
44.7646
17

FES -J1
Given Input Data:
Shape...........................
solving for .....................
Flowrate ........................
slope........................
Manning's n .....................
Height.. .......................
Bottom width ....................
Left slope ......................
Right slope .....................
Computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
5.1400 cfs
0.0220 ft /ft
0.0370
12.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
7.2228 in
2.6886 fps
19.3497 cfs
1.9118 ft2
75.6588 in
3.6386 in
74.2284 in
5.1667 ft2
124.3765 in
60.1903
18

FES K1
Given Input Data:
shape...........................
Solving for .....................
Flowrate ........................
Slope........................
manning's n .....................
Height .................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
3.5300 cfs
0.0160 ft /ft
0.0370
18.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
6.6444 in
2.1720 fps
47.9547 cfs
1.6252 ft2
69.7600 in
3.3548 in
68.4441 in
11.5000 ft2
185.5647 in
36.9134
(Cj

FES -L1
Given Input Data:
Shape.......................
solving for .....................
Flowrate ........................
slope........................
manning's n .....................
Height ...............
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
3.5600 cfs
0.0160 ft /ft
0.0370
12.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
6.6661 in
2.1766 fps
16.5015 cfs
1.6356 ft2
69.9816 in
3.3655 in
68.6615 in
5.1667 ft2
124.3765 in
55.5512
20

FES M1
Given Input Data:
shape...........................
Solving for .....................
Flowrate ........................
slope........................
Manning's n .....................
Height . — * ................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
3.8400 cfs
0.0500 ft /ft
0.0370
18.0000 in
2.0000 in
0.2000 ft /ft (v /H)
0.2000 ft /ft (v /H)
5.5062 in
3.4006 fps
84.7726 cfs
1.1292 ft2
58.1528 in
2.7962 in
57.0624 in
11.5000 ft2
185.5647 in
30.5902
z1

FES -R1
Given Input Data:
Shape...........................
solving for .....................
Flowrate ........................
Slope........................
manning's n .....................
Height .....................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Depth..........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Trapezoidal
Depth of Flow
1.2800 cfs
0.0500 ft /ft
0.0370
18.0000 in
0.0000 in
0.3300 ft /ft (v /H)
0.3300 ft /ft (v /H)
4.5942 in
2.8818 fps
48.8331 cfs
0.4442 ft2
29.3205 in
2.1814 in
27.8435 in
6.8182 ft2
114.8774 in
25.5232

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
SWALE CALCULATIONS
2-3

Vickery Subdivision
Swale Calculations
Introduction & Summary
Objective:
Design swales to accommodate a 10 -yr storm event.
Procedure:
North American Green Erosion Control Materials Design Software was used to determine the
following:
• No Vegetation with S75 NAG temporary liner for stability
• Cut condition grass is properly maintained (to evaluate lower depth with faster velocities)
• Uncut condition when grass is long and not well maintained (to evaluate higher depth)
The drainage areas and swale slopes were determined from the construction drawings. The
retardance class was changed to D (grass depth 2 -6 inches) for a properly maintained grass swale
to determine vegetation stability. The normal water depth (with 6" freeboard) was determined
by using a unreinforced vegetation matting type with a retardance class of B (grass depth 12 -24
inches) for an un- maintained grass swale. Then the swale was changed to unvegetated with a
S75 temporary liner to determine liner stability. Swales that were unstable for any reason either
were widened and /or lined with a permanent liners. If the calculations of the temporary linear
showed a velocity of less than 2 fps during a 10 year storm event then the temporary linear was
removed.
Conclusion:
The attached swales will accommodate a 10 year storm event when constructed as labeled in the
construction drawings.

MAX FLOW SWALE
SWALE TYPE SLOPE FLOW BOT. WIDTH DEPTH DEPTH TOP WIDTH LINER SIDE SLOPE
1A
CURB OUTLET
6.00%
4.67
2.00
0.55
1.75
19.5
S150
5:1
16
CONVEYANCE
5.00%
2.99
2.00
0.52
1.75
12.5
575
3:1
1C
CURB OUTLET
2.80%
9.03
2.00
0.88
1.75
19.5
S75
5:1
1D
CURB OUTLET
2.80%
3.41
2.00
0.57
1.75
19.5
S75
5:1
1
CURB OUTLET
4.00%
12.06
2.00
0.93
1.75
19.5
SC150
5:1
2
CONVEYANCE
2.70%
6.92
2.00
0.9
1.75
12.5
S75
3:1
3
CURB OUTLET
2.90%
18.64
2.00
1.2
1.75
19.5
5150
5:1
4
CURB OUTLET
2.00%
7.72
2.00
0.89
1.75
19.5
S75
5:1
5
CURB OUTLET
5.00%
3.92
2.00
0.53
1.75
19.5
S75
5:1
6
CURB OUTLET
3.60%
4.89
2.00
0.63
1.75
19.5
S75
5:1
7
CURB OUTLET
1.60%
4.98
2.00
0.77
1.75
19.5
S75
5:1
8
CURB OUTLET
2.20%
2.39
2.00
0.51
1.75
19.5
S75
5:1
9
CURB OUTLET
2.50%
5.14
2.00
0.7
1.75
19.5
S75
5:1
10
CONVEYANCE
5.50%
4.00
0.00
0.84
1.75
12.5
C125BN
3:1
11
CONVEYANCE
5.00%
4.00
0.00
0.84
1.75
12.5
C125BN
3:1

