SW8011025_COMPLIANCE_20030103

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

DETENTION POND ANALYSIS FILENAME: G:IDATAIWPDATAIWQSIPOND1011025.WK1
PROJECT #: SW8 011025 Modification REVIEWER: L. Lewis
PROJECT NAME: Rivers Edge POA Facility
DATE:
10-Jan-03
Receiving Stream:
Shallotte River
Class:
C Sw HQW
Drainage Basin:
Lumber
Index No.
LBR59 15-25-2-(1)
Site Area
3.88 acres
Drainage Area
435.00
37.
square feet
Area =
3.16 acres
IMPERVIOUS AREAS
Rational C
Buildings 10061.00 square feet
Parking 39634.00 square feet
Sidewalks 20984.00 square feet
Tennis Courts 29559.00 square feet
square feet
square feet
TOTAL '00z 00',. square feet Rational Cc= 0.05
SURFACE AREA CALCULATION
% IMPERVIOUS 72.93%
Des. Depth 6
TSS: 90
VOLUME CALCULATION
Rational ?*
Des. Storm
inches
inches
Rv=
0.71
Bottom
25.77 msl
Perm. Pool'msI
Design Pool
32.86 msl
Design SA
8037 sf
Req. Volume
809
cf
Prov. Volume
8:122
cf
ORIFICE CALCULATION
SAIDA Ratio 4.11 %
Req. SA 5642 sf
Prov. SA ;.086i sf
* place a 1" in the box if Rational is used
FOREBAY
Perm. Pool Volume= 12446
Req. Forebay Volume= 2489.2
Provided Volume= 2516.00
Percent=T.2Q'o
SA @ _
Elevation=
Avg. Head =
0.51
ft
Q2 Area =
1.95
sq. in.
Flow Q2, cfs
0.047
cfs
Q5 Area =
0.78
sq. in.
Flow Q5, cfs
0.019
cfs
Orifice Area
1.77
sq. in.
No. of Orifices
::;:;::
Q=
0.042
cfs
Diameter, inches
0weir
HxW
in
x
in
Drawdown =
2;2
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

NARRATIVE
for
River's Edge POA Facility
Shallotte, Brunswick County, NC
DESCRIPTION
RECEIVED
OCT 2 2 2002
DwQ
PROJ # S607 011 v2 5 MC-Q/
The site is a 3.88-acre tract located within the River's Edge Golf Club and
Plantation Subdivision project, along Copas Road and adjacent to Section 4 & 5 of the
development. The proposed development on the site is a Property Owner's Amenity
Center with a pool, tennis court, events lawn, and a parking lot. The project was
previously submitted and approved for stormwater and erosion control. The proposed
POA Facility is relocated to the parcel directly adjacent to the site previously approved.
The site incorporates the area previously recorded as Lots 1-5 of Section 5. The site is
sparsely wooded with sandy topsoil and grades ranging from 0.5% to 2.0%. The site will
be graded to accommodate the purposed plans, however care will be taken to leave as
many existing trees as possible and incorporate the trees into the proposed landscaping.
Construction is scheduled to begin as soon as all permits and approvals are obtained.
STORMWATER MEASURES
The stormwater runoff from the site is estimated using the rational method. The
site is not located near SA waters, thus the first inch (1") of rainfall is accounted for in
the design. The stormwater will collect into one (1) wet detention basin on the site. The
stormwater run-off will be directed to the basin by catch basins, drop inlets, and
underground piping.
EROSION CONTROL MEASURES
The attached plans and specifications give the requirements for erosion control
measures. Gravel check dams will be located at the two (2) ends of the NCDOT roadside
ditch along Copas Road. Silt fence will be located at certain locations on the perimeter of
the site. The runoff will be directed to the basin during construction of the site. Gravel
inlet protection will be used around the drop inlets, and catch basins until vegetation is
established or the area is paved. A gravel construction entrance will be constructed at the
entrance from River Village Square in Section 4 and at the access on Laurel Valley
Drive. The grading contractor and the developer will provide the maintenance for the
erosion control measures.
CONSTRUCTION SEQUENCE
The Contractor will install the gravel construction entrance prior to begirding any
clearing and grading operations. Silt fence and check dams will be installed prior to
beginning any clearing and grading operations. The wet detention basin will be
constructed immediately after that portion of the site is cleared, and the outlet structure
will be installed with outlet piping. Runoff will be directed to the basin during
construction. The disturbed areas will be landscaped and seeded upon completion, and as
soon as possible. The wet detention basin will be restored to original depth after
completion of all other construction.

