SW7061114_HISTORICAL FILE_20200826

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

ROY COOPER
Governor
MICHAEL S. REGAN
Seoetcry
BRIAN WRENN
DIMCtor
NORTH CAROLINA
E.nvtronmental Qua/tty
August 26, 2020
St. Johns Church of Christ
Attention: Pastor Russell S. Wilkins
2283 St. John Church Road
Washington, NC-27889.
Subject: Stormwater Pdrmit Renewal "
Stormwater Management Permit SW7061114
St. Johns Church of Christ
Beaufort County
Dear Pastor Wilkins:
A Division of Energy, Mineral, and 'Land Resources file review has,determined that, • .;
Stormwater Permit SW7061114 fora stormwater treatment system consisting of two
wet detention ponds serving St. Johns Church of Christ located on St. John Church Rd.
expires on February 1, 2021. This is a reminder that permit renewal applications are
due 180 days prior to expiration. We do not have a record of receiving, a renewal
application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Also, it was noted in the file review that a designer's certification that the
project was constructed in accordance with the approved plans as required by the
permit has not been submitted. Please include this with your application. Permit
application forms for renewal can be found on our website at:
htte//deq.nc,goy/abo 1 ision /energy-mineral-land-resources/energy-mineral-land-
r it s/stormwater-program/post-construction: North Carolina General Statutes and -the:,
Coastal Stormwater. rules require that this property be covered under a stormwater ..
permit. Failure to maintain a permit subjects1he owner to assessment of civil' penalties. .
If you have questions, please feel free to'contact me at [phone]. I will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger.thorpeAncdenr.gov. .
Sincerely, .
,ram
Roger K. Thorpe
Environmental Engineer
DEQ��
V
Nonh Carolina Depanmeni of Environmental Quincy 1 �DMsion of Energy, Mineral and Land Resources
Washington Regtonal Office 1943 washington Square Mall I WashM9t6n. North Ca Imp 27689
2S2.946.6481
I

BBaldwfmand ASSOCIATES
�' k at-W'.4'_FE?s x`a:�..W:,...,,,+,..y.e:+.F1'F t'^.}.<:�yi:1'3W` iv..._i-.�.'�3•.. ai Md�Zrrra.;![u.;;.P^`u:•ida`vAiL1^..F.s!Z R�-YRhTv-:*�yrycs?.
ENGINEERING, SURVEYING & PLANNING Michael W. Baldwin, PLS
J.S. Janowski, PE
STORM WATER DETENTION ltt1f�I��r`aENED
LFEB 0 12007
ST. JOHNS CHURCH OF CHRIST ®WQ_Wl RO
West and East Wet Detention
10 YR Storm Routing
Washington, North Carolina
January 30, 2007
. S 7;D;;;
i, P.E.
�
MatthewD. Williams, E.I.
I 3o 07
Date
1015 Conference Drive El Greenville, North Carolina 27858 El 252-756-1390 o Fax: [phone]
Email: [e-mail]

Site Conditions Post Development
West Detention Basin
Total watershed area
2.79 acres
Impervious Area C= 0.95 CN=
98 1.39 acres
Grass Area C= 0.35 CN=
80 1 40 acres
Wooded Area C= 0,25 CN=
77 0.00 acres
SCS Soil Group (Leaf)
D
Hydraulic Length
730 feet
Vertical Relief
1 feet
24-hr, 10yr rainfall
6.6 inches
Design Hydrograph Formulation
Composite CN
89.0
1000
S = -- 10
1.24
CN
Runoff
(P-0.2S)'
Q• =
5.31 inches
P+US
Time of Concentration
channel flow(not overland)
�o.oas
IL
15.8
X
1
15.8 minutes
` 128
Composite C =
0.65
Rainfall Intensity = / =
R
(h+T)
R
2
132
18
5.36 inches per hr
10
203
22
25
246
23
100
302
25
Peak Discharge
Q = CIA
9.71 cfs
rime to peak
Vol
` 1.39Q-
66.5 minutes
Storage Required
Allowable release at impoundment = 9.71 cfs
Peak rate of inflow at impoundment = 9.71 cfs
S=(Q,—Q,)T 0cf

surface diff. accum.
Elevatlon area elev stor is stora2e Elevation Ste
ge
97,00 5,580 - 97 0 97=permanent pool
1.00 6,231
98.00 6.882 6.231 98.00 1
0.50 3,611
98.50 7,560 9,842 98.50 1.5
Z
Computed
Storage
Stage LN(storage)
LN(Stag)
Stage
0
0 #NUMI
#NUMI
0.00
6.231
1 8.74
0,00
1.00
9,842
1.5 9.19
0.41
1.50
1A3
Inl\Z /
.SI
K, _ z" — 6231.00
Z
1
Z= K
Predicted Water Surface Elevation= 97.83 feet trust
To capture the first 1"of runoff
Drainage Area= 2.79 as
%impery area= 49.66% Includes future development
Average pool depth = 3 it
SAIDA- 4.20% Required Surface Area= 5,104 of
Surface Area Provided= 5,580 at
Volume to be controlled by 1" storm = 1"(Rv--0.05 - 0.009(I))(DA) = 5.033 cf
Temporary Water Quality Pool Elevation = 97.81 from stage / storage
Size Outlet Device for Control Structure
Invert elevation =
97.00 feet msl
estimated orifice center elev. =
97.0feet rust
water surface elev. =
97.81
81 feet rust
available head (h) =
feet
discharge (tl) = 9 7
.
9.7 ors
coefficient of discharge =
0.6
Determine the orifice diameter
Orifice equation
Q =CA 2gh 1.71 feet
SAY 1 inches
Drawalown Period for 1st inch of runoff 2.79 Days

mmwomo
Inflow
otlnc. Ou -w
Weir 1 OMow
wen 2 (%NOow,
Tam oMlow
Tlime min)
ds)
a(d.)
0(nq
0)ne)
0(cb)
0
080
0W
O.W
0W
0.0
O66
0 W
0.DO
0.DO
0.00
0.0
133
001
0.W
0W
000
0.0
199
0.02
0W
000
O.W
00
2W
0.N
a00
000
0DO
00
332
0.W
000
000
0W
00
3,99
0.W
0.W
0DO
0W
00
465
0.12
0W
O.W
OW
0.0
532
0.15
OW
O.W
0.00
0.0
5.90
019
0W
OW
0DO
0.0
6.65
0.24
0 W
0W
0.00
0.0
731
0.29
0.W
OW
OW
0,0
7.97
0.m
0.DO
O W
O W
00
8."
0.40
0 W
0.00
O W
00
930
0.d6
0W
0W
0W
0.0
9.97
053
0W
0.W
000
ao
1063
060
0.00
5W
000
00
1130
068
0.W
OW
OW
00
11.96
0.26
0. W
O W
0 W
0.0
1263
084
0.W
0.00
0.DO
0.0
1329
0.93
OW
OW
0W
0.0
13W
1.02
0.W
0.DO
OW
0.0
1182
1.11
0.00
OW
0W
0,0
15.28
1.21
0.W
0.00
0.00
00
1595
1.31
001
000
0.00
00
1661
142
001
0.DO
0.W
00
17,28
IM
001
a
0.00
00
17W
164
0.01
0W
000
0.0
18.61
Vfi
001
OW
O.W
00
1927
1"
0.01
0W
000
0.0
19N
2.00
0.01
000
coo
0.0
mW
2.12
001
0.W
0.W
00
2127
225
001
OW
OW
0.0
21.93
2.38
0.01
0.W
OM
00
22.60
2.51
0.01
OW
OW
0.0
23.26
2.65
001
0.00
OW
OO
2392
2,79
0.01
0 W
0. W
0.0
2459
2.92
001
O.W
0.DO
00
2525
3.07
001
0.00
000
0.0
25.92
3.21
0.01
O.W
0.DO
00
2658
335
001
0W
0.W
00
2725
3.W
0.01
000
000
00
27.91
364
002
OW
0W
00
28M
379
002
0.DO
OW
00
N 24
3.94
002
0.00
0.00
00
2991
lW
0.02
0DO
0.DO
00
30.57
4.24
0.02
0.DO
0.W
0.0
3123
440
002
OW
OM
0.0
31.W
4M
0.02
0W
000
00
32,56
4.70
002
0.00
coo
0.0
3323
4.85
002
0.00
0.W
00
3389
5.W
002
0.W
0.DO
00
u%
5.16
0.02
0W
0m
00
3522
5.31
0.02
0.W
0W
00
35.89
$16
0D2
OW
OW
00
M55
5.61
002
000
0.00
0.0
3722
576
0.02
000
0.W
00
37M
5.91
0.02
0.00
0W
0.0
3854
6W
002
0.12
0]6
03
3921
6.21
002
035
044
08
39.07
635
002
0.65
081
1.5