let .5(
1.75'(MIN)
1.0' (MI N)�
1
5.0
NORTH AMERICAN GREEN BLANKET
OR APPROVED EQUIVALENT
CURB OUTLET SWALE
;REEN BLANKET
OR APPROVED EQUIVALENT
CONVEYANCE SWALE
GRASSED SWALE NOTES:
1.
EXCAVATE CHANNEL TO THE CROSS- SECTION SHOWN.
2.
APPLY LIME, FERTILIZER AND SEED TO THE CHANNEL AND
ADJOINING
AREAS IN ACCORDANCE WITH THE SEEDING SCHEDULE.
3.
START LAYING THE NET FROM THE TOP OF THE UPSTREAM
END OF THE
CHANNEL AND UNROLL IT DOWN THE GRADE. DO NO STRETCH MATTING.
4.
BURY THE UPSLOPE END AND STAPLE THE NET EVERY 12"
ACROSS THE
TOP END, EVERY 3' AROUND THE EDGES AND ACROSS THE
MAT SO THAT
THE STRAW IS HELD CLOSELY AGAINST THE SOIL.
5.
MATTING STRIPS SHOULD BE JOINED TOGETHER ALONG THE
SIDES WITH
A 3" OVERLAP AND STAPLED TOGETHER.
6.
TO JOIN ENDS OF STRIPS, INSERT THE NEW ROLL OF NET
IN A TRENCH
AS WITH UPSLOPE END AND OVERLAP IT 18" WITH THE PREVIOUSLY LAID
UPPER ROLL. TURN UNDER 6" OF THE 18" OVERLAP AND
STAPLE EVERY
12" ACROSS THE END.
7.
MINIMUM SLOPE ON SWALES IS 1.5% (UNLESS SPECIFICALLY LABELED ON PLANS)
GRASS SWALE
2s

s L.,J 1-1= R Lj O CFt .
Rational Method
Given Input Data:
Description ........ SWALE
-------------------------------------------------------------------------------
Area
Area
Coef
Tc
Intensity
F1oW
Description
ac
min
in /hr
cfs
-------------------------------------------------------------------------------
SWALE -1A
0.9500
0.7000
5.0000
7.0300
4.6749
SWALE -1B
0.7100
0.6000
5.0000
7.0300
2.9948
SWALE -1C
0.3900
0.5000
5.0000
7.0300
1.3709
SWALE -1D
0.8100
0.6000
5.0000
7.0300
3.4166
SWALE -1
2.8600
0.6000
5.0000
7.0300
12.0635
SWALE -2
1.6400
0.6000
5.0000
7.0300
6.9175
SWALE -3
4.4200
0.6000
5.0000
7.0300
18.6436
SWALE -4
1.8300
0.6000
5.0000
7.0300
7.7189
SWALE -5
0.9300
0.6000
5.0000
7.0300
3.9227
SWALE -6
1.1600
0.6000
5.0000
7.0300
4.8929
SWALE -7
1.1800
0.6000
5.0000
7.0300
4.9772
Support Data:
1A -t- (R -t- t L - C1 10 3 Cif--S'
5 LIDA- 0e Or = 5.(4 C F6 (6409-. n - 5)
5 w A�Le g = � . 3 � &4r-5 ( S-10e�m -(A
z6

HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft i
4.7
0.1
4.31
1.09
0.21
0.31
LINER RESULTS
0:47 AM
Unreinforced Vegetation (n= 0.030)
S = 0.0600
1 L Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Mix
75.95%
3.33
1.15
2.89
STABLE
Soil
Clay Loam
0.050
0.078
0.64
UNSTABLE
1'^PPTtRU, -/ ../1^ Gr--- vPgECI
I7
Pew i��
LA ke2-

St�pLE-- IA
Green . ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period [hrsI
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
4.7
0.1
1.79
2.63
0.34
0.55
LINER RESULTS
U nreinforced Vegetation (n= 0.100)
/ S = 0.0600
1 L Bottom J 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Mix
75.95%
5.73
2.07
2.77
STABLE
Soil
Clay Loam
0.050
0.013
3.98
STABLE
'FLA, by uej� �--- 1 MED
:z P,

North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal i
Depth (ftj 1
4.7
0.1
2.78
1.69
0.27
0.42
LINER RESULTS
5 0 Width 00 ft 5 0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
St a le Pattern
Phase
Class
Type
Density
Straight
S150
Unvegetated
1.75
1.56
1.13
STABLE
Staple D
1`ff-MPOR--) RY .L I!` �
aq

S L-F- - t c3
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
0.0
0.1
3.88
1 0.77
0.21
— 0.27
LINER RESULTS
U nreinforced Vegetation
S = 0.0500
1L \' / �1
Bottom
3.0 Width = 2.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Mix
75.95%
3.33
0.86
3.89
STABLE
Soil
Clay Loam
0.050
0.058
0.86
UNSTABLE
P ^R 1 tfa L I.y V I �ff(,C,Tp —Ic D I
PAM OE
Tov\�
LIkzp—
'30

North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
Peak Flow
Velocity (fps)
Area (sq.ft)
Hydraulic
Normal
cfs
Period hrs
Staple Pattern
Phase
Radius ft
I
Depth ft
0.0
0.1
1.64
1.83
0.35
0.52 J
LINER RESULTS
Unreinforced Vegetation (n =0.1
S = 0.0500
1L \' / �1
Bottom
3.0 Width = 2.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Mix
75 -95%
5.73
1.61
3.56
STABLE
Soil
Clay Loam
0.050
0.010
5.11
STABLE
T- u L t.: y v�.. &E- 7p-tt�
3i