RIVERS EDGE PROPERTY OWNERS AMENITY CENTER
(POA FACILITY)
Rivers Edge Golf Club and Plantation, Inc.
CALCULATIONS
AND
SUPPORTING MATERIAL
FOR
STORMWATER DESIGN
RECEIVED
October 2002
OCT 2 2 2002
_ DWQ �_n
PROD # J(iU OU IUZ5 "r Vf/
_ 167 9 z
CJ ��
?1,480101MOi
Prepared by:
East Coast
Engineering Company, P.A.
Consulting Engineers
Shallotte, Forth Carolina 28459
Post Office Box 2469 4918 Main Street
Office: 910.754.8029

Rviers Edge POA
Wet Detention Basin Calculations
East Coast Engineering Company, PA
DAH
Pond 1
Drainage Area (DA) =
137,435.42 sf
or 3.16 ac
Impervious Area (IA)=
100237.89 sf
2.30 ac
Percent Impervious (I)
IAIDA
0.73
or 73%
SAIDA; 90% TSS
(no vegetative filter req'd)
Pond Depth = 6.0
0.0411
or 4.11 %
Min. req'd SA @ PP
(SAIDA)x(DA)
5,649 sf
Min. req'd storage volume
Rv = 0.05 + (0.009 x I) = 0.706
Volume = 1 in x (1 ft f 12 in) x Rv x DA
8,090 cf
SA provided @ PP
Oval Pond Elev = 31.77
6,865 sf
Enough SA provided?
YES
Min, storage depth req'd
Min. stora a volume f SA provided PP
1.18 ft
Storage depth set at
1.09 ft
Elevation of temporary pool
32.86 ft
SA @ Temporary pool
8,037 sf
Storage volume provided
Average of SA @ temp, pool & PP x storage depth
8,151 cf
OK
Outlet Sizing
0 - 2 day drawdown time
Min. req'd storage volume x (1 in. 12 days)
0.047 cfs
Q - 5 day drawdown time
Min. req'd storage volume x (1 in. 15 da s)
0.019 cfs
Height
h (112 Min. Storage Depth)
0.55 ft
CD
Constant
0.6
Required Area for Q-2
A = Qf(C x (2gh) 1)
1.89 in
Required Area for Q-5
A = Qf(C x (2gh)")
0.76 in2
Orifice Choosen
1.50 in diameter
CHECK
Area Provided by Orifice Choosen
A = xr
1.77 in
Area Provided by Orifice Choosen
0,012 ft
The Average head
h = 1/2(Temporary Pool depth - 1i2(orifice diameter))
6.189 in
The Average head
0.516 ft
Q provided
Q = Ca(2gh)12
0.042 cfs OK
Emergency Spillway
25 YEAR DISCHARGE:
FREES OARD HEIGHT:
FREEBOARD ELEVATION:
RISER:
OUTLET PIPE:
18.01 CFS
3.73 FT
35.5 FT
TX2'BOX
TWO (2) 12 IN
Revision Date: 10/16/02

Rivers Edge POA
POND VS. FOREBAY
East Coast Engineering Co., PA
DAH
POND 1 VOLUME TO FOREBAY COMPARISON
FOREBAY
2:1 SLOPE
BOTTOM SF
485.75
SURFACE SF
1191.31
DEPTH
3
VOLUME
2516
POND
DEPTH 16
3:1 SLOPE
BOTTOM SF
1 184.78
TOP SF
2481,37
DEPTH
4.33
VOLUME
5772
6:1 SLOPE
BOTTOM SF
2481.37
SURFACE SF
5511,28
DEPTH
1,67
VOLUME
6674
TOTAL POND VOLUME 12446
FOREBAY % OF POND 20%