4054 6.5D 002 1M 1.25 23
4120 664 003 1.39 1]4 3,2
41.82 6.78 003 198 2.10 36
4253 6.92 003 1.83 229 4.1
4320 7W 0.03 2.15 268 4.9
4306 2.19 003 2.31 289 52
44.53 7.32 003 248 3.10 5.6
46,19 7,45 0.03 265 3.31 6.0
4585 758 0.03 2,82 3.53 64
46.52 7.91 003 3 CO 3.75 6.8
47, 16 7.83 003 300 375 fib
42.85 795 0.03 3.10 398 22
4851 am 003 3,18 398 1,2
49.18 8.18 003 3.32 4.21 /.6
49.84 828 0.03 3.32 421 2.6
50.51 839 0.03 3.33 421 76
51,17 8.49 0.03 3,56 444 80
51.04 0.59 003 3 % 4.44 0.0
52.50 869 0.03 3.56 444 80
53.17 828 0.03 3.75 469 85
53.83 869 003 375 469 8.5
5449 895 003 335 469 85
55.16 9.03 0.03 3 94 4.93 8.9
5502 911 003 3.94 4.93 89
56.49 BAB 0.03 394 4,93 0.9
5245 9.25 003 3.94 493 8.9
57.02 9.31 003 3.94 4.93 8.9
M48 937 0.03 3.94 4,93 8.9
5915 942 003 4.14 5.18 93
5981 9.47 003 4.14 5,18 9.3
6048 952 0.03 4.14 5.18 93
61.14 9% 003 4.14 5,18 9.3
61.80 9.59 0.D3 4.14 5.18 93
6247 962 003 4.14 5,18 93
63,13 965 003 4.14 5.18 93
6360 967 0.03 4.14 5.18 93
64.46 9.69 003 434 543 9.8
65.13 920 003 414 5.18 93
65.79 921 003 434 543 90
W46 971 003 4.34 543 90
62.12 9.21 0.03 434 543 98
6279 9,70 0.03 4.14 5,18 9.3
6845 969 003 4.34 5.43 9.8
69.11 9.62 003 4.34 543 99
6978 965 0.03 434 543 9.0
7044 963 003 4.14 5.18 93
71,11 9.60 D03 4.34 543 98
71]2 9.% 003 4.14 5.18 9,3
2244 952 003 434 543 9,8
7310 948 0.03 4.14 5.18 9,3
13)] 943 0.03 434 543 96
7443 9.37 003 4,14 5.18 93
75.10 9.32 0.03 4.14 5,18 93
7526 9.25 0.03 4.14 5.18 93
7642 9.19 003 4.14 518 93
27_09 9.11 0.03 4.14 5,18 96
7)]5 904 0.03 4,14 SIB 9.3
7842 8 96 0.03 4.14 5.18 9.3
7908 888 0.03 4.14 5,18 93
29.75 9)9 0.03 394 4,93 89
W 41 8 20 003 3.94 4,93 8.9
81.08 860 003 3.94 493 09
81,74 0.50 0.03 394 4.93 89
8241 840 003 3.94 4.93 B9
8307 8.30 0.03 3.94 4.93 8.9
83,73 0.19 0.D3 325 4.69 8.5
84'40 609 003 3.95 469 0.5
85.06 7.98 0.03 375 4 69 8.5
8573 788 003 375 469 85

Stormwater Routing (10 yr- 24 Hour
8
10
1
Spillway
Spillway
T Mime mint
pf cfsl
Storage
Stage
Outflow
Elevation
inch
orifice
97.81
Weirt
97.81
Weir2
0
0
-
0.00
0.0
97,00
0,66
00
-
0.00
0.0
97.00
0.00
0.0
0.0
1.33
0.0
0
0.00
0.0
97.00
0.00
0.0
0.0
1.99
0.0
0
0,00
0.0
97,00
0.00
0.0
0.0
2,66
0.0
1
0.00
0.0
97.00
0,00
0.0
0.0
3.32
0.1
3
0,00
0.0
97.00
0.00
0.0
0.0
3.99
0.1
5
0.00
0.0
9Z00
0.00
0.0
0.0
4,65
0.1
9
0.00
0.0
97.00
0.00
0.0
0.0
5.32
0,2
13
0.00
0.0
97.00
0.00
0.0
0.0
598
0.2
19
0.01
0.0
9Z01
0.00
0.0
0.0
6.65
0.2
27
0,01
0.0
97,01
0.00
0.0
0.0
7.31
0.3
37
0.01
0.0
97.01
0.00
0.0
0.0
7.97
0.3
48
0.01
0.0
97.01
0.00
0.0
0.0
8.64
DA
62
0.02
0.0
97,02
0.00
0.0
0.0
9.30
0.5
77
0.02
0.0
97.02
0.00
0.0
0.0
9.97
0.5
96
0.02
0.0
97.02
0,00
0.0
0.0
10.63
0.6
117
0.03
0.0
9T03
0.00
0.0
0.0
11.30
0.7
141
0.03
0.0
97.03
0.00
0.0
0.0
11.96
0 s
168
0.04
0.0
97.04
0.00
0.0
0.0
12.63
0.8
198
0.05
0.0
97.05
0.00
0.0
0.0
1329
0.9
231
0.05
0.0
9705
0.00
0,0
0.0
13.96
1.0
268
0.06
0.0
97,06
0.00
0.0
0.0
14.62
1.1
309
0.07
00
97.07
0.00
0.0
0.0
15,28
1.2
353
0,08
0.0
9708
0,00
0.0
0.0
15.95
1.3
402
0.09
0.0
97.09
0.01
0.0
0.0
16.61
1.4
454
0.10
0.0
97.10
0,01
0.0
0.0
17.28
1.5
510
0.11
0.0
97.11
0.01
0.0
0.0
17.94
1.6
571
0.12
0.0
97,12
0.01
0.0
00
18.61
1.8
636
0.13
0.0
97,13
0.01
0.0
0.0
19,27
1.9
706
0,14
0.0
97.14
0.01
0.0
0.0
19.94
2.0
781
0,16
0.0
97.16
0.01
0.0
0.0
20.60
2.1
860
0.17
0.0
97.17
0.01
0.0
0.0
2127
2.3
944
0.19
0.0
97,19
0.01
0.0
0.0
21,93
2.4
1.034
020
0.0
97.20
0.01
0.0
0.0
22.60
2.5
1,128
0.22
0.0
97.22
0.01
0.0
0.0
23,26
2.6
1,228
0.24
0.0
97.24
0.01
0.0
0.0
23.92
2.8
1.333
0,25
0.0
97.25
0.01
0.0
0.0
24.59
2.9
1,444
027
0.0
97.27
0,01
0.0
0.0
25.25
3.1
1,560
0.29
0.0
97,29
0.01
0.0
0.0
25.92
3.2
1.682
0.31
0.0
97.31
0.01
0.0
0.0
26.58
-
3.4
1.809
0.33
0.0
97.33
0.01
0.0
0.0
27.25
3.5
1,942
0.36
0.0
97,36
0.01
0.0
0.0
27.91
3.6
2,081
0.38
0.0
97,38
0.02
0.0
0.0
28,58
3.8
2,226
0.40
0.0
97.40
0.02
0.0
0.0
29.24
3.9
2,376
0.43
0.0
97.43
0.02
0.0
0.0
29.91
4.1
2,533
0.45
0.0
OAS
0.02
0.0
0.0
30.57
4.2
2,695
0,48
0.0
97.48
0.02
0.0
0.0
31.23
4.4
2.864
0,50
0.0
97.50
0.02
0.0
0.0
31.90
4.5
3,038
0.53
0.0
97.53
0.02
0.0
0.0
32.56
4.7
3,219
0.56
0.0
97.56
0.02
0.0
0.0
33.23
4.9
3,406
0.59
0.0
97.59
0.02
0.0
0.0
33.89
5.0
3.598
0.61
0.0
97.61
0.02
0.0
0.0
34.56
5.2
3,797
0.64
0.0
97.64
0.02
0,0
0.0
35.22
5.3
4,002
0.68
0.0
97,68
0.02
0.0
0.0
35.89
5.5
4.213
0.71
0.0
97.71
0.02
0.0
0.0
36.55
5.6
4,429
0.74
0.0
97,74
0,02
0.0
0.0
37.22
5.8
4,652
0.77
0.0
97.77
0.02
0.0
0.0
37.88
5.9
4.881
0.81
0.0
9781
0.02
0.0
0.0
38.54
6.1
5,116
0.84
0.3
97,84
0.02
0.1
0.2
39,21
6.2
5,345
0.87
0.8
97,87
0.02
0.4
0.4
39.87
6.4
5.560
0.90
1.5
97.90
0.02
0.6
0.8
40.54
6.5
5.754
0.93
2.3
97.93
0.02
1.0
1.2
4120
6.6
5,923
0.96
3.2
97.96
0.03
1.4
1.7
41.87
6.8
6,062
0.98
3.8
97.98
0,03
1.7
2.1
42.53
6.9
6.180
0.99
4.1
97.99
0.03
1.8
2.3
43.20
7.1
6,290
1.01
4.9
98,01
0.03
2.1
2.7