Sc, /-Z-C- - (B
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
FO3
3.0
0.1
2.53
1.19
0.27
j Type
LINER RESULTS
S75 (n= 0.055)
L— Bottom 1
3.0 Width = 2.00 It 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
j Type
Density
Straight
S75
Unvegetated
1.55
1.18
1.31
STABLE
Staple D
'3z

S wi-- LE - 1 c.
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
Peak Flow
Velocity (fps)
Area (sq.ft)
Hydraulic
Normal
fcfsl
Period hrs
Staple Pattern
Phase
Radius ft
Depth ft
X9.0
0.1
3.89
2.31
0.32
0.51
--
- -- —
—
——
—
—j
LINER RESULTS
Unreinforced Vegetation (n= 0.030)
L_ Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
I
Density
Straight
Unreinforced
Vegetation
D
Mix
75 -95%
3.33
0.89
3.74
STABLE
Soil
Clay Loam
0.050
0.060
0.83
UNSTABLE
P^ PZ-T(A L(,y VE C,E7p -it �
k2 0A n►
TOAF,
LA KJER-
33

S L"Sf-� LG - i C,
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
I Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
0.0
0.1
1.59
1 5.64
0.51
0.88
LINER RESULTS
Unreinforced Vegetation fn= 0.1001
L— Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Mix
75.95%
5.73
1.54
3.72
STABLE
Soil
Clay Loam
0.050
0.009
5.34
STABLE
316)

h1._G — t C-
orth American Green - E
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
9.0
0.1 —
2.61
—3.45
0.40
0.65
LINER RESULTS
5 Width 00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetated
1.55
1.14
1.36
STABLE
Staple D
L v�

HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period fhrsl
Velocity (fps)
1
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
Depth ft
1
0.4
0.1
2.99
1 1.14
0.22
0.32
LINER RESULTS
Unreinforced Vegetation (n= 0.030)
S = 0.0280
1L ` I J 1
Bottom —
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
I Class
Type
Density
Straight
Unreinforced
Vegetation
D
Mix
7595%
3.33
0.55
6.02
STABLE
Soil
Clay Loam
0.050
0.037
1.34
STABLE
36

SL,)^LE - t6
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
De th ft
3.4
0.1
1.24
2.74
0.35
0.57
LINER RESULTS
Unreinforced
IS = 0.0280
1 L Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Mix
75 -95%
5.73
0.99
5.78
STABLE
Soil
Clay Loam
0.050
0.006
8.30
STABLE
3?

American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period [hrsl
Velocity (fps)
1
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
Depth ft
1
0.4
0.1
1.93
1.77
0.28
0.43
LINER RESULTS
3/9/2015
S75 (n =0.
S = 0.0280
1L
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetated
1.55
0.75
2.08
STABLE
Staple D
T�- 1`4�O9,4 r,,X L t tit�--
3'?)

sv,`A LE. - I
orth American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
[cfsl
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
h 2.1
0.1
4.80
2.52
0.34
0.54
LINER RESULTS
Unreinforced
S = 0.0400
1 L Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
1.34
2.48
STABLE
Soil
Clay Loam
0.050
0.182
0.28
UNSTABLE
`Pf�R71p LC,y '��i31t�
3q
?(?oA :
-ibve
U Kx-YL

$lets LE - l
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
1
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
1
Normal i
Depth ft
1
12.1
0.1
1.96
6.16
0.54
0.93
LINER RESULTS
Unreinforced Vegetation (n= 0.100)
S = 0.0400
1L ✓ 11
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75.95%
5.73
2.32
2.47
STABLE
Soil
Clay Loam
0.050
0.028
1.77
STABLE
17,u" VEIE Tp7co
40

reen
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period [hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
[12.1
— 0.1
3.46
1 3.49
0.40
0.66 J
LINER RESULTS
L— Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
�SCP1150
Unvegetated
2.00
1.65
1.22
STABLE
e D

Si.J -�
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period fhrsl
1
Velocity (fps)
Area (sq.ft]
1
Hydraulic
Radius ft
Normal
Depth ft
6.9
0.1
3.95
1.75
0.34
0.50
LINER RESULTS
Unreinforced
S = 0.0270
1L ` ✓ �1
Bottom
3.0 Width = 2.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
0.84
3.96
STABLE
Soil
Clay Loam
0.050
0.114
0.44
UNSTABLE
`tom
-vE LL- TA-Iic-v
Paw�a�
Ll �t

North American Green - ECMDS Version 4.3 2!512015 ,061 31 PM
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps]
Area (sq.ft)
Hydraulic
Radius ft
Normal,
Depth ft
0.9
0.1
1.64
4.22
1 0.55
0.90
LINER RESULTS
Unreinforced Vegetation fn =0.1001
L- Bottom 1
3.0 'Width = 200 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf]
Calculated
Shear Stress
(psf]
Safety Factor
Remarks
Staple Pattern
Phase
MBBT.nch
ype
Density
Straight
Unreinforced
Vegetation
75.95 0
5.73
1.51
3.79
STABLE
Soil
Clay Loam
0.050
0.018
2.72
STABLE
43

'�� L-3AL-E -->
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft ,
6.9
0.1
2.67
2.59
0.42
0.65
LINER RESULTS
S75 (n= 0.052)
Bottom 1
3.0 Width = 2.00 ft 3. 0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Ej��f
se
Class
Type
Density
Straight
1.55
1.10
1.41
STABLE
Stapl
4-T

HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
1
18.6
0.1
4.76
3.90
0.42
0.71
LINER RESULTS
Unreinforced Vegetation fn= 0.0301
5 Width 2.00 ft 5
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
1.28
2.61
STABLE
Soil
Clay Loam
0.050
0.173
0.29
UNSTABLE
f',I*TiAL L7 V bRVg0)
45
Po+pc
1OXA-P.
uk-A-E2--

HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
De th ft
18.6
0.1
1.94
9.57
0.67
1.20
LINER RESULTS
Unreinforced
S = 0.0290
1 L Bottom �J 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75 95%
5.73
2.17
2.64
STABLE
Soil
Clay Loam
0.050
0.026
1.90
STABLE
i t LL y v E b -/q-It.-r,)
Zf 6

HYDRAULIC RESULTS
Discharge
[cfsI
Peak Flow
Period [hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
j18.6
0.1
3.42
5.43
0.50
0.86
LINER RESULTS
S150 (n= 0.047)
0 Width 2 00 ft 5
Not to Scale
Reach
Matting Type
S tability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
rJVInvegetated
1.75
1.56
1.12
STABLE
Staple D
C11 L f
47

tj /-- LF- - li-
3 912015
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period fhrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
7.7
0.1
3.30
2.33
0.32
0.51
LINER RESULTS
U nreinforced Vegetation
f S = 0.0200
1 L Bottom 1
5.0 Width = 2.00 It 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75950
3.33
0.64
5.21
STABLE
Soil
Clay Loam
0.050
0.086
0.58
UNSTABLE
40
�F
LA kolZ

2t
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
7.7
0.1
1.35
1 5.69
0.52
0.69
LINER RESULTS
Unreinforced Vegetation [n =0.1
S = 0.0200
1L ` �1
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
ear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
7595%
5.73
1.11
5.18
STABLE
Soil
Clay Loam
0.050
0.013
3.72
STABLE
fL� L-Ly VS 6,Elr i g?
TEf

-5, v/, t e -- Gf
reen -
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
7.7
— 0.1
2.22
1 3.48
_ 0.40
0.66
LINER RESULTS
S75 (n= 0.051)
UWidtht= 2.00 ft 5
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
I Class
I Type
Density
Straight
S75
Un�egetated
1.55
0.82
1.89
STABLE
Staple D
15 G

SQL. L_e - 5
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Nofmal
De th ft
3.9
0.1
3.83
1.02
0.20
0.29
LINER RESULTS
Unreinforced Vegetation (n =0.030)
S = 0.0500
1 L Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psfl
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
7595%
3.33
0.92
3.64
STABLE
Soil
Clay Loam
0.050
0.124
0.40
UNSTABLE
PPMOE
TWVY
Lu-Z2
SI

G " S7
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth YO
1
0.9
0.1
1.59
2.45
0.33
0.53
LINER RESULTS
Unreinforced
S = 0.0500
1L \' �1
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Umeinforced
Vegetation
B
Bunch
75.95%
5.73
1.65
3.48
STABLE
Soil
Clay Loam
0.050
0.020
2.49
STABLE
t- lit LL Y
52

-aj "6 � -s
North American Green • ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
(cfsl
Peak Flow
Period fhrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth (ft),
0.9
0.1
2.47
1.58
0.26
0.40
LINER RESULTS
L_ Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
I Type
Density
Straight
575
Unvegetated
1.55
1.24
1.25
STABLE
Staple D
53

HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period fhrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
4.9
0.1
3.63
1.35
0.24
0.36
LINER RESULTS
Unreinforced
S = 0.0360
1 �.' :/ 1
I� —Bottom'
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
7595%
3.33
0.80
4.15
STABLE
Soil
Clay Loam
0.050
0.108
0.46
UNSTABLE
pAq;-4z r N Lrt y VE6E-r0-N-P
94
I
?gmoc
T'laftP•
L,I Nje(L

North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period [hrsl
Velocity (fps)
1
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
Depth ft
1
0
0.1
1.50
1 3.27
0.39
0.63
LINER RESULTS
U nreinforced Vegetation (n =0.1
S = 0.0360
1L ` �1
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75 95 0
5.73
1.42
4.03
STABLE
Soil
Clay Loam
0.050
0.017
2.89
STABLE
f7LLLLy k-�E6:ETn -7t:V
S5

sL..c.At-e- 6
North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
X4.9
0.1
2.33
1 2.11
0.31
0.48
LINER RESULTS
0 Width 2.00 ft 5
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
5hear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetated
1.55
1.08
1.44
STABLE
Staple D
V

5OAtC-- -"1
North American Green - ECMDS Version 4.3 319/2015 02:44 PM
HYDRAULIC RESULTS UnreinforcedVegetationfn= 0.0301
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft 1
5.0
0.1
2.71
1.84
0.28
0.44
LINER RESULTS
L— Bottom 1
5.0 Width = 2.00 It 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75 -957.
3.33
0.44
7.59
STABLE
Soil
Clay Loam
0.050
0.059
0.84
UNSTABLE
P�R� ► � L�7 �6EtA —tc:� �
Pj? UADIF
vel"'?.
U K/C—?--
S7

Ic
,.IL J^ l.Cl -?
North American Green - ECMDS Version 4.3 3!9!2015 02:44 PM
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
5.0
0.1
1.11
1 4.49
0.46
0.77
LINER RESULTS
U nreinforced Veaetation fn= 0.1001
5 Widtht= 2.00 ft 5
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75 -95%
5.73
0.77
7.47
STABLE
Soil
Clay Loam
0.050
0.009
5.36
STABLE
t L,(i_i, y 'uEZIG T07ep
SS