Rivers Edge POA
Drainage Area to Catch Basin
Calculations
East Coast Engineering Company, PA
DAH
Q to CB -1 from DA-1 Drainage Area =
14,044
SF
Q to CB-2 from CA-2 Drainage Area =
5,948
SF
Drainage Area =
0.32
Acres
Drainage Area =
0.14
Acres
Design Storm =
10
-YR storm
Design Storm =
10
YR storm
Surface
Acres
C- Value f'1
Surface
Acres
C- Value (1)
Asphalt
0.1989
0.95
Asphalt/Rooftop
0.09447
0.95
Concrete
0.0077
0.95
Concrete
0.01319
0.95
Rooftop
0
0.95
Rooftop
0
0.95
Grass
0.12
0.2
Grass
0.03
0.2
Total 'A'
0.32
Total 'A'
0.14
Weighted 'C'
0,680698
Weighted 'C'
0.79132
Tc Length
107
Tc Length
112
To High Elev.
36.5
Te High Elev.
36.5
To Low Elev,
35
Tc Low Elev.
35
Slope
0.014
Slope
0.01339
Tc
1.47
Tc
1.55
To Factor cs1
0.4
Tc Factor tzf
0.4
To wl Factor
0,5892
Tc wl Factor
0.62116
Intensity'r't3t
7.1
Intensity's'{3t
7.1
Qi = C rA
1.5581
cfs
Qi = C to
0.76723
cfs
Q to 0I-1 from DA-3 Drainage Area =
5,140
SF
Q to CB-3 from DA-4 Drainage Area =
9,922
SF
Drainage Area =
0.12
Acres
Drainage Area =
0.23
Acres
Design Storm =
10
-YR storm
Design Storm =
10
-YR storm
Surface
Acres
C- Value
Surface
Acres
C- Value r�1
Asphalt
0
0.95
Asphalt
0.17414
0.95
Concrete
0
0.95
Concrete
0.02466
0.95
Rooftop
0.0848
0.95
Rooftop
0
0.95
Grass
0.03
0.2
Grass
0.03
0.2
Total 'A'
0.12
Total 'A'
0.23
Weighted 'C'
0.738904
Weighted 'C'
0.854556
To Length
121
Tc Length
131
To High Elev.
48
Tc High Elev.
37
Tc Low Elev.
35
To Low Etev.
35
Slope
0.1074
Slope
0.01527
To
0.74
Tc
1,67
Tc Factor (2)
0.4
Tc Factor (2)
0.4
To wl Factor
0.2957
Tc wl Factor
0.66636
Intensity 'r't3)
7.1
Intensity'r'�3J
8
Q; = C eA
0.6191
cfs
Q; = C!A
1.55726
cfs
Q to CB=4'from ;DA-S' Drainage Area =
12,591
SF
Q to DI-2 from DA-6.' Drainage Area =
23,981
SF
Drainage Area =
0.29
Acres
Drainage Area =
0.55
Acres
Design Storm =
10
-YR storm
Design Storm
1 10
-YR storm
Surface
Acres
C-Value
Surface
Acres
C- Value f'r
Asphalt
0.1406
0.95
Asphalt
0.00
0,95
Concrete
0.0457
0.95
Concrete
0.36
0.95
Rooftop
0.0792
0.95
Rooftop
0.07
0.95
Grass
0.02
0.2
Grass
0.12
0.2
Total 'A'
0.29
TotaI'A'
0.55
Weighted 'C'
0.88897
Weighted 'C'
0.787303
Tc Length
130
Tc Length
250
Tc High Elev.
36
Tc High Elev.
35.53
Tc Low Elev.
35
To Low Efev.
33.77
Slope
0.0077
Slope
0.00704
Tc
2.16
To
3.69
Tc Factor czt
0.4
To Factor czy
0.4
To wl Factor
0.8625
Tc wl Factor
1.47657
Intensity'i' (3)
7.1
intensity'P 13)
7 1
Q; = C aA
1.8244
cfs
Qi = C rA
3.07737
cfs
(1) Table 8.03a; (2) Figure 8.03a; (3y Figure 6.031b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision Oate: 10/16/02

Rivers Edge POA
Drainage Area to Catch Basin
Calculations
Q to CB-5 from DA-7 Drainage Area =
Drainage Area =
Design Storm =
Surface
Asphalt
Concrete
Rooftop
Grass
Total 'A'
Weighted 'C'
Tc Length
Tc High Elev.
Tc Low Elev.
Slope
Tc
Tc Factor (2)
Tc wt Factor
Intensity's' (3)
Q; = C iA
Q to CB-7'from DA79 Drainage Area =
Drainage Area =
Design Storm =
Surface
Asphalt
Concrete
Rooftop
Grass
Total 'A'
Weighted 'C'
Tc Length
Tc High Elev.
Tc Low Elev.
Slope
Tc
To Factor (2)
Tc wl Factor
Intensity's' 13)
QI=CrA,
7,880 SF
0.18 Acres
10 -YR storm
Acres C- Value ry
0.15 0.95
0,02 0.95
0.00 0.95
0.01 0.2
0.18
103
f 35 1
1,41
0.4
7.1
1.1612 cfs
33,721 SF
0.77 Acres
10 -YR storm
Acres C-VaLlA0
0.05
0.95
0.58
0.95
0.00
0.95
0.04
0.77
0.2
257
36.5
0.0058
4.C5
0.4
1.6212
7.1
4.9887
U.yU/b32
East Coast Engineering Company, PA
DAH
Q to CB-6 from DA-8 Drainage Area =
SF
Drainage Area =
Plyo]-YRstorm
Acres
Design Storm =
Surface
Acres
C- Value
Asphalt
0.10
0.95
Concrete
0.01
0.95
Rooftop
0.00
0.95
Grass
0.04
0.2
Total 'A'
0.15
Weighted 'C'
0.750163
Tc Length
80
Tc High Elev.
36.5
Tc Low Elev.
35
Slope
0.01875
To
1.05
Tc Factor (2)
0.4
Tc w/ Factor
0.42114
Intensity's ' (3)
7.1
Q; = C iA
0:77253
cfs
(1) Tatle 8.03a; (2) Figure 8,03a; (3) Figure 8.03b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision Date: 10/16/02