43,86
7.2
6.378
1.02
5.2
98.02
0.03
2.3
2.9
44.53
7.3
6,457
1.03
5.6
98.03
0.03
2.5
3.1
45,19
7.5
6.525
1,04
6.0
98,04
0.03
2.6
3.3
45,85
7.6
6.584
1.05
6,4
98.05
0.03
2.8
3.5
46.52
7.7
6,632
1.06
6.8
98.06
0.03
3.0
3.8
4718
7.8
6,669
1.06
6.8
98,06
0.03
3.0
3.8
47.85
7.9
6,711
-1.07
Z2
98.07
0.03
3.2
4.0
48.51
8.1
6,741
1.07
7.2
98.07
0.03
3.2
4.0
49.18
8.2
6,776
1.08
7.6
98,08
0.03
3.4
4.2
49,84
8.3
6,799
1.08
7.6
98A8
0.03
3.4
4.2
50.51
84
6,826
1.08
Z6
98,08
0.03
3.4
4.2
51.17
8.5
6,858
1.09
8.0
98.09
0,03
3.6
4.4
51.84
52.50
8.6
6,876
1.09
8.0
98.09
0.03
3.6
4.4
53.17
8.7
6,899
1.09
8.0
98.09
0.03
3.6
44
53.83
8.8
6,925
1.10
8.5
98.10
0.03
3.7
4.7
8.9
6.938
1.10
8.5
98.10
0.03
3.7
4.7
54.49
9.0
6,954
1.10
8.5
98.10
0,03
3.7
4.7
55,16
55.82
9.0
6,974
1.11
8.9
98,11
0.03
3.9
4.9
56.49
9.1
6.979
1.11
8.9
98,11
0,03
3.9
4.9
57.15
9.2
6,987
1.11
8.9
98.11
0.03
3.9
4.9
57.82
9.2
6.998
1.11
8.9
98,11
0.03
3.9
4.9
58.48
9.3
7,012
1.11
8.9
98.11
0.03
3.9
4.9
59.15
9,4
7,028
1.11
8.9
98.11
0,03
3.9
4.9
59.81
9.4
7,047
1.12
9.3
98.12
0.03
4.1
5.2
60.48
9.5
7,050
1,12
9.3
98,12
0.03
4.1
5.2
61.14
9.5
7.055
1.12
9.3
98.12
0,03
4.1
5.2
61.80
9.6
7,062
1.12
9.3
98.12
0.03
4.1
5.2
62.47
9.6
7.070
1.12
9.3
98,12
0.03
4.4
5.2
63.13
9.6
7.080
1,12
9.3
0.12
0.03
4.1
5.2
63.80
9.7
7,091
1.12
9.3
98.12
0.03
4.1
5.2
64.46
9.7
7.103
1.12
9.3
98.12
0.03
4.1
5.2
65.13
9.7
7,116
1.13
9.8
98.13
0.03
4.3
5.4
65,79
9.7
7.111
1.12
9.3
98.12
0.03
4.1
5.2
66.46
9.7
7,125
1.13
9.8
98.13
0,03
4.3
5.4
67.12
9.7
7,122
1.13
9.8
98,13
0.03
4.3
5.4
67.79
9.7
7,118
1.13
9.8
98.13
0.03
4.3
5.4
68.45
9.7
7,114
1.12
9.3
98.12
0,03
4.1
5.2
69,11
9.7
7,128
1.13
9.8
98.13
0.03
4.3
5.4
69.78
9.7
7.124
1.13
9.8
98.13
003
4.3
5.4
7044
9.7
7,119
1.13
9.8
98.13
0.03
4.3
5.4
71.11
9.6
7,113
1.12
9.3
98.12
0.03
4.1
5.2
71.77
9.6
7,124
1.13
9.8
98.13
0.03
4.3
5.4
72.44
9.6
7,116
1.12
9.3
98,12
0,03
4.1
5.2
73,10
9.5
7,124
1.13
9.8
98.13
0.03
4.3
5.4
73.77
9.5
7,113
1.12
9.3
98.12
0,03
4.1
5.2
74 43
9.4
7,118
1.13
9.8
98.13
0.03
4.3
5.4
75.10
9 4
7.103
1.12
9.3
98.12
0,03
4.1
5.2
75.76
9.3
7,104
1.12
9.3
98.12
0.03
4.1
5.2
76,42
9.3
7,103
1.12
9.3
98.12
0.03
4.1
5.2
77.09
9.2
7.099
1.12
9.3
98.12
0,03
4.1
5.2
77.75
9.1
7.093
1.12
9.3
98.12
0.03
4.1
5.2
78.42
9.0
7,083
1.12
9.3
98.12
0.03
4.1
5.2
79.08
9.0
7,071
1.12
9.3
98.12
0.03
4.1
5.2
79.75
8.9
7,056
1.12
9.3
98.12
0,03
4.1
5.2
80.41
8.8
7,037
1,71
8.9
98.11
0.03
3.9
4.9
81.08
8.7
7.032
1.11
8.9
98.11
0.03
3 9
4.9
81.74
8.6
7,024
1.11
8.9
98.11
0.03
3.9
4.9
82.41
8.5
7,012
1.11
8.9
98.11
0,03
3.9
4.9
83.07
8.4
6,997
1.11
8.9
98.11
0,03
3.9
4.9
83.73
8.3
6,977
1.11
8.9
98.11
0,03
3.9
4.9
84.40
8.2
6,953
1.10
8.5
98.10
003
33
4.7
85.06
8,1
6,942
1.10
8.5
98.10
0.03
3.7
4.7
85.73
8.0
6.927
1.10
8.5
98.10
0.03
3.7
4.7
7.9
6,908
1.10
8.5
98,10
0,03
3.7
4.7
Results of routing the 10
year 24 hour storm (capture
and release 1st irl
West - Wet Detention Basin
Use orifice=
1.0 inches
Peak outflow = (1st inch)
9.80 cis
Peak Stage=(1st inch)
1.13 if
Water Elevation=(let inch)
98.13 met
Peak Storage =list inch)
7,124 cf
Design Spillway
97.81 msl
Length of weir
8.0 it
Design Spillway
97.81 msl
Length of weir
10.0 it

Site Conditions Post Development
East Detention Basin
Total watershed area
2.95 acres
Impervious Area
C= 0.95 CN= 98 1.26 acres
Grass Area
C= 0.35 CN= 80 1.69 acres
Wooded Area
C= 0.25 CN= 77 0.00 acres
SCS Soil Group (Leaf)
D
Hydraulic Length
780 feet
Vertical Relief
feet
24hr. 10 yr rainfall
6.6 inches
Design Hydrograph Formulation
Composite CN
87.7
1000
S =--10
1.41
CN
Runoff
Qr- (P-02S)'
P+US
Time of Concentration
channel 8aw(not overland)
r � OJ85
128
Composite C =
Rainfall Intensity = / _ %
(h+T)
Peak Discharge Q = C/A
Time to peak Vill
/ =—
1.39C
Storage Required
Allowable release at impoundment =
Peak rate of inflow at impoundment =
S=(Q,-Q.)7
5.17 inches
17.1 X 1 17.1 minutes
0.61
$ g h
2 132 18 5.19 inches per hr
10 203 22
25 246 23
100 302 25
9.27 cis
71.6 minutes
9.27 cis
9.27 cis
0cr

surface
diff.
accum.
Elevation
area
elev storage
storage
Elevation Stage
96.50
5,580
-
96.5 0
1.00 6.231
97.50
6,882
6,231
97.50 1
1.00 7.221
98.50
7,560
13,452
98.50 2
z
Computed
Storage
Stage LN(t )
LN(St p)
Ste ge
0
0 #NUM!
#NUM!
0.00
6,231
1 8.74
0.00
1.00
13.452
2 9.51
0.69
1.98
n e Ii 1.11
�(zz,l
l
Sr
K, =r Z=s 6231.00
z=I
Predicted Water Surface Elevation= 97.27 feet msl
To capture the first f"of runoff
Drainage Area = 2.95 ac
% impery area = 42.70% Includes future development
Average pool depth = 3 ft
SA/DA= 3.62% Required Surface Area=
4,652 sf
Surface Area Provided-
Volume t0 be controlled by 1"storm=1"(Rv=0.05 - 0.009(I))(DA) =
5.580 at
Temporary Water Duality Pool Elevation =
4,651 cf
97.25 from stage / storage
Size Outlet evice for Control Structure
invert elevation
estimated orificenter elev. =
96.50 feet mslce
Proposed water surface elev. =
96S4 feet mcl
available head (h)=
97.25 feel msl
discharge (it) =
0.feet
9.3
coefficient of discharge =
93 s
.6
Determine the orifice diameter
On5ce equation
Q=f.,A 2gh
1.71 feet
SAY 1 inches
Drawdown Period for 1 at inch of runoff 2.26 Days

nu mm.
nwI. w.
T (11ma min)
0
ow
1.33
199
266
3 32
399
465
532
5 99
5,65
7,31
92
6.6a
9 30
9,97
1063
11. W
11 96
1263
1329
13,96
ta.62
1528
15.95
1661
17.28
1> Ba
1861
1927
19,94
2060.
21,27
21.93
22 60
23.26
23.92
2<.59
2525
25.92
26.56
2725
27,91
20.50
292a
29.91
W 57
31.23
31 90
32.%
3323
3389
3a.56
3522
35 69
36.55
37.22
3700
W8 u
a0
'
OMce Oumow
weir l 0umow
Mil Oumow
Total Outflow
LI
al cla)
al cm)
Ol ch)
al II
OI es)
0m
0.00
0.00
O.m
oa
000
00o
060
0w
0.0
001
0.00
Om
Om
00
0.02
000
coo
0.00
00
004
O.W
0.03
0.m
00
ON
ON
0W
0.W
0.0
009
0.00
Om
000
00
0,12
0m
000
0.m
00
0,15
am
O.00
000
0.0
0.19
0.00
ON
Om
0.0
024
0.W
0.W
0.m
00
029
0.m
0.00
0.W
0.0
au
am
0m
0.00
00
0.m
0.W
9.W
9.W
0.0
046
Om
0m
ON
oa
053
aW
0.W
000
00
0.W
0.00
0W
0.00
00
066
am
am
am
o9
0.26
O.W
a.00
O.m
00
06a
0.00
0.W
0.m
00
093
0.W
0m
000
0.0
162
0W
0.00
0.00
0.0
Ill
am
0.m
Om
00
1,21
ON
OW
0.00
0.0
1.31
001
0.00
am
00
142
Oo1
0.00
00m
00
1,53
0.01
0.00
000
0.0
1fi
001
Om
Om
00
1.76
001
a00
OW
00
1.66
001
0.00
ON
00
2.W
0.01
OW
O.W
0.0
2,12
0.01
0.00
0.0
0.0
225
001
O.m
Om
0.0
2.W
0.01
0.00
O.m
00
2.51
0.01
am
OW
00
265
001
0.00
am
0.0
2.79
001
0.W
000
00
292
001
Om
0.00
00
)W
001
ON
0.W
0.0
321
0.01
000
O.W
0.0
3.35
0.01
0.W
0.00
00
350
001
0m
000
00
3.64
002
ON
OW
00
379
0.02
0.W
0.00
0.0
3.94
002
0a0
000
06
40
0.02
ON
0.00
0.0
424
002
0.00
000
0.0
440
002
0m
0.00
00
4.55
002
Om
0,00
00
4.70
0.02
0.00
ON
0.0
465
0.02
0.W
0.00
0.0
5.m
0.02
OW
0.00
00
5,16
0.02
0.m
Om
00
5.31
002
0.m
000
0.0
546
0.02
0 W
0.00
0.0
561
002
0m
0m
00
5.26
0.02
0.00
0, W
00
591
002
O.m
000
0.0
6m
002
000
0.00
0.0