5L,)v-��-a -7
HYDRAULIC RESULTS
Discharge
[cfsl
Peak Flow
Period fhrsI
1
Velocity (fps)
1
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
Depth ft
5.0
0.1
1.78
1 2.81
0.36
0.58
LINER RESULTS
L— Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetated
1.55
0.58
2.69
STABLE
Staple D
L v-
57q

5(J?&t-6 - g
Worth American Green - ECMDS Version 4.3 31912015 03:46 PM
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
j A
0.1
2.49
1 0.96
0.20
0.28
LINER RESULTS
Unreinforced Vegetation fn= 0.0301
0 Width 2.00 ft 50
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
0.39
8.59
STABLE
Soil
Clay Loam
0.050
0.052
0.95
UNSTABLE
�idR`TiP L Y
0
)G(&—TIa'w
N-L)nI)e
TzivIlp-
u lit

50311h. LIE - 9.
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
De th ft
� A
0.1
1.04
2.32
0.32
0.51
LINER RESULTS
U nreinforced Vegetation (n =0.100)
S = 0.0220
1L Bottom I1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75-95%
5.73
0.70
8.19
STABLE
Soil
Clay Loam
0.050
0.009
5.87
STABLE
- 7L),L- _y VE--Q---- f69 -Tk:39
61

North American Green - ECMDS Version 4.3
HYDRAULIC RESULTS
Discharge
(cfsl
Peak Flow
Period (hisIl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
2.4
0.1
1.61
1 1.50
0.25
0.38
LINER RESULTS
0 Width Bottom 00 ft 0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
MS,aple
Un egetated
1.55
0.52
2.95
STABLE
0.

GL" QLIE - Q
North American Green - ECMDS Version 4.3 319!2015 03:47 PM
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
5.1
0.1
3.21
1 1.59
0.26
0.40 i
LINER RESULTS
Unreinforced Vegetation (n= 0.030)
L_ Bottom 1
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
0.62
5.36
STABLE
Soil
Clay Loam
0.050
0.084
0.60
UNSTABLE
-vro-P.
u�
63

L -q
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
�.1
0.1
1.32
1 3.86
0.42
0.70
LINER RESULTS
Unreinforced
S = 0.0250
1L ` / �1
Bottom
5.0 Width = 2.00 ft 5.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
1
Straight
Unreinforced
Vegetation
B
Bunch
75 -95%
5.73
1.09
5.24
STABLE
Soil
Clay Loam
0.050
0.013
3.76
STABLE
,�71/(U --/ JE(OEIN- -lp

$ wb. Le - q
reen -
HYDRAULIC RESULTS
Discharge
cfs
1
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
1
5.1
0.1
2.07
2.46
0.33
0.53
LINER RESULTS
5 0 Width 00 ft 5 0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Sta le Pattern
Phase
Class
Type
Density
Straight
S75
Unvegetated
1.55
0.83
1.88
STABLE
Staple D
LG�TL-
bl�

SLA.)A L G - 10 I 1 & 12
North American Green • ECMDS Version 4.3 3/912015 02:46 PM
HYDRAULIC RESULTS
Discharge
cfs
Peak flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
X4.0
0.1
—
4.66
- --
0.86
--
0.25
0.53
— i
LINER RESULTS
U nreinforced
S = 0.0550
1 L Bottom
3.0 Width = 0.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
D
Bunch
75.95%
3.33
1.84
1.81
STABLE
Soil
Clay Loam
0.050
0.248
0.20
UNSTABLE
QR (IA OL
TONAR
U nti=iz-
Z6

C t.J v , H t z
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity, (fps]
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
Depth ft
4.0
0.1
1.89
1 2.12
0.40
0.84
LINER RESULTS
Unreinforced Vegetation (n= 0.100)
S = 0.0550
1 L Bottom J 1
3.0 Width = 0.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75 95%
5.73
2.88
1.99
STABLE
Soil
Clay Loam
0.050
0.035
1.42
STABLE
0

5WA -G _ to I If K I-)-
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
1
Normal
De th ft
4.0
0.1
5.88
1 0.68
0.23
0.48
LINER RESULTS
L
3.0
Bottom
Width = 0.00 ft
1
3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
C125BN
Unvegetated
2.35
1.63
1.44
STABLE
Staple D
i� (7cjF,,o+-y L. * 4 -
16

VICKERY SUBDIVISION
TOWN OF STALLINGS
UNION COUNTY, NORTH CAROLINA
SEDIMENT BASIN CALCULATIONS
Narrative:
Erosion control is provided to this site via three (7) sediment. All calculations show that the
ponds are sized to treat the 10 year storm. Each skimmer is sized to release the required
storage volume (1800 cy per disturbed acre) in 3 days. The basin volume provided, skimmer
outlet, and principle spillway is designed to safely convey the 10 year storm event without over
topping the dam.
bG