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Rivers Edge POA
Drainage Area to Catch Basin
Calculations
East Coast Engineering Company, PA
DAH
Q to CB-1 from DA-1 Drainage Area =
14,044
SF
Q to CB-2 from DA-2 Drainage Area =
SF
Drainage Area =
0.32
Acres
Drainage Area =
PM25
Acres
Design Storm =
25
-YR storm
Design Storm =
-YR storm
Surface
Acres
C- Value f'1
Surface
Acres
C- Value rrl
Asphalt
0.1989 1
0.95
AsphaltlRooftop
0.09447
0.95
Concrete
0,0077
0,95
Concrete
0.01319
0.95
Rooftop
0
0.95
Rooftop
0
0.95
Grass
0,12
0.2
Grass
0.03
0.2
Total 'A'
0.32
Total A'
0.14
Weighted 'C'
0.680698
Weighted 'C'
0.79132
Te Length
107
Tc Length
112
Tc High Eiev.
36.5
Tc High Elev.
36.5
Tc Low Elev.
35
Tc Low Elev,
35
Slope
0.014
Slope
0.01339
Tc
1.47
Tc
1.55
Tc Factor IZt
0.4
Tc Factor (2)
0.4
Tc wl Factor
0.5892
Tc w/ Factor
0,62116
Intensity's' (3)
8
Intensity's'"'
8
Q; = C lA
1.7557
cfs
Q; = C /A
0.86448
cfs
to 01-1 frarri.DA-3 Drainage Area =
SF
Q to CB-3 from DA-4 Drainage Area =
9,922
SF
Drainage Area =
P2!5�
Acres
Drainage Area =
0.23
Acres
Design Storm =
-YR storm
Design Storm =
25
-YR storm
Surface
Acres
C-Value �'�
Surface
Acres
C- Value
Asphalt
0
0.95
Asphalt
0,17414
0.95
Concrete
0
0.95
Concrete
0.02466
0.95
Rooftop
0.0848
0.95
Rooftop
0
0.95
Grass
0.03
0.2
Grass
0.03
0.2
Total 'A'
0.12
Total 'A'
0,23
Weighted 'C'
C.738904
Weighted 'C'
0.854556
Tc Length
121
Tc Length
131
Tc High Elev.
48
Tc High Elev.
37
Tc Low Elev.
35
Tc Low Elev.
35
Slope
0.1074
Slope
0.01527
Tc
0,74
Tc
1.67
Tc Factor (2)
0.4
Tc Factor (2)
0 4
Tc wl Factor
0.2957
Tc wl Factor
0.66636
Intensity'i' (3)
8
4ntensity'P (3)
8
Q; = C rA
0.6975
cfs
Qi = C rA
1.55726
cfs
Q.to CB-4 from DA-5 Drainage Area =
12,591
SF
Q to. DI-2 from DA-6 Drainage Area =
23,981
SF
Drainage Area =
0.29
Acres
Drainage Area =
0.55
Acres
Design Storm =
25
-YR storm
Design Storm =
25
-YR storm
Surface
Acres
C- Value r'!
Surface
Acres
C- Value
Asphalt
0,1406
0.95
Asphalt
0.00
0.95
Concrete
0,0457
0.95
Concrete
0.36
0.95
Rooftop
0,0792
0.95
Rooftop
0.07
0.95
Grass
0.02
4.2
Grass
0.12
0.2
Total 'A'
0.29
Total 'A'
0.55
Weighted 'C`
0.88897
Weighted 'C'
0.787303
Tc Length
130
Tc Length
250
Tc High Eiev.
36
Tc High Elev,
35.53
Tc Low Elev.
35
Tc Low Elev.
33.77
Slope
0.0077
Slope
0.00704
Tc
2.16
Tc
3.69
Tc Factor (2)
0A
Tc Factor (2)
0.4
Tc wl Factor
4.8625
Tc wl Factor
1.47657
Intensity ' i ' (3)
8
Intensity ' i ' �3)
8
Qi = C rA
2.0557
cfs
Q; = C rA
3.46746
cfs
(1) Table 8.03a; (2) Figure 8.03a (3) Figure 8,03h of the NCOENR Erosion and Sediment Control Planning and Design Manual. Revision Date: 10/16/02

Rivers Edge POA
Drainage Area to Catch Basin
Calculations
Q to CB-5 from DA-7 Drainage Area =
7,880
SF
Drainage Area =
0.18
Acres
Design Storm =
25
-YR storm
Surface
Acres
C-Valuef�1
Asphalt
0.15
0.95
Concrete
0.02
0.95
Rooftop
0,00
0.95
Grass
0.01
0.2
Total A'
0.18
Weighted 'C'
0.904038
To Length
103
To High Elev.
36.5
To Low Elev.
35
Slope
0.0146
To
1.41
To Factor Izl
0.4
To wl Factor
0.5639
Intensity ' i ' csr
8
Q, = C rA
1.3083
cfs
Q to CB-7 from.DA79 Drainage Area =
33,721
SF
Drainage Area =
0.77
Acres
Design Storm =
25
-YR storm
Surface
Acres
C-value
Asphalt
0.05
0.95
Concrete
00.68
0.95
Rooftop
0.00
0.95
Grass
0.04
0.2
Total 'A'
0.77
Weighted 'C'
0.907632
To Length
257
To High Elev.
36.5
To Low Elev.
35
Slope
0.0058
To
4,05
To Factor (2)
w/ Factor
2Intensity's'(31Qi
00,4Tc
= CfA
21
cfs
East Coast Engineering Company, PA
DAH
Q to CB-6 from DA-8 Drainage Area =
SF
Drainage Area =Acres
M25
Design Storm =-YR
storm
Surface
Acres
C-Valuer'
Asphalt
0.10
0.95
Concrete
0.01
0.95
Rooftop
0,00
0.95
Grass
0.04
0.2
Total 'A'
0.15
Weighted 'C'
0.750163
Tc Length
80
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36.5
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35
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0.01875
To
1.05
To Factor i2j
0.4
To w/ Factor
0.42114
Intensity'i'13j
$
QI = CM
0.87045
cfs
(1) TabEe 8.03a; (2) Figure 8.03a; (3) Figure 6.03b of the NCDENR Erosion and Sediment Control Planning and Design Manual. Revision Dale: 10/16/02