3921
621
002
000
ON
00
3987
635
0.02
0.00
000
00
40.54
6.50
003
0.00
0.00
00
41.20
6.64
0.03
0.00
ON
00
41.03
678
003
000
000
0.0
4253
6.92
0.03
ON
0.00
00
43.20
2.06
0.03
coo
000
0.0
43 M
7.19
003
0.00
0.00
90
aasJ
232
0.03
000
000
60
45.19
7.45
003
000
0.00
00
45.85
7.58
003
000
000
0.0
4652
2.21
0.03
coo
0.00
00
47.18
783
003
0.12
0,16
0.3
4785
795
0,03
044
0.%
10
48.51
8.%
0.03
000
109
20
49.Is
8,18
003
126
1.52
29
49U
828
0.03
168
2.10
3.8
50.51
8.39
003
2.15
2.68
4.9
51.17
8.49
0.03
248
3,10
56
5134
859
003
265
331
60
52.50
8,69
003
282
3.53
64
53,17
878
0.03
3.18
30
72
5383
8.87
003
337
4,21
26
5449
8.95
0.03
337
421
78
55.16
9.03
003
3.56
4u
0.0
55.82
9.11
003
375
4.69
0.5
5649
9.18
0.03
075
469
85
57,15
9.25
0,03
3.75
469
8.5
5] 82
9.31
003
3.94
4.93
B9
58.48
9.37
0.03
3.94
493
89
59.15
942
003
394
493
8.9
5901
947
0.03
394
493
8.9
6048
9.52
0.03
4.14
5.18
94
61,14
9.56
003
4.14
5.18
94
61.80
969
0.03
4.14
5.18
94
6247
962
003
4.14
5.16
0,4
63,13
965
0.03
4,14
5.18
94
6380
962
0.03
4.14
5.18
9.4
64.46
9.69
003
4,14
5.18
94
65.13
9.20
003
4.34
5.43
9.0
6579
971
003
434
5.43
90
6646
921
0.03
434
543
98
07.12
971
003
4,14
5,18
94
62.79
920
0.03
4.14
5.43
98
68.45
969
003
4.34
543
98
69.11
963
003
4.34
543
9.8
69.38
965
003
4,14
5.Is
94
7044
963
0.03
4.34
543
9.8
71.11
9.60
0.03
494
543
90
21,71
9.56
003
4.14
5,18
94
72.44
9.52
003
4.04
5.43
9.8
7310
946
003
4.14
5.10
94
7372
943
003
4,14
5.18
9.4
9443
932
0.03
434
543
98
75,10
9.32
003
4.14
5.18
94
75.76
925
003
4,14
5,18
94
7642
919
0.03
414
518
94
n09
9.11
0.03
4.14
5.16
94
77.75
904
003
4,14
5.18
94
7842
8%
0.03
4.14
5,18
94
7908
8.80
003
4.14
5.18
94
2975
8.79
003
3.94
493
8.9
8041
830
003
3.94
4.93
89
81.08
860
0.03
3W
4.93
8.9
81.24
850
0.03
3,94
493
8,9
8241
8.40
0.03
3.94
4,93
8.9
883.02
8.30
003
3.&
493
0.9
_ 8373
8.19
0.03
375
469
85
8440
009
0.03
3.25
469
85
0506
7.98
003
3 75
469
8.5
8573
788
003
375
469
85

Stoonwater Routinq 110 vr- 24 Hour
a
10
1
Spillway
Spillway
T !time mint
O cfs
Storage
51aoe
Outflow
Elevation
inch
orifice
97.25
Weir 1
97.25
We1r 2
0
0
-
0.00
0.0
96.50
0.66
0.0
0.00
0.0
96.50
0.00
0.0
0.0
1.33
00
0
0,00
0.0
96.50
0.00
0.0
00
1.99
00
0
0.00
0.0
96.50
0.00
0,0
0.0
2.66
0.0
1
0.00
0.0
96.50
0,00
0.0
0.0
3.32
0.1
3
0.00
0.0
96.50
0.00
0.0
0.0
3.99
0.1
5
0.00
0.0
96.50
0.00
0.0
0.0
4.65
0.1
9
0.00
0.0
96.50
0.00
0.0
0.0
5.32
0.2
13
0.00
0.0
96.50
0.00
0.0
0.0
5,98
0.2
19
0.01
0.0
96.51
0.00
0.0
0.0
6.65
0.2
27
0.01
0,0
96.51
0.00
0,0
00
7.31
0.3
37
0.01
0.0
96.51
0.00
0.0
0.0
7.97
0.3
48
0,01
0.0
96.51
0.00
0.0
0.0
8.64
0.4
62
0.02
0,0
96.52
0.00
0.0
0.0
9.30
0.5
77
0,02
0.0
96.52
0.00
0.0
0.0
9.97
0.5
96
0.02
0.0
96,52
0.00
0.0
0.0
10.63
0.6
117
0.03
0.0
96.53
0.00
0.0
0.0
11.30
0.7
141
0.03
0.0
96.53
0.00
O0
00
11.96
0.8
168
0.04
0.0
96.54
0,00
0.0
00
12.63
0.8
196
0.05
0,0
96.55
0.00
0.0
0.0
13.29
0.9
231
0.05
0.0
96.55
000
0.0
0.0
13.96
1.0
268
0.06
0.0
96.56
0.00
0.0
0.0
14,62
1.1
309
0.07
0.0
96,57
0.00
0.0
0.0
15,28
1.2
353
0.08
0.0
96.58
0.00
0.0
0.0
15.95
1.3
402
0.09
0.0
96,59
0.01
0.0
0.0
16.61
1.4
454
0.10
00
%,60
0.01
0.0
0.0
17.26
1.5
510
0.11
0.0
96.61
0.01
0.0
0.0
17.94
1.6
571
0.12
0.0
96.62
0.01
0.0
0.0
18.61
1.8
636
0.13
0.0
96.63
0 01
0.0
0.0
19,27
1.9
706
0.14
0.0
96.64
0,01
0,0
0.0
19.94
2.0
781
0,16
0.0
96.66
0.01
0.0
0 0
20.60
2.1
660
0.17
0.0
96.67
0.01
0.0
0.0
2127
2.3
944
0.19
0.0
96.69
0.01
0.0
0.0
21.93
2.4
1.034
0.20
0.0
96.70
0.01
0.0
0.0
22.60
2.5
1,128
0,22
0.0
96.72
0,01
0.0
0.0
23.26
2.6
1,228
0.24
0,0
96.74
0,01
0.0
0.0
23.92
2.8
1.333
0.25
0.0
96.75
0.01
0.0
0.0
24.59
2.9
1,444
0,27
0.0
96.77
0.01
0.0
0.0
25,25
3.1
1,560
0.29
0,0
96.79
0.01
0.0
0.0
25.92
3.2
1.682
0.31
0.0
96.81
0.01
0.0
0.0
26.58
3.4
1,809
0.33
0.0
96.83
0.01
0.0
0.0
27.25
3.5
1,942
0.36
0.0
96.86
001
0.0
00
27.91
IS
2.081
0,38
0.0
96.88
0.02
0.0
0.0
28.58
3.8
2,226
0.40
0.0
96.90
0.02
0.0
0.0
29,24
3.9
2,376
0,43
0.0
96,93
0.02
0.0
0.0
29.91
4./
2,533
O45
0.0
96.95
0,02
0.0
0.0
30.57
4.2
2,695
0.48
0.0
96.98
0.02
00
0.0
31.23
4.4
2,864
0.50
0.0
97,00
0.02
0,0
0.0
31.90
4.5
3,038
0.53
0.0
97.03
0.02
0.0
0.0
32.56
4.7
3.219
0.56
0.0
97.06
0.02
0.0
0.0
33.23
4.9
3,406
0.59
0.0
97.09
0.02
0.0
0.0
33.89
5.0
3,598
0,61
0.0
97.11
002
0.0
0.0
34,56
5.2
3.797
0,64
0.0
97.14
0.02
0.0
0.0
35,22
5.3
4,002
0.68
0.0
97.18
0.02
0.0
0.0
35.89
5.5
4.213
0,71
0.0
97.21
0.02
0.0
0.0
36.55
5.6
4.429
0.74
0.0
97.24
0.02
0.0
0.0
37,22
5.8
4652
0,77
0.0
97.27
0.02
0.0
00
37.88
5.9
4.881
0,81
0.0
97.31
0,02
00
0.0
38.54
6.1
5,116
0.B4
0.0
97.34
0.02
0.0
0.0
39.21
6.2
5,357
0.87
0.0
97,37
0,02
0.0
0.0
39.87
6.4
5,603
0.91
0.0
97,41
0.02
0.0
0.0
40.54
6.5
5.855
0.95
0.0
97.45
0.03
0.0
0.0
4120
66
6,113
0.98
0.0
97.48
0,03
0.0
0.0
41.87
6.8
6,377
1.02
O.0
97,52
0.03
0.0
0.0
42,53
6.9
6,646
106
0.0
97.56
0,03
O.0
0.0
43,20
7.1
6,921
1.10
0.0
97.60
003
0.0
0.0
43.86
7.2
7, 201
1.14
0.0
97.64
0.03
0.0
0.0