The ISAACS GROUP
Vickery Subdivision
Union County, NC
Skimmer Basin Design & Calculations (BASIN
#1)
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.5
A0, Drainage Area to Structure (Pre -
Developed)
211,512
(sq. ft.)
AD, Drainage Area to Structure (Post - Developed)
139,662
(sq. ft.)
Drainage Area to Structure
4.86
(ac.)
Area of disturbance for structure
1.71
(ac.)
Q10, Peak Flow = CiA
17.068
(cfs)
Volume Calculation
Bottom of Basin Elevation =
651.50
Depth of Basin (to spillway)
3.00
(ft.)
Skimmer Max. Elevation =
653.50
Emergency Spillway Elev. =
654.50
Top of Dam Elevation =
656.00
Contour Area
Area
Volume
Total
Elev. (sq. ft.)
(ac. ft.)
(cu. ft.)
(cu. ft.)
651.50 4,002
0.092
652.00 4,272
0.098
2,069
2,069
653.00 4,829
0.111
4,551
6,619
653.50 5,117
0.117
2,487
9,106
654.00 5,411
0.124
2,632
11,738
654.50 5,713
0.131
5,415
14,521
655.00 6,020
0.138
5,716
17,453
656.00 6,653
0.153
9,275
23,795
Basin Volume Required (1800cu.ft. /dist. ac) = 3,078 (cu. ft.)
Basin Volume Provided at Skimmer = 9,106 (cu. ft.)
Required Basin Surface Area (Q10x325 sq.ft.) = 5,547 (sq. ft.)
As, Surface Area Provided = 5,713 (sq. ft.)
Skimmer Size Calculated Usinq Attachment:
Volume to be drained in 24 -72 hrs.= 9,106 (cu. ft.)
2.5" Skimmer drains ,6,234 cf /24 hrs. & 43,638 cf /72 hrs.
Skimmer Size= 2.5" Diameter
Orfice diameter adjustment (((CF Volume/3,810)/3.14) ^0.5)x2= 1.74
Orfice = 1.75 Diameter
Emeraencv SDillwav Calculation: Q= CLH ^1.5
C= 2.8
Q10= 17.068 (cfs)
Spillway Width = 18.0 (ft.)
h= 0.49 (ft.) <0.5', Therefore OK
3/6/2015
4.86 (ac.)
3.21 (ac.)
Pre - Developed
Greater than required, therefore OK
Greater than required, therefore OK
P:\HopperCommunities\Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
70

The ISAACS GROUP
Vickery Subdivision Union County, NC
Skimmer Basin Design & Calculations (BASIN #2)
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.5
AD, Drainage Area to Structure (Pre - Developed)
152,246
(sq. ft.)
AD, Drainage Area to Structure (Post - Developed)
277,573
(sq. ft.)
Drainage Area to Structure
6.37
(ac.)
Area of disturbance for structure
2.65
(ac.)
Q10, Peak Flow = CiA
22.398
(cfs)
Volume Calculation
Bottom of Basin Elevation =
650.50
Depth of Basin (to spillway)
3.00 (ft.)
Skimmer Max. Elevation =
652.50
Emergency Spillway Elev. =
653.50
Top of Dam Elevation =
655.00
Contour Area
Area
Volume
Total
Elev. (sq. ft.)
(ac. ft.)
(cu. ft.)
(cu. ft.)
650.50
5,474
0.126
651.00
5,764
0.132
2,810
2,810
652.00
6,362
0.146
6,063
8,873
652.50
6,671
0.153
3,258
12,131
653.00
6,986
0.160
3,414
15,545
653.50
7,307
0.168
6,989
19,120
654.00
7,634
0.175
7,310
22,855
655.00
8,308
0.191
11,711
30,831
Basin Volume Required (1800cu.ft. /dist. ac) = 4,770 (cu. ft.)
Basin Volume Provided at Skimmer = 12,131 (cu. ft.)
Required Basin Surface Area (Q1ox325 sq.ft.) = 7,279 (sq. ft.)
As, Surface Area Provided = 7,307 (sq. ft.)
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24 -72 hrs.= 12,131 (cu. ft.)
2.5" Skimmer drains ,6,234 cf /24 hrs. & 18,702 cf172 hrs.
Skimmer Size= 2.5" Diameter
Orfice diameter adjustment (((CF Volume/3,810)/3.14) ^0.5)x2= 2.01
Orfce = 2.00 Diameter
Emeraencv Saillwav Calculation: Q= CLH "1.5
C= 2.8
Q10= 22.398 (cfs)
Spillway Width = 23.0 (ft.)
h= 0.49 (ft.) <0.5', Therefore OK
3/6/2015
3.50 (ac.)
6.37 (ac.)
Post - Developed
Greater than required, therefore OK
Greater than required, therefore OK
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
7i