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Rivers Edge POA
Pipe Sizing, Inverts
East Coast Engineering Company, PA
DAH
ID Contributing DAs I
Total Q I
Pipe Size
I Slope
1 Q MAX
I Top
CB-1
1
1.56
12
0.0016
1.56
35.98
CB-2
1,2
2.33
12
0.0036
2.33
35.98
DI-1
3
0.62
8
0.0022
0.62
37.00
CB-3
1,2,3,4
6.06
18
0.0028
6.06
36.28
JB-1
1,2,3,4
6.06
18
0.0028
1 6.06
36.60
CB-4
1,2,3,4,5
7.88
18
0.0048
7.88
36.02
DI-2
1,2,3,4,5,6
10.96
24
0.0020
37.63
35.78
CB-5
7
1.16
12
0.0009
1.16
34.94
CB-6
7,8
1.93
12
0.0025
1.93
34.83
CB-7
7,8,9
6.92
18
0.0882
33.78
35.20
Pond Outlet
1-9
17.88
18
n/a
n/a
33.87
JB-2
1-9, Offsite
n/a
18
0.0050
n/a
36.50
DI-3
Offsite
n/a
15
0.0050
n/a
33.25
DI-4
Offsite
n/a
15
0.0050
n/a
34.25
DI-5
Offsite
n/a
15
0.0050
n/a
34.25
DI-6
Offsite
n/a
18
0.0050
n/a
34.25
DI-7
Offsite
n/a
15
0.0050
n/a
34.25
DI-8
Offsite
nla
15
0,0050
n/a
34.25
Pipe
From
To
Pipe Size
Inv In I
Slope
I Pipe Lengthl
Inv Out
SD-1
CB-1
CB-2
12
33.26
0,0016
30
33.21
SD-2
CB-2
CB-3
12
33.21
0.0036
97
32.86
SD-3
CB-3
JB-1
18
32.86
0.0028
100
32.58
SD-4
JB-1
CB-4
18
32.58
0.0028
85
32.35
SD-5
CB-4
DI-2
18
32.35
1 0.0048
120
31.77
SD-6
DI-2
POND
24
31.77
0.0234
124
28.87
SD-7
DI-1
CB-3
8
33.24
0.0048
78
32.86
SD-8
CB-5
CB-6
12
32.21
0.0009
135
32.09
SD-9
CB-6
CB-7
12
32,09
0.0025
128
31.77
SD-10
CB-7
POND
18
31.77
0.0853
34
28.87
SD-11
POND
JB-2
12
30.68
0.0025
80
30.48
SD-12
DI-3
JB-2
18
30.57
0.0050
17
30.48
SD-13
DI-4
DI-5
15
31.92
0.0016
150
31.17
SD-14
DI-5
DI-6
15
31.17
0.0036
150
30.42
SD-15
DI-7
DI-6
15
31.17
0.0028
150
30.42
SD-16
DI-8
DI-7
15
31.92
0.0028
150
31.17
Revision Date: 10116102

East Coast Engineering
Post Office Box 2469
Shallotte, North Carolina 28459
Attention: Mr. David A. Hollis
Reference: Infiltration Evaluation
Property Owners Association Facility
Rivers Edge Golf Club & Plantation
ShalIotte, North Carolina
Job No: 3564 - 01
Dear Mr, Hollis:
2592 HOPE MILLS ROAD
FAYETTEVILLE, NC 28306
910-426-2323
August 14, 2001
RECEIVED
MAR 18 2002
DWQ
PROJ #
Soil Tech Engineering, Inc, has recently conducted an evaluation of the existing site
conditions for the development of the Property Owners Facility and parking areas located
in the Rivers Edge Golf Club and Plantation on Copas Road in Shallotte, North- Carolina.
We conducted an investigation and evaluation of the subsurface soils at the two
designated storm water infiltration areas indicated on the provided site sketch, on August
9, 2001. The purpose of our investigation was to determine the suitability of the in -place
soils for the discharge and infiltration of stormwater runoff. We investigated the
subsurface soils at each location to a depth of six feet below the existing ground surface.
We also classified each subsurface strata encountered by 'depth and f)btained
representative soils samples of each strata at the designated locations.
Selected soil samples were tested in our laboratory for grain size structure in accordance
with the American Society for Testing and Materials (ASTM) procedures entitled ASTM
D422; 'Particle Size Analysis of Soils". Our sampling indicated that the subsurface soils
varied at the two test location investigated.
The subsurface soils at location #1, consisted of generally stratas of firm silty sands which
were underlain by a relatively free draining sand strata at 36 inches below the upper
surface. These silty sands are moderately slow draining soils, which may cause a perched
surface condition after heavy storm events or during the wetter months of the year. The
lower drainable sand strata extended to the depth we were capable of investigating to
using hand tools. We observed groundwater approximately 42 inches below the existing
ground surface.