44.53
Z3
7,487
1.18
0.0
97.68
0,03
0.0
0.0
45.19
7.5
7,778
1.22
0.0
9772
0.03
0,0
0.0
45,85
7.6
8,074
1.26
0.0
97.76
0.03
0.0
0.0
46.52
7.7
8.375
1.30
0.0
97.80
0.03
0.0
0.0
47.18
7,8
8,681
1.34
0.3
97.84
0.03
0.1
0.2
47,85
7.9
8,981
1,38
1.0
97.88
0.03
0,4
0.6
48.51
8.1
9,257
1,42
2.0
97.92
0.03
0,9
1.1
49.18
8.2
9.498
1.45
2.9
9L95
0.03 -
1.3
1.6
49.84
8.3
9,710
148
3.8
97.98
0.03
1.7
2.1
50.51
8.4
9,888
1.51
4.9
98.01
0.03
2.1
2.7
51.17
8.5
10,029
1.53
5.6
98.03
0.03
2.5
3.1
51.84
8.6
10.144
1.54
6.0
98.04
0.03
2.6
3.3
52.50
8.7
10,248
1.55
6.4
98.05
0.03
2.8
3.5
53,17
8.8
10,340
1.57
7.2
98.07
0,03
3.2
4.0
53,63
8.9
10,404
1.58
7.6
98.08
0.03
34
4.2
54.49
9.0
10.454
1.58
7.6
98.08
0.03
3.4
42
55.16
9.0
10.507
1.59
8.0
98.09
0,03
3.6
4.4
55.82
9.1
10,547
1.60
8.5
98.10
0.03
3.7
4,7
56,49
9.2
10.573
1.60
8.5
98,10
0.03
3.7
4.7
57.15
9.2
10.601
1.60
8.5
98,10
0.03
3.7
4.7
57.82
9.3
10,632
1,61
8.9
98.11
0,03
3.9
4.9
58.48
9.4
10,648
1.61
8.9
98.11
0.03
3.9
4.9
59,15
9.4
10,667
1.61
8.9
98,11
0.03
3.9
4.9
59,81
9.5
10,687
1.61
8.9
98.11
0.03
3.9
4.9
6048
9.5
10,710
1,62
9.4
98.12
0.03
4.1
52
61.14
9.6
10,716
1,62
9.4
98.12
0,03
4.1
5.2
61.80
9.6
10,724
1.62
9.4
98.12
0.03
4.1
5.2
62.47
9.6
10,734
1.62
9.4
98.12
0.03
4.1
5.2
63.13
9.7
10,745
1.62
9.4
98.12
0.03
4.1
5.2
63,80
9.7
10,757
1.62
9.4
98.12
0,03
4.1
5.2
64.46
9.7
10,769
1.62
9.4
98.12
0.03
4.1
5.2
65.13
9.7
10,763
1.63
9.8
98.13
0,03
4.3
5.4
65.79
9.7
10,778
1.63
9.8
98.13
0.03
4.3
5.4
66.46
9.7
10,774
1.63
9.8
98.13
0,03
4.3
5.4
67.12
9.7
10,771
1.62
9.4
98.12
0.03
4.1
5.2
67.79
9.7
10,785
1S3
9.8
98.13
0.03
4.3
5.4
68,45
9.7
10,781
1.63
9.8
98.13
0.03
4.3
5.4
69.11
9.7
10,776
1.63
9.8
98.13
003
4.3
5.4
69.78
93
10.770
1.62
9.4
98.12
0,03
4.1
5.2
7044
9.6
10,782
1.63
9.8
98.13
0.03
4.3
5.4
71.11
9.6
10,775
1.63
9.8
98.13
0.03
4.3
5.4
71.77
9.6
10,767
1.62
94
98,12
0.03
4.1
5.2
72.44
9.5
10,775
1.63
9.8
98.13
0.03
4.3
5.4
73.10
9.5
10.764
1,62
9.4
98.12
0,03
4.1
5.2
73,77
9.4
10,768
1.62
9.4
98.12
0.03
4.1
5.2
74.43
9.4
10.771
1.63
9.8
98.13
0.03
4.3
5.4
75.10
9.3
10.754
1,62
9.4
98.12
0,03
4.1
5.2
75.76
9.3
10,753
1.62
9.4
98.12
0,03
4.1
5.2
76,42
9.2
10,749
1.62
94
98.12
0.03
4.1
5.2
77.09
9.1
10,742
1.62
9.4
98.12
0.03
4.1
5.2
77.75
9.0
10,732
1.62
9.4
98.12
003
4.1
5.2
78.42
9.0
10,720
1.62
9.4
98.12
0,03
Ll
5.2
79,08
8.9
10,704
1,62
9.4
98,12
0.03
4.1
5.2
79.75
8.8
10.685
1.61
8.9
98.11
0.03
3.9
4.9
80.41
8.7
10.680
1.61
8.9
98,11
0.03
3.9
4.9
81,08
8.6
10,672
1.61
8.9
98.11
0.03
3.9
4.9
81.74
8.5
10,660
1,61
8.9
98.11
0.03
3.9
4.9
82.41
8.4
10,644
1.61
8.9
98.11
0,03
3.9
4.9
83.07
8.3
10.624
1,61
8.9
98.11
0,03
3.9
4.9
83.73
8.2
10,600
1,60
8.5
98,10
0,03
33
4.7
84,40
8.1
10,589
1.60
8.5
98.10
0.03
3.7
4.7
85.06
8.0
10.574
1.60
8.5
98.10
0.03
31
4.7
85.73
7.9
10.554
1.60
8.5
98.10
003
33
4.7
Results of routing the 10 year 24 hour storm (capture and release 1st inch
East - Wet Detention Basin
Use orifice =
1.0 inches
Peak outflow =(lst inch)
9.81 cis
Peak Stage= (1st inch)
1.63 It
Water Elevaticn=list inch)
98.13 ms1
Peak Storage=(1st inch)
10,775 cf
Design Spillway 97.25 ms1
Length of weir 8.0 it
Design Spillway 97.25 msl
Length of weir 10.0 ft

and ASSOCIATES
ENGINEERING, SURVEYING & PLANNING
Michael W. Baldwin, PLS
J.S. Janowski, PE
STORM WATER MANAGEMENT NARRATIVE
Project Name:
Location:
Developer:
Consultant:
Phone:
ST..IOIIN'S CHURCH OF CHRIST
BEAUFORT COUNTY, NORTH CAROLINA
St. John's Church of Christ
2283 St. John's Church Road (NCSR 1424), Washington, NC
St. John's Church of Christ
2283 St. John's Church Road�� �®
Washington, NC 27889
Baldwin & Associates
1015 Conference Drive NOV 15 2006
Greenville, NC 27858
252.756.1390
®WQ-WARO
This project site consists of 36.23 acres, of which 5.74 acres will be collected in a
proposed storm drainage swale system that will discharge to one of two wet detention
basins. The total drainage area for the proposed storm drainage system, accounting on -
site and off -site drainage areas, is 5.74 acres. All of the stormwater runoff generated by
the proposed construction of these facilities will be conveyed to one of the two wet
detention facilities for treatment. Runoff from this site eventually drains to Big Swamp
in the Tar -Pamlico River Basin. The property is bounded by wooded land to the north,
wooded land to the south, wooded land to the east, and by NCSR 1424 (St. John's
Church road) on the west.
The purpose of the wet detention basins is to reduce TSS by 85% in a project located in
the 20 coastal counties for the new impervious development on this site. The SA/DA was
selected from the chart for coastal counties with a TSS removal of 85% with a vegetative
filter required.
The completed project will consist of one 5.74 acre drainage area draining into the
proposed stormwater wet detention ponds via the proposed storm drainage swale system.
The existing site has 0 acres of impervious area, and drains 0 acres of off -site impervious
area. Upon completion of the proposed site improvements, the site will have 2.65 acres
of impervious area, and will drain a total of 2.65 acres of impervious area. The wet
detention ponds will treat all of the stormwater runoff generated by this increase in
impervious area.
The watershed draining to the west detention basin will contain 1.39 acres of impervious
area and will be 49.66% impervious. The watershed draining to the east detention basin
1015 Conference Drive it Greenville, North Carolina 27858 Ei 252-756-1390 t7 Fax: [phone]
,.,: = 11 11 Email: [e-mail] A.4�s ,�*- •.,, .,-•

will contain 1.26 acres of impervious area and will be 42.63% impervious.
The breakdown of the impervious area for the watersheds to each respective wet
detention basin are as follows:
West Detention Basin Watershed Impervious Area
Off -site Impervious Area
0 ac
Existing Impervious Area
0 ac
New Buildings
0.33 ac
New Pavement
1.0 ac
New Walks
0.06 ac
East Detention Basin Watershed Impervious Area
Off -site Impervious Area
0 ac
Existing Impervious Area
0 ac
New Buildings
0.33 ac
New Pavement
0.87 ac
New Walks
0.06 ac
The watershed that drains into the wet detention basins is collected by a swale system
that will discharge stormwater runoff into the forebay area of the wet detention basins.
The average depth of the basins is three feet.
For the west detention basin, the required surface area to drainage area ratio for a
watershed with 49.66% impervious area is 4.20% based on 85% TSS removal (30-foot
vegetated filter required) and a 3 foot depth. The surface area to drainage area of the
temporary pool provided is 4.59%. This allows for the treatment of additional storm
water if deemed necessary in the future.
For the cast detention basin, the required surface area to drainage area ratio for a
watershed with 42.63% impervious area is 3.62% based on 85% TSS removal (30-foot
vegetated filter required) and a 3 foot depth. The surface area to drainage area of the
temporary pool provided is 4.34%. This allows for the treatment of additional storm
water if deemed necessary in the future.