The /SAACS GROUP
Vickery Subdiuision
Union County, NC
Skimmer Basin Design & Calculations (BASIN
#3)
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.6
AD, Drainage Area to Structure (Pre -
Developed)
84,142
(sq. ft.)
AD, Drainage Area to Structure (Post
- Developed)
52,228
(sq. ft.)
Drainage Area to Structure
1.93
(ac.)
Area of disturbance for structure
1.39
(ac.)
Q10, Peak Flow = CiA
8.148
(cfs)
Volume Calculation
Bottom of Basin Elevation =
654.50
Depth of Basin (to spillway)
3.00
(ft.)
Skimmer Max. Elevation =
656.50
Emergency Spillway Elev. =
657.50
Top of Dam Elevation =
659.00
Contour Area
Area
Volume
Total
Elev. (sq. ft.)
(ac. ft.)
(cu. ft.)
(cu. ft.)
654.50 1,690
0.039
655.00 1,861
0.043
888
888
656.00 2,220
0.051
2,041
2,928
656.50 2,409
0.055
1,157
4,086
657.00 2,605
0.060
1,254
5,339
657.50 2,806
0.064
2,608
6,693
658.00 3,015
0.069
2,810
8,149
659.00 3,450
0.079
4,692
11,385
Basin Volume Required (1800cu.ft. /dist. ac) = 2,502 (cu. ft.)
Basin Volume Provided at Skimmer = 4,086 (cu. ft.)
Required Basin Surface Area (Q10x325 sq.ft.) = 2,648 (sq. ft.)
As, Surface Area Provided = 2,806 (sq. ft.)
Skimmer Size Calculated Usino Attachment:
Volume to be drained in 24 -72 hrs.= 4,086 (cu. ft.)
2.0" Skimmer drains ,3,283 cf /24 hrs. & 13,132 cf/72 hrs.
Skimmer Size= 2.0" Diameter
Orfice diameter adjustment (((CF Volume /3,369)/3.14) ^0.5)x2= 1.24
Orfice = 1.30 Diameter
Emeroencv Spillway Calculation: Q= CLH ^1.5
C= 2.8
Q1o= 8.148 (cfs)
Spillway Width = 10.0 (ft.)
h= 0.44 (ft.) <0.5', Therefore OK
3/6/2015
1.93 (ac.)
1.20 (ac.)
Pre - Developed
Greater than required, therefore OK
Greater than required, therefore OK
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
"72.

The ISAACS GROUP
Vickery Subdivision Union County, NC
Skimmer Basin Design & Calculations (BASIN #4)
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.6
A0, Drainage Area to Structure (Pre - Developed)
106,217
(sq. ft.)
AD, Drainage Area to Structure (Post - Developed)
77,778
(sq. ft.)
Drainage Area to Structure
2.44
(ac.)
Area of disturbance for structure
1.84
(ac.)
Q10, Peak Flow = CiA
10.285
(cfs)
Volume Calculation
Bottom of Basin Elevation =
645.50
Depth of Basin (to spillway)
3.00
(ft.)
Skimmer Max. Elevation =
647.50
Emergency Spillway Elev. =
648.50
Top of Dam Elevation =
650.00
Contour Area Area Volume
Total
Elev. (sq. ft.) (ac. ft.)
(cu. ft.)
(cu. ft.)
645.50 2,231 0.051
646.00 2,428 0.056
1,165
1,165
647.00 2,843 0.065
2,636
3,800
647.50 3,063 0.070
1,477
5,277
648.00 3,282 0.075
1,586
6,863
648.50 3,511 0.081
3,287
8,564
649.00 3,747 0.086
3,515
10,378
650.00 16,441 0.377
14,964
23,528
Basin Volume Required (1800cu.ft. /dist. ac) =
3,312
(cu. ft.)
Basin Volume Provided at Skimmer =
5,277
(cu. ft.)
Required Basin Surface Area (Q,ox325 sq.ft.) =
3,343
(sq. ft.)
As, Surface Area Provided =
3,511
(sq. ft.)
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24 -72 hrs.= 5,277 (cu. ft.)
2.0" Skimmer drains ,3,283 cf /24 hrs. & 9,849 cf/72 hrs.
Skimmer Size= 2.0" Diameter
Orfice diameter adjustment (((CF Volume/3,369)/3.14) ^0.5)x2= 1.41
Orfice = 1.40 Diameter
Emergency Spillway Calculation: Q= CLH ^1.5
C= 2.8
Q10= 10.285 (cfs)
Spillway Width = 12.0 (ft.)
h= 0.45 (ft.) <o.g', Therefore OK
3/6/2015
2.44 (ac.)
1.79 (ac.)
Pre - Developed
Greater than required, therefore OK
Greater than required, therefore OK
P:\HopperCommunities\Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
W'

The /SAACS GROUP
Vickery Subdivision Union County, NC
Skimmer Basin Design & Calculations (BASIN #5)
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.6
A., Drainage Area to Structure (Pre - Developed)
54,462
(sq. ft.)
AD, Drainage Area to Structure (Post - Developed)
52,688
(sq. ft.)
Drainage Area to Structure
1.25
(ac.)
Area of disturbance for structure
1.15
(ac.)
Q10, Peak Flow = CiA
5.274
(cfs)
Volume Calculation
Bottom of Basin Elevation =
659.50
Depth of Basin (to spillway)
3.00 (ft.)
Skimmer Max. Elevation =
661.50
Emergency Spillway Elev. =
662.50
Top of Dam Elevation =
664.00
Contour Area
Area
Volume
Total
Elev. (sq. ft.)
(ac. ft.)
(cu. ft.)
(cu. ft.)
659.50
1,426
0.033
660.00
1,591
0.037
754
754
661.00
1,938
0.044
1,765
2,519
661.50
2,124
0.049
1,016
3,534
662.00
2,310
0.053
1,109
4,643
662.50
2,506
0.058
2,315
5,849
663.00
2,708
0.062
2,509
7,152
664.00
3,131
0.072
4,228
10,077
Basin Volume Required (1800cu.ft. /dirt. ac) = 2,070 (cu. ft.)
Basin Volume Provided at Skimmer = 3,534 (cu. ft.)
Required Basin Surface Area (Q1ox325 sq.ft.) = 1,714 (sq. ft.)
A5, Surface Area Provided = 2,506 (sq. ft.)
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24 -72 hrs.= 3,534 (cu. ft.)
2.0" Skimmer drains ,3,283 cf /24 hrs. & 9,849 cf/72 hrs.
Skimmer Size= 2.0" Diameter
Orfice diameter adjustment (((CF Volume/3,369)/3.14) ^0.5)x2= 1.16
Orfice = 1.30 Diameter
Emergency Spillway Calculation: Q= CLH ^1.5
C= 2.8
Q10= 5.274 (cfs)
Spillway Width = 10.0 (ft.)
h= 0.33 (ft.) <0.5, Therefore OK
Kill— W$11141
1.25 (ac.)
1.21 (ac.)
Post - Developed
25
Greater than required, therefore OK
Greater than required, therefore OK
P: \Hopper Communities \Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
74