Mitration Evaluation
Property Owners Association Facility
Page Two
The subsurface soils at location #2 also consisted of an upper thin strata of silty sand
which was underlain by a free draining sand strata, approximately 18 inches below the
surface. Below the drainable sand strata, at approximately 48 inches, a second silty sand
strata extended to the depth we were capable of investigating to using hand tools. We
observed groundwater at approximately 56 inches below the surface.
We also conducted an evaluation of the sites existing subsurface infiltration at the two
designated locations. The infiltration rate of the in -place soils were determined at a depth
of approximately 12 inches below the existing ground surface at location #1 and
approximately 24 inches at location 92. The infiltration rate at location 91 was 0.10
inches per minute and 0.3 inches per minute at location 42, based on our analysis. The
gray relatively free draining sand strata encountered at a depth of 36 inches, in our
opinion, is an indicator of the seasonal high groundwater condition at location #1. We
also feel that the gray silty sand strata encountered at 48 inches below the surface at
location #2 is an indicator of the seasonal high groundwater condition in that general area.
Please find the results of our field and laboratory tests and a sketch indicating the location
checked. Please contact us, if you have questions.
Very truly yours,
SOIL TECH ENGINEERING, INC.
Parks A. Downing, Jr. '� , SSIO�y'••
Manager - OQ,:orc� q�
r
:a S p •
r • 4r.• r
•. FNG1N•�QP^.••
es Pate, P.E. •. •AM ••S
�''ht11114910�
PADjr; JP/ad
attachments

Infiltration Evaluation
Property Owners Association Facility
Rivers Edge Golf Club & Plantation
Shallotte, North Carolina
Job No.: 3564 - 01
Date: August 9, 2001
Location Depth Soil Deragription
# 1 0" - 12" Gray Silty Fine to Medium SAND (Fill)
12" -18" Orange Black Silty Fine to Medium SAND
18" - 30" Brown Silty Fine to Medium SAND
30" - 36" Tan Silty Fine to Medium SAND
36" - 72" Gray Fine to Medium SAND
Groundwater was encountered at 42 " below the existing ground surface.
Infiltration Rate : 0.10 inches per minute
Test was conducted at 12 inches below the existing ground surface.
#2
0"
-12"
Gray Silty Fine to Medium SAND (Fill)
12"
- 18"
Brown Silty Fine to Medium SAND
18"
- 48"
Tan Fine to Medium SAND
48"
- 56"
Gray Silty Fine to Medium SAND
56"
- 72"
Gray Fine to Medium SAND
Groundwater was encountered at 56" below the existing ground surface.
Infiltration Rate : 0.3 inches per minute
Test was conducted at 24 inches below the existing ground surface.

O
I
I
I
I

Grain Size Analysis
Property Owners Association Facility
Rivers Edge Golf Club & Plantaation
Shallotte, North Carolina
Job No.: 3564 - 01
Location :
#1 #1 #1
#2
#2
12" -18" 18" - 30" 36" - 72"
18" - 48"
48" - 56"
Sim Size
# 1 Q
100.0 100.0 100.0
100.0
100.0
# 40
97.8 96.7 98.9
98.9
98.0
# 80
51.9 49.4 65.1
28.3
40.4
# 200
15.8 18.7 21.3
6.0
22.0
Percent Moisture :
14.3% 22.9% 20.2%
7.5%
20.0%
Soil Description:
Black Blown Gray
Tan
Gray
Silty Silty Fine to
Fine to
Silty
Fine to Fine to Medium
Medium
Fine to
Medium Medium SAND
SAND
Medium
SAND SAND
SAND