NOV. 2.2006 5.19PM
Ser Acey, Inc.
September 15, 2004
as M Soft P.O. Box 82
Pinetape. N.0 27864
. ,Ph`(M) 827-4348.
FaX [phone]
NO.457 P.2
/ 1
Michelle Cements NOV 15 2006
The East Group
P.O. Box Taos
®WQ-WARO
Greenville, NC 27SU
Su6Jeett Soils Inf ernatlon for an on site wastawWer disposal system proposed to
$am a INC eentar for St. John Chumb of ChrM located on SL John Church Road,
Beaufort County, NC.
Dear Michelle,
Please And enclosed the in the following order.
1, 80l descriptions from the proposed nitrification field area
2. Results of eight constant head penneametertest
3. A groundwater mounding analysis
4. A map that shows the location of the investigation area and each test1sampfing site
The property is located on the northeast side of SR 1424 (St, John Church Road) across from St. John
Church, The investigation area consists of approxxmatey 1,0 acre of a+/• 40-acre tract. At the time of
this investigation the site was wooded with young pine trees. A preliminary sell evaluation was
conducted by E88 and a report was issued on these findings on 40M. The arse were testing was
concentrated during this investigation was based on the findings of the 44=04 report
The design flow of the proposed septic system Is understood to be 3875 GPO of domestic strength
wastewater,
As requested, ESS has conducted the site work necessary to ddermine the size of the proposed
subsurface wastewater disposal system and do the groundwater mounding analysis for the proposed
septlo system.
e :r: • -. IM•m��•r
The site lies In a relatively flat landscape position. There are slight concave and convex landscape
areas with slopes in the range of 0 to 2%. It appears the site had been logged approximately 10 to 15
years ago. There were nits left by logging equipment throughout the area.
The sells on this tract were most like the Rains and Lynchburg soil series. Rains sells are poorly
drained and 'are typically found in low landscape positions. The seasonal high water table in Rains
soils is typically less than 12 Inches below the soil surface, which makes these soils unsuitable for
septic systems. The Lynchburg soils are somewhat poorly drained and were found on the higher
(slightly convex) landscape positions. The seasonal high water table In the Lynchburg soils typically
ranged from 16 to 24 inches below the surface. The Lynchburg soils are classified as provisionally

Nov. 2.2006 5:19PM
NO.457 P.3
0 Page 2 8eptembet % 2004
suitable for septic system. The provision that must be considered when installing a septic system drain
field in Lynchburg soils Is the addition of Imported fill. Detailed soil descrlptlons recorded at eacJh test
site are enclosed.
The hydraulic conductivity (Kset) of the unsaturated zone was measured using the compact constant
head permeameter (CCHP). Eight tests were run In the Unsaturated zone.. The calculated conductivity
ranged from ,029 to 7.3 Inched hour'In-all tea& The lead% of the CCHP tests are on the enclosed
worksheets errWed Saftxated Hydraulic Conducth* Teat. The hydraulic conductivity of the saturated
zone was estimated based on the texture of the "C" horizon and the rate of recharge into a hand
augured boxing that was advanced Into the "C". horizon. The hydraulic oonductiviy used in ntcuta9ons
for the mounding analysis was calculated by taking the equivalent conductivity of entire profile. The
breakdown for the soil horizons was generally 0 to 1.6,1.E to US, SM to TOW and 7,08' to 49. The
equivalent hydraulic conductivity was oalcuated as follows:
V. = &.2L4r + K2 x 02+ YG x + x D4 Where K = hydraulic condudk*, and D e depth of horizon
Dh+Dz+Ds+Ds
Sol, N= 2z&x1117+. VEMrx52"+,21"/hrx157+1.Mr xaw
18"+52"+ 15"+395"
K. 4UM-4k, 1,=.90br
480"
The equivalent hydraulic conductivity was used to detemdne the transmisalvlty of the transmissive
layer, which was detamnined to be from the surface to the Impermeable layer. The depth to the
Impermeable layer used in calculations was estimatedto be 40 feet below the surface:' - _ _ ... _...
.. ., .tit i
The long tern acceptance rate (LTAR) for the ads visa set at .3 gallona/day/le for conventional drain
lines. This detemdnalon was made based on the most fmEting texture, which was sandy claytoam.
The computer program Colorado State was used in the mounding analyses. Colorado Stale uses
inputs such as, hydraulic conductivity (Kart), depth to the impermeable layer, level of the initial water
table, thioloheas of bansmissive layer, design flow and length to width ratios of the drain field to
determined the height of the groundwater mound beneath the drain field over time, The model was run
With no stream inputs. The Frlitial depth to water was set at 1.75 iced below the surface, which
represents the depth to the seasonal $oil wetness condition at test as 1 and 2. The design sewage
flow used In the model vase 3875 GPD. Due to the limited space that was available for sewage disposal
(the area designated "C" on to enclosed map), several simulations; were run using different scenarios
that represented diterent system types and eorhflguratorm h appears that the most feasible allemmtive
for subsurface application of the wastewater may be pretreatment of the effluent before disposal into a
low pressure pipe (LPP) 60 system. Given the design flow of 3875 GPD and a LIAR of .3 jPW for a
LPP system With pretreatrrerrt, an absorption area of 12,920 fe would be needed for the pfm>ary
system. It was determined that the best configuration for the drain field was 2W x 03. The model vies
set to show the rise in the groundwater mound from the center of the drain field to a point 200 feet from
the center. The transmissive layer was considered to be from the soil surface to a depth of 40 feet,
The results of the mounding analysis are entitled Mou x%V Anaysis,' & John Church, Basufart
County, NC. The mounding analysis predicts a rise of 2.92 feet in the level of the groundwater at the
center of the drain field alter 300 days. biased on the above prediction, the final mounding height would
be 1.32 feet above the surface In the areas of teat ales 1 end 2.
These findings indicate the area proposed for wastewater disposal has a seasonal soil wetness
condition at 15 to 24 Inches below the surface based on soil morphd4eW fedwes. This condition
should be considered provisionally sullabte for septic systems. The provision is#4 sfitablefill must be
added to the dole so the required separation .from.Una , drain lines to.the predicted' level of the
groundwater mound can be nr4ntained,.., io ; s dt i,au j e!xk.A� tl I_, .. juo i.yi ;e ,,, _ _ . , —

;NOV. 2.2006 5:20PM
:::..:.. NO.457 PA
0 Page 3
September 15, 2004
It appears that a LPP system with pretreatment of the effluent wit be needed to provide enough space
for a primary system. The configuration of the LLP field used in the mounding analysis was 2W x 65.
This eenrgurstion may have to be changed to make a beat fit on the site. The repair area may have to
be split among the remaining provisionally suitable areas. Ground absorption sewage treatment and
disposal systems with a design wastewater flow of over 3000 GPD are required to meet a two -foot
separation from the bottom of ft LPP drain lines to the seasonal soil wetness conditlon. The depth to
the seasonal wit wetness coriCitiori'must be detemlined after the addition of emenf to the drain field.
This process Is (mown as groundwater mounding, The helgM of the groundwater mound is local/
taken as the rise in the water table due to the addition of effluent after one year of wastewater
application to the drain field. The grounding analysis predicts a rise of Z92 feet in the level of the
groundwater after one year. Given a seasonal high ester table that is 1.75 feet below the will surface
at test site 1 and $ the groundwater mounding analysis indicates that 4W fed of additional fill would
be needed to provide two feet of separation between the LPP Enos and the predicted level of dire
groundwater mound and also provide enough fill for the Installation of the LPP lines and provide sk
Inches of cover over the lines. If All is added to the she, care must be taken to remove any vegetation
and vegetative mat before Incorporating suitable fig. The area has nits that were formed from togging
equipment. Once vegetation is cleared from the proposed drain field area, the area should be dslc and
smoothed. UgM equipment shoed be used to perform claming and auto pWbvbon. Stte pneparaUon
should not be done when the sits am wet.
The local he& department and the onate wastewater and groundwater sections of the Department
of Environment and Natural Resources must review and approve the firx6ngs of this report
If you have any questions
Respectfully SubnV tad;
Scott Stone
Licensed Sol Scientist
Registered Sanitarian
Enclosure _ ...
Cc Michelle Clements, The East Group
1793-2-04
5Z)6Z7.4948.
�r�a �w,.... :nor, v _,. �.;•nr,_....:ai: �.... ,

'Nov. 2.2006 5:20PM NO.457 P.5
Soil Descriptions
St. John Church of Christ
SR 1424, Beaufort County
Test Site 1
A 0 to 4 inches; dark grayish brown (2.5Y 4/2 ) sandy loam; very friable; granular
E 4 to 16 inches; light yellowish brown (2.5Y 6/4) sandy loam; friable; weak subangular
blocky
Btl 16 to 22 inches; light yellowish brown (2.5Y 6/4) sandy loam/sandy clay loam;
common fine and medium distinct yellowish brown (10YR 5/8) and common medium
faint light yellowish brown (2:5Y 6/3) mottles; friable; weak subangular blocky. .
Bt2 22 to 32 inches; light yellowish brown (23Y 6/4) sandy clay loam; common medium
distinct yellowish brown (10YR 518) and common medium distinct yellowish red (5YR.
4/6) and light brownish gray (2.5Y 6/2) mottles; friable; weak subangular bloclW.
BU 32 to 72 inches; light brownish gray (2.5Y 612) sandy clay, veins of sandy loam;
common medium distinct yellowish brown (IOYR 518) and common medium distinct
yellowish red (M 4/6) mottles; firm/friable; weak subangular blocky.
C 71 to 150 inches; gray (2.5Y 6/1) loamy sand/sandy loam; friable; massive
Test Site 2
A 0 to 4 inches; dark grayish brown (2.5Y 4/2 ) sandy loam; very friable; gramtlar
E 4 to 20 inches; light yellowish brown (2.5Y 614) sandy loam; friable; weak subangular
blocky
Btl 20 to 24 inches; light yellowish brown (2.5Y 6/4) sandy loam/sandy clay loam;
common medium distinct yellowish brown (10YR 5/8) and common medium faint light
yellowish brown (23Y 6/3) mottles; friable; weak subangular blocky.
Bt2 24 to 36 inches; olive yellow (2.5Y 6/6) sandy.clay loam; common medium distinct
yellowish brown (10YR.5/8) and,comroon medium°distinct red (2:5YR 4/8) and light
brownish gray (2.5Y 6/2) mottles; friable; weak subangular blocky.
Bt3 36 to 48 inches; mottled gray (2.5Y 611), yellowish brown (IOYR 5/8) and strong
brown (7.5YR 4/6) sandy clay loam; froible; weak subangular blocky