The /SAACS CROUP
Vickery Subdiuision Union County, NC
Skimmer Basin Design & Calculations (BASIN #6)
646.50
Peak Flow Calculation
Total Time of Concentration, T.
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.6
AD, Drainage Area to Structure (Pre - Developed)
33,219
(sq. ft.)
AD, Drainage Area to Structure (Post - Developed)
32,105
(sq. ft.)
Drainage Area to Structure
0.76
(ac.)
Area of disturbance for structure
0.76
(ac.)
010, Peak Flow = CiA
3.217
(cfs)
Volume Calculation
Bottom of Basin Elevation =
646.50
Depth of Basin (to spillway)
3.00 (ft.)
Skimmer Max. Elevation =
648.50
Emergency Spillway Elev. =
649.50
Top of Dam Elevation =
651.00
Contour Area
Area
Volume
Total
Elev. (sq. ft.)
(ac. ft.)
(cu. ft.)
(cu. ft.)
646.50
850
0.020
647.00
979
0.022
457
457
648.00
1,254
0.029
1,117
1,574
648.50
1,404
0.032
665
2,238
649.00
1,554
0.036
740
2,978
649.50
1,714
0.039
1,559
3,797
650.00
1,880
0.043
1,717
4,695
651.00
2,887
0.066
3,451
7,248
Basin Volume Required (1800cu.ft. /dist. ac) = 1,368 (cu. ft.)
Basin Volume Provided at Skimmer = 2,238 (cu. ft.)
Required Basin Surface Area (Q,ox325 sq.ft.) = 1,045 (sq. ft.)
As, Surface Area Provided = 1,714 (sq. ft.)
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24 -72 hrs.= 2,238 (cu. ft.)
1.5" Skimmer drains ,1,728 cf /24 hrs. & 5,184 cf /72 hrs.
Skimmer Size= 1.5" Diameter
Orfice diameter adjustment (((CF Volume /3,810)/3.14) ^0.5)x2= 1.00
Orfice = 1.00 Diameter
Emergencv Splllwav Calculation: Q= CLH ^1.5
C= 2.8
010= 3.217 (cfs)
Spillway Width = 10.0 (ft.)
h= 0.24 (ft.) <0.5', Therefore OK
3/6/2015
0.76 (ac.)
0.74 (ac.)
Pre - Developed
Greater than required, therefore OK
Greater than required, therefore OK
P:\HopperCommunities\Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
'7>

The ISAACS GROUP 3/6/2015
Vickery Subdivision Union County, NC
Skimmer Basin Design & Calculations (BASIN #7)
Peak Flow Calculation
Total Time of Concentration, Tc
5.00
(min.)
i, 10 yr. Rainfall Intensity
7.03
(in. /hr.)
C, Rainfall Runoff Coefficient
0.5
AD, Drainage Area to Structure (Pre - Developed)
108,346
(sq. ft.)
2.49 (ac.)
AD, Drainage Area to Structure (Post - Developed)
100,346
(sq. ft.)
2.30 (ac.)
Drainage Area to Structure
2.49
(ac.)
Pre - Developed
Area of disturbance for structure
1.47
(ac.)
010, Peak Flow = CiA
8.743
(cfs)
Volume Calculation
Bottom of Basin Elevation =
644.50
Depth of Basin (to spillway)
3.00
(ft.)
Skimmer Max. Elevation =
646.50
Emergency Spillway Elev. =
647.50
Top of Dam Elevation =
649.00
Contour Area Area
Volume
Total
Elev. (sq. ft.) (ac. ft.)
(cu. ft.)
(cu. ft.)
644.50 2,003 0.046
645.00 2,180 0.050
1,046
1,046
646.00 2,553 0.059
2,367
3,412
646.50 2,751 0.063
1,326
4,738
647.00 2,950 0.068
1,425
6,164
647.50 3,159 0.073
2,955
7,693
648.00 3,373 0.077
3,162
9,325
649.00 3,821 0.088
5,235
12,928
Basin Volume Required (1800cu.ft. /dist. ac) =
2,646
(cu. ft.)
Basin Volume Provided at Skimmer =
4,738
(cu. ft.)
Greater than required, therefore OK
Required Basin Surface Area (Q10x325 sq.ft.) =
2,841
(sq. ft.)
As, Surface Area Provided =
3,159
(sq. ft.)
Greater than required, therefore OK
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24 -72 hrs.= 4,738 (cu. ft.)
2.0" Skimmer drains ,3,283 cf /24 hrs. & 9,849 cf /72 hrs.
Skimmer Size= 2.0" Diameter
Orfice diameter adjustment (((CF Volume/3,369)/3.14) 110.5)x2= 1.34
Orfice = 1.40 Diameter
Emergency Spillway Calculation: Q= CLH ^1.5
C= 2.8
Qt0= 8.743 (cfs)
Spillway Width = 10.0 (ft.)
h= 0.46 (ft.) <0.5', Therefore OK
P:\HopperCommunities\Vickery Subdivision 14209\ Engineering \Calculations \Erosion Control \14209- EC.xls
76