EM 0Seyt by:EAST COAST ENGINEERI Feb-26-02 0510OPm from 9107548029-)9103502004 page 1
4 East Coast I w
Engineering Company, P.A.
Consoltina Engineers
PAGE 1 OF 5 (including cover)
TO, Ms. Linda Lewis
of Division of Water Quality
� Wilmington Office
PJJQNE � [phone]
FAX [phone]
DATE: 02/26/02
FROM David A. Hollis EI_l'
SUBJECT: SW8 011025 — Rivers Edge POA Center
Dear Linda,
of.
East Coast
Engineering Company, P.A.
491 & Main Street
Post Office Box 2469
Shallotte, NC 29459
PHONE A 910. 754.8029
FAX N 910.754.8049
In your REQUEST FOR ADDITIONAL INFORMATION under item #3, you state
that the basin must be designed for a 2.5" rain event. This far exceeds the 25-3-ear
event in the calculations using the rational method provided in the original submittal.
The drainage area for basins 3 & 4 is extremely small, both below .038 acres, which
results in a iilne of concentration of 0.91 minutes. In the calculation the conservative
time of 5 minutes is used and the accumulated storage only reaches 39.14 cubic feet.
This is well below the 83 cubic feet needed using the standard I" rain event used in the
calculations and provided for in the basins. It is our opinion that the 83-cf volume is
sufficient and justified by the calculations provided. 1 hope that this will clarify the
issue. Attached are the calculations for the rational method.
You state the 2.5" rain event number was determined by certain criteria. Please,
provide the information used to determine the 2.5" rain event, or let me know if the
rational method used will be sufficient_
3 2�X
17,
Thanks. �5
Hollis
Copy: File: 1500.10 Rivers Edge POA
Mr, Mark Saunders; Rivers Edge Golf Plantation
The information contained in this transmission h privileged, confidential, and is intended only for the
use of the individual or entity n2med above. You are not permitted to copy of this communication if
you are not the intended recipiVIL riatncd above, or the agent of the recipient authorized to receive this
communication, or responsible For delis eying it tri the recipient. If you have received this
communication in error, please notify our office by telephone. Tnank you.

Sept by:EAST COAST ENGINEERI Feb-26-02 05:01om from 9107548029-�9103502004 Page 2
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Sept by:EAST COAST ENGINEERI Feb-26-02
05:01Pm from 910754802949103502004 page 3
Rivers Edge POA
Drainage Area #1 Eaitoast Engineering Company, PA
Inflow/Outflow Calculations
D.A, Hollis
Basin Area # 4
Drainage Area =
Acres
Design Storm =
FV5J-YR
storm
Past -Development 01
Inflow Hydrograph Surface
Acres C-Value(`)
Pavement
0.023278
0.95
0
0
0
0
0
0
0
0
Other
0.013799
Q.2
Total 'A'
10.037077
Weighted 'C'
0-670879
Tc Length
73
Te High Elev,
37.5
Tc Law Elev.
35.25
Slope
0.030822
Tc
0.81
Tc Factor
1
Intensity's' 121
8
Q; = C iA
0.198994 cfs
tp Mr)
5 min
Pre 1 Past Development Percentage 0%
Storage Required s = P - Qa}tp
0.994971 cis'min
59.69626 cu ft.
Proposed Water Quality SA @ PP
sf
Basin

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Se'i,i by:EAST CORST ENGINEERI Feb-26-02 05:02Pm
from 9107548029-)9103502004 Page 5i 5
Rivers Edge PQA `J
Pond Calculations
Stage -Storage
Elevation
FT MSL
Water
Level ft
Surface
Area SFI
Incremental
Volume C
Accumulative
Volume CF
0.1
0.00
292
0
29
0.2
0.10
292
29
29
0.3
0.20
292
58
29
0.4
0.30
292
88
29
0.5
0.40
292
117
Stage -Storage Curve
{NVA+.
0.35
j .Rv :-
'5'pp
> 0.25
U�
g r
0.00
0 5Q 100 150
Storage (cu fl)
E=-coast Engineering Company, PA
EN
Stage-Discharve
H -Water
Level (ft)
Ow =
CwLH'Jz
0.00
0
0.101
0.00
0.20
0.00
0.30
0_QO
0.40
0.00
Cw ` 3
L = 0.00

Permit No. SWAb l 0
(to be provided by DWQ)
State of North Carolina r
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Storii water Management Plan Review:
A complete stormwater management plan submittal. includes a stormwater management permit application, an
infiltration basin supplement for each system, ,design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
1. PROJECT INFORMATION
Project Name . _ R Me, Edge Pc 3A ..Faci 1 i tV _ —
Contact Person: navi ri A EcLi I is Phone Number: ig1 n 75a_Rn29 _
This worksheet applies to: Basin No. 2 in Drainage Area 1
(as identified on plans) (from Form SWU--141)
11. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Sanri
18 _ , in/hr or cflllr/sf (circle appropriate units)
30.86 fmsl (Seasonal High Water Table elevation)
1 _ inch (L5 inch event for SA waters, 1 inch event for others)
2457 _ c.f.
0.012 days
ft. x y Sri es ft. = 5826 sq. ft. (bottom dimensions)
2452 c.f.
frnsl
33.29 finsi
35,no _ fmsI
ORIGINAL.
Fnrm S%Vi1-In" Rev ; 00 P�--e t o[

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management. Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100-feet from water supply wells.
_ c. Bottom of system is at least 2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is not sited on or in fill material or DWQ approval has been obtained.
f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way. .
g. Drainage area for the device is less than 5 acres.
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
C i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swaic or
sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense -vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SbVU-IO4) 1 eJ _�.�9
Paea 2 of