NOV. 2.2006 5:2OPM
NO.457 P.6
Environmental,& Soil Services
Saturated HydraulicConductivity Test
Compact Constant Head Permeameter Method
Site Name: St. John Church
Area Size: +/• 1 acre
Parcel'11). Number:
Location: _ SR 1424, Beaufort County
Tested By: Scott Stone
IYYIYYY�YYYYYYY/YY�IY YYYYY YYYY Y000W YYYm a YYIYYYYY/Y Y YYIYY ago YY■�A�■YY\/���Y�YY�
Baring 01: Teat Site 2
Circle; 1 reservoir es
Hole depth (cm):
Diameter of hole:
Hoight of water at steady
Area of small reservoir:
Area of Small + large reservoir:
Boring 02: Test Site 2
Circle: 1 reservoir 2 so
Y 3
Hole depth (cm):
P • d
Diameter of hole:
G
:<ii:Haight:ofwaterat
steady state:
l'D_.9
20 om'-
Area of small reservoir:
20 ems
10 om'
Area of small reservoir + large reservoir:
105 om'
Measured dmwdown in reservoir(a)
in cm/hr (convert to hours if using
minutes or Seconds a$ time interval): —f$
Volume of water used at steady state (cm): fVo
Saturated hydm fic conductivity (atn/ltr): L3
Boring MS Test Site 2
Circle: 9 2 reservoiry
Hole depth (cm):
Diameter of hole:
Height of water at steady state:
Area of small reservoir.
Area of small + large reservoir:
Measured drawdowri in reservoir(S) in
cm/lit (convert to hours if using minutes
Measured drawdown in reservoir(s)
in em/hr (convert to hours if using
minutes or seconds as time interval):
Volume of water used at steady state 3WD
Saturated hydraulic conductivity (cmlv): .22�f
Boring 04 Test Site 2
Circle: roe 2 reservoirs
/�o1G Hole depth (am):
Diameter of hole:
/ Height of water at steady state:
20' a Area of smell reservoir:
105 cm' Area of small + large reservoir:
or seconds as time interval); 3�—
Volume of water used at staady state (cm); / o
Saturated hydraulic eonductivity.(cn0u): dt.L4�3
Comments:
Measured drawdown in reservoir(s) In
cm1hr (convert to hours if using minutes'
or seconds as time interval):
Volume of water used at steady state (cm):
Saturated hydraulic conductivity (om/hr):

NOV. 2.2006 5:20PM
NO.457 P.7
Environmental & Soil Services
Saturated Hydraulic Conductivity Test
Compact Constant Head Permeameter Method
Site Name: St, John Church
Area Size: +/-1 sere
Parcel IA Number:
Location: SR 1424, Beaufort County
Tested By: Scott Stone
Boring #1: Test Site I Boring 02: Test Site 1
Circle: 1 reservoir servo'
Circle: 2 reservoirs
Hole depth (om):
r7L3
Hole depth. (em):.
/8
Diameter of hole:
Diameter of hole:
4
Height of water at steady state:
Al, 3
Height of water at steady state:
Area of small reservoir;
2yQ cm�
Area of small reservoir:
Area of small + large reservoir.
105 c
Area of small reservoir + large reservoir:
105 cllrz
Measured drawdown in reservoir(s)
Measured drawdown in reservoir(s)
in cm/hr (convert to hours if using
in cnAv (convert to hours if using
minutes or seconds as time interval):
minutes or seconds as time interval):
Volume of water used at steady state (em'):
Volume of water used at steady state (cm'):
Saturated hydraulic conductivity (cm/hr):
-3
Saturated hydraulic conductivity (cm/hr):
r-073
Boring #3 Test Site 1
Boring 44 Test Site I
Circle: es 2 reservoirs
Circle: rea«� 2 reservoirs
Hole depth (cm):
— 8'
Hole depth (cm):
LQ
Diameter of hole;
G
^Diameteiof)io1e:
G
Height of water at steady state:
/S� 9
Haight of water at steady state:
Area of small reservoir:
20 mx
Area of small reservoir;
Area of small + large reservoir:
105�
Area of small + large reservoir:
105 cm'_
Measured drawdown in reservoir(s) in Measured drawdown in reservoir() in
cnr/hr (convert to hours if using minutes cm/hr (convert to hours if using minutes
or seconds as time interval):' G -'or seconds as time interval): �L 1 s
Volume of water used at steady state (err6: Z�QVolume of water used at steady state (ems): �50
Saturated hydraulic conductivity (cra&r); .eZZ�_ Saturated hydraulic conductivity (cm lhr): L='9.,�T
comments: S-rA4-rrc. Cyr otty� re rk - e,7t' omi .4,4 i' of j r-4-T:b� v (e-a?-04)

NOV. 2.2006 5: 21PrULUW8 e+uniy*u, QL. Juuu %.uwVu, IJUUUWIL wutuyi AMA NO.457 P.8
RECHARGE RATE = .04 FT/DAY
TRANSMISSIVITY = 74 SQ.FT/DAY
SPECIFIC YIELD = .15
BEGINNING TIME - 60 DAYS
FINAL TIME = 360._DAYS.
TIME INCREMENT = 60 DAYS
TIME OF CUT OFF = 360 DAYS
BEGINNING DISTANCE = 0 FT
FINAL DISTANCE = 200 FT
DISTANCE INCREMENT = 50 FT
DEPTH = 3 FT
WIDTH - 200 FT
LENGTH a 65 FT
ANGLE = 0 DEGREES
TIME
DISTANCE
HEIGHT
(DAYS)
(FT)
(FT)
60.000
0.000
1.929
60.000
50.000
1.478
60.000
100.000
0.964
60.000
150.000
0.655
60.000
200.000
0.433
120.000
0.000'
2.308
120,000
50:000
1.852
120.000
100.000
1.341
120.000
150.000
0.986
120.000
200.000
0.731
180.000
0.000
2.532
180.000
50,000
2.073
180.000
100.000
1.557
180.000
150.000
1.193
180.000
200.000'
0.926
240,000
0.000
2,691
240.000
50.000
2.232
240.000
100.000
1,713
240.000
150.000
1.344
240.000
200.000
1.070
300.000
0.000
2.815
300.000
50.000
2.355
300.000
100.000
1.834
300.000
150.000
1.463
300.000
200:000
1;-185
360.000
'0:000
2:916
360,000
50.000
2,456
360.000
100.000
1.934
360.000
150.000
1.561
360.000
200.000
1.280

aj�,.�'CLllWllL[lt and ASSOCIATES
'�1 — _., r"mF,c:.�•..A'�,u:ft'+:::2sR•,r-:�. h:`;3" ?at.._a.':rcrs�.cs.ifs"ee...�....:�..-.�.itc":x..v,++;'e..4+:�,aY.Si ..."..F'Ju arnY'tx
ENGINEERING, SURVEYING &PLANNING Michael W. Baldwin, PLS
J.S. Janowski, PE
November 13, 2006
NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Attn: Al Hodge
REF: St. John's Church of Christ
Stormwater Permit Application
Request for Additional Information
Dear Mr. Hodge:
NOV 15 2006
Thank you for your recent comments regarding the St. John's Church of Christ project in
Beaufort County. In response to your letter dated October 24, 2006, please find the
stormwater narrative and the soils report accompanying this letter.
Regarding the soils report, we have determined that the location of the seasonable high
water table will not interfere with keeping the elevation of the permanent pool for the
detention basins at a constant level.
I hope the information provided with this letter will prove sufficient in the continued review of
this project. If you should have any questions or should need additional information, please
feel free to call our office.
Respectfully,
Matthew Williams
1015 Conference Drive O Greenville, North Carolina 27858 ❑ 252-756-1390 Cl Fax: [phone]
Email: [e-mail] x.=•>_ .•:.:-

;Qw 1
October 24, 2006
St. Johns Church of Christ
Attn: Allen Roberson
2283 St. Johns Church Road
Washington, NC 27889
Dear Mr. Roberson:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
SUBJECT: Stormwater Application for St. Johns Church of Christ
This office received a stormwater permit application for the subject project on October 24, 2006.
A preliminary review of your project indicates that the application package is incomplete. The following
items are needed to make the package complete:
_ $420 check
_ signature by owner on page 4 of application
2 sets of plans
_.x,/ narrative
_ supplement (wet detention, infiltration basin
system, underground infiltration trench)
signature by owner on supplement form
soils report
low density, curb outlet system, off -site
We are returning the entire package to you. Once the package is complete you may resubmit.
You should also be aware that the Stormwater Rules require that a permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2h.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
If you have any questions, please feel free to contact me at [phone].
$Incerely,
/I I
;A�\,-HiLdge, Region I Supervisor
Surface Water Protection
Washington Regional Office
cc: aldwin & Associates
NaRO
North Carolina Division of Water Quality Internet: w w ncwateraualitv.ore O
ne
Phone[phone] Wa Wagton, N Square Mall ) L-ra//bWashingon, NC 27889 Fa< [phone] u "
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

FARRIOR
& SONS, INC.
CONSTRUCTION
COWMEMAL • INDUSTRIAL • METAL BUILDINGS
TO: NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
.Ceffer of ?rammiftaf
DATE: November 14, 2006 JOBINO nr2g�ntc'fn1
ATTN: Al Hodge
RE: St. John Church of Christ NOV 1 J 7.006
Washington, NC nwo-QnRr
ADDITIONAL REQUESTED INFORMATION
NOTE: We are sending you via UPS Ground the following items:
U
COPIES I DATE
■❑
■❑
1 Response Letter to At Hodge
1 Soils Report
1 Stormwater Management Narrative
1 Previously submitted Information as listed on original transmittal by Baldwin and Associates
NOTE: The items above are transmitted as referenced below:
® For Approval ❑ Not Applicable, _ _
REMARKS:
Mr. Hodge: Please find enclosed the additional information to complete the stormwater permit application package for this
project. Please contact me if you require anything else. Thank you.
COPY TO: filells
Mailing Address:
P.O. Box 127, Farmville, NC 27828-0127
Telephone:[phone] Fax: [phone]
SIGNED BY: Eddie Jones
Physical Address:
9571 Highway 264 Alternate West, Farmville, NC 27828
Website Address: www.farriorandsons.com

Baldwin & Associates
Engineering & Land Surveying
1015 Conference Drive
Greenville, NC 27858
252-756-1390
To: NCDENR- Division of Land Resources
943 Washington Square Mall
Washington, NC 27889
Date: Job No:
10/231/06 06-194
Attention: � p
Scott Vincent
Re:
St. John's Church of Christ NOV 15 2006
®QVQ-VVA rw%
We are sending you: F Attached ❑ Under separate cover via
❑ Drawings
Letter
2 9/6/06
2 10/18/06
1 10/18/06
1 10/18/06
1 10/9/06
1 10/23/06
11 Plans
❑ Order
30999
L^J Prints
❑ Other
❑ Samples
the following:
M Specifications
Plans
Storm water Management Permit Application
Wet Detention Basin Supplement (West Basin)
Wet Detention Basin Supplement (East Basin)
Stormwater Calcs
Check for $420.00
Transmitted as checked below:
x❑ For approval Approved as noted ❑ Resubmit _ copies for approval
For your use Approved as submitted Submit copies for distribution
As requested ❑ Returned for corrections ❑ Return corrected copies
For review ❑ Other
Remarks:
Signed: Steve JarmsWss Copy to:

Name of Stream
Description
Curr. Class
Date Prop. Class
Basin
Stream Index #
Pinelog Branch
From source to Tranters
C;Sw,NSW
01/01/96
Tar -Pamlico
26-103-6
Creek
Haw Branch
From source to Tranters
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-9
Creek
Horsepen Swamp
From source to Tranters
C;Sw,NSW
O1/01/96
Tar -Pamlico
28-103-10
Creek
Aggie Run
From source Cc Tranters
C;SW,NSW
O1/01/96
Tar -Pamlico
28-103-14
Creek
Old Ford Swamp
From source to Aggie Run
C;Sw,NSW
O1./01/96
Tar -Pamlico
28-103-14-1
Big Swamp
From source to Old Ford
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-14-1-1
(Singleton Swamp)
Swamp
Mill Swamp
From source Cc Big Swamp
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-14-1-1-1
Latham Creek
From source to Aggie Run
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-14-2
Gum Swamp
From source to Latham
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-14-2-1
Creek
Snoad Branch
From source to Aggie Run
C;Sw,NSW
01/01/96
Tar -Pamlico
28-103-14-3
Maple Branch
From source to Tranters
C;Sw,NSW
O1/01/96
Tar -Pamlico
28-103-15
Creek
Mitchell Branch
From source Co Tranters
C;Sw,NSW
O1/01/96
Tar -Pamlico
28-103-16
Creek
Cherry Run
From source to Tranters
C;Sw,NSW
O1101196
Tar -Pamlico
28-103-19
Creek
Kennedy Creek
From source Cc Tar River
C;NSW
O1/01/90
Tar -Pamlico
28-104
PAMLICO RIVER
From U.S. Hwy. 17
SC;NSW
O1/01/90
Tar -Pamlico
29-(1)
bridge (mouth of Tar
River) at Washington to
a line projected from
the downstream
Corporate Limit Line of
the Town of Washington
Park in a southwesterly
direction across
Pamlico River to a
Point of Land 800 yards
downstream from Rodman
Point
Jacks Creek
From source to
Pamlico
C;NSW
O1/01/90
Tar -Pamlico
29-2
River
Runyon Creek
From source to
U.S.
C;NSW
O1/01/90
Tar -Pamlico
29-3-(1)
Hwy. 264
Runyon Creek
From U.S. Hwy.
264 to
SC;NSW
O1/01/90
Tar -Pamlico
29-3-(2)
Pamlico River
Herring Run and
From source to
Runyon
C;NSW
O1/01/90
Tar -Pamlico
29-3-3
ConnectCanals
Creek
Pineygrove Branch
From source to
Herring
C;NSW
O1/01/90
Tar -Pamlico
29-3-3-1
Run
Spode Creek
From source to
Runyon
C;NSW
O1/01/90
Tar -Pamlico
29-3-4
Creek
Page 2 of 15

SW7 061028
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A. 4. �
1. Project Name St. Johns Church of Christ ec
OCT 3- T 2006
2. Location of land -disturbing activity: County Beaufort City or Township Washington
W©-WAR®
Highway/Street NCSR 1424 St. Johns Church Rd Latitude N 350 39.466 Longitude W 770 0.605
3. Approximate date land -disturbing activity will commence: October 2006
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 6,962
6. Amount of fee enclosed: $350.00. The application fee of $50.00 per acre (rounded up to the next acre)
is assessed without a ceiling amount (Example: a 9-acre application fee is $450).
7. Has an erosion and sediment control plan been filed? Yes ® No ❑ Enclosed Yes
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name J. Stephen Janowski. PE E-mail Address isianowski(a)baldwinandassociatesnc.com
Telephone [phone] Cell # 252-714-3002 Fax # [phone]�
9. Landowner(s) of Record (attach accompanied page to list additional owners):
St. Johns Church of Christ 252-975-2321 0 T 2 4 2006
Name Telephone Fax Number
2283 St Johns Church Road s .) fMALITY SECTION
Current Mailing Address Current StreetAddress ON REGIONAL OFFICE
Washington NC 27889
City State Zip City State Zip
10. Deed Book No. 1101 Page No. 105 Provide a copy of the most current deed.
Part B.
Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
St. Johns Church of Christ
Name
E-mail Address
2283 St Johns Church Road
Current Mailing Address
Current Street Address
Washington NC
27889
City State
Zip City State
Telephone [phone]
Fax Number
Zip
,y"

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name E-mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent E-mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there by any change in the information provided herein.
Allen Roberson
Type or print name
ature
Building Committee Chairman
Title or Authority
%tplub(a
Date
I, �%-" K • ! '� , a Notary Public of the County of Pitt, State of North Carolina, hereby
certify that Allen Rob rson appeared personally before me this day and being duly sworn
acknowledged that the above form was executed by him.
Witness my hand and notarial seal, this 18 t day of October, 2006
1 � 1
e/�tJit cJ R. 4
Notary
My commission expireso7 o

m
m
m
0 am x
38 "
BK1101PC105
NORTH CAROLINA Prepared by Stephen A. Graves, Attorney
BEAUFORT COUNTY
THIS DEED, Made this the.; `day of April, 1998, by
ROBERT J. RICH and wife, JANICE W. RICH, of Beaufort County,
State of North Carolina, parties of the first part, to THE
TRUSTEES OF ST. JOHN CHURCH OF CHRIST DISCIPLES OF CHRIST, of
Beaufort County, State of North Carolina, parties of the second
part, whose address is 2283 Avenue Road, Washington, N.C. 27889;
W I T N E S S E T H:
That said parties of the first part for and in
consideration of the sum of Ten Dollars and other valuable
considerations to them paid by the said party of the second part,
the receipt of which is hereby acknowledged, have bargained and
sold, and b these y presents do bargain, sell and convey unto the
Q said party of the second part, its successors in office as
xZ
OMO
5 Trustees of St. John Church of Christ Disciples of Christ, a
�c3cL
N Z u certain tract or parcel of land lying and being in Washington
Township, Beaufort County, State of North Carolina, more
particularly described as follows:
BEGINNING at a railroad spike located at the
intersection of the center lines of NC 171 and State Road 1424;
thence along and with the center line of State Road 1424 South 54
degrees 19 minutes 36 seconds East 2,579.87 feet to a railroad
spike located in the center line of State Road 1424, the point of
Beginning; thence from said point of Beginning cornering North 49
degrees 00 minutes 00 seconds East 30.86 feet to an iron pipe;
thence North 49 degrees 00 minutes 00 seconds East 300.00 feet to
a new iron pipe; thence continuing North 49 degrees 00 minutes 00
seconds 2395.76 feet to a new iron pipe; thence continuing North
49 degrees 00 minutes 00 seconds East 1161.77 feet to a new iron
pipe located in the center line of a ditch, a corner; thence
along and with the center line of .said ditch and being the
Beaufort and Martin County line South 57 degrees 05 minutes 30
seconds East 153.61 feet to a point; thence continuing South 57
degrees 05 minutes 35 seconds 316.40 feet to a new iron pipe

BK1101PG106 1
located in the center line of said ditch, a corner; thence along
and with the George A. Smith, Jr. line South 49 degrees 00
minutes 00 seconds West 3583.58 feet to a new iron pipe; thence
continuing South 49 degrees 00 minutes 00 seconds West 300.00
feet to a new iron pipe located in the Northern sideline of State
Road 1424; thence continuing South 49 degrees 00 minutes 00
seconds West 30.00 feet to a railroad spike in State Road 1424;
thence continuing South 49 degrees 00 minutes 00 seconds west
21.42 feet to a point located in State Road 1424; thence
cornering North 51 degrees 29 minutes 49 seconds 459.27 feet to
the point of Beginning containing 36.65 acres more or less as per
the survey of Hood Richardson, PA, dated March 12, 1998 and
entitled "Property of St. John's Church of Christ", which is
recorded in Plat Cabinet , Slide 7---5' of the Beaufort
County Registry, to which reference is hereby made for a more
complete and accurate description.
This being the same property that was conveyed to
Robert J. Rich in those instruments recorded in Book 907, Page
873 and Book 907, Page 935 of the Beaufort County Registry.
Further reference is hereby made to those instruments recorded in
Book 792, Page 277 and Book 810, Page 778 of the Beaufort County
Registry.
TO HAVE AND TO HOLD, the.aforesaid tract or parcel of
land and all privileges and appurtenances thereto belonging to
the said party of the second part, its successors in office as
Trustees of the St. John Church of Christ Disciples of Christ, in