Pe=t No.
(to be provided by DWQ
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION• BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Rivers Edge POA Facility T
Contact Person:.DavidA. Hollis _ Phone Number: (910 } 754-8029
This worksheet applies to: Basin No. 3 in Drainage Area 1
(as identified on plans) (from Fonn SWU-I01)
II. DESIGN INFORMATION _- Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation 30.86 fmSl (Seasonal High Water Table elevation)
Basin Design Parameters
Design Storm 1.0 inch (1.5 inch eventfor SA waters, 1 inch event for others)
Design Volume 83 c.f. 25 Year Event: W/ No Outlet
Drawdown Time 0.024 days
Basin Dimensions
Basin Size
a
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Form SWU-103 Rev 3.99
5.85 ft. x 49.85_ ft. = 292 sq. ft. (bottom dimensions)
83 c. f.
ir, an fmsl
35-28 ^ fmsl
35.50 fmsl
Pair I oI

f
III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department. of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100�eet from water supply wells.
) c. Bottom of system is at least,2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is not sited on or in fill material or DWQ approval has been obtained.
f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public night -of -way.
C� g. Drainage area for the device is less than 5 acres.
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k. All- side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided_
CL n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
_ o. Flow distribution mechanism within the basin is provided.
determine the sediment accumulation in the pretreatment device. p. A benchmark is provided to
q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
form SWU-103 Rev 199 Page 2 of

Permit No. Sw � D l ( v 1�
(to be provided by DW6
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQStormwater Management Plan Review:
A complete stormwater management plan submittal includes_a stormwater management permit application, an
infiltration basin supplement for each system,-desip calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: _ divers Edge p0a -Fa 'Qility
Contact Person: avid A- _xnl l i _ Phone Number. ( 91 ji ) 7r,4_8o2g_
This worksheet applies to: Basin No. 4 in Drainage Area 1
(as identified on plans) (from Fonn 5WU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
.i Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Sand
6 in/hr or cflhrlsf (circle appropriate units)
-yi _ Rfi fmsf (Seasonal High Water Table elevation)
1.0
inch (I.S inch event far SA waters, 1 inch event for others)
83 c.£ 25 Year Event W/ No Outlet
_n n9A days
5.85 ft. Y 49.85 fr. = 292 _sq. ft. (bottom dimensions)
83 c.f.
is -oo _ f nsl
fmsl
35.50 fmsI
ORIGINAL
Form S` U- 103 Rw 3.99 Pace 1 of

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100'feet from water supply wells.
gsa> c. Bottom of system is at least 2 feet above the seasonal high water table.
NL d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is hot sited on or in fill material or DWQ approval has been obtained.
f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
g. Drainage area for the device is less than 5 acres.
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ): Design volume and infiltration calculations attached._
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k. All. side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
O I. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average -depth of 4'inches or
dense vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimurn
length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
P. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q.. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWLO_i(r3
Paee 2 of

NARRATIVE
for
River's Edge POA Facility
Shallotte, Brunswick County, NC
DESCRIPTION
The site is a 3.24-acre tract located within the River's Edge Golf Club and
Plantation Subdivision project, along Copas Road and adjacent to Section 4 of the
development. The proposed development on the site is a Property Owner's Amenity
Center with a pool, tennis court, events lawn, and a parking lot with 55 spaces. The site
is sparsely wooded with sandy topsoil and grades ranging from 0.5% to 2.0%. The site
will be graded to accommodate the purposed plans, however care will be taken to leave
as many existing trees as possible and incorporate the trees into the proposed
landscaping. Construction is scheduled to begin as soon as all permits and approvals are
obtained.
STORMWATER MEASURES
The stormwater runoff from the site is estimated using the rational method. The
site is not located near SA waters, thus the first inch (1") of rainfall is accounted for in
the design. The stormwater will collect into four (4) infiltration basins on the site.
Basins #1 and #2 have bypass off-line systems. Basins 43 and #4 do not have bypass off-
line systems and are designed for the 25-year storm event using rainfall data for the area.
The stormwater run-off will be directed to the basins by swales. In addition to the
swales, drop inlets are used as a pretreatment device.
EROSION CONTROL MEASURES
The attached plans and specifications give the requirements for erosion control
measures. Gravel check dams will be located at the two (2) culverts crossing under
Copas Road. Silt fence will be located around the perimeter of the entire site. The runoff
will be diverted away from the basins until vegetation is established. Gravel inlet
protection will be used around the drop inlets until vegetation is established in the swales.
A gravel construction entrance will be constructed at the entrance from River Village
Square in Section 4 and at the existing access on Copas Road. The grading contractor
and the developer will provide the maintenance for the erosion control measures.
CONSTRUCTION SEQUENCE
The Contractor will install the gravel construction entrance prior to beginning any
clearing and grading operations. Silt fence and check darns will be installed prior to
beginning any clearing and grading operations. The infiltration basins will be
constructed immediately after that portion of the site is cleared, and the inlet structure
with protection will be installed. The disturbed areas will be landscaped and seeded upon
completion, and as soon as possible. The infiltration basin will be restored to original
depth after completion of all other construction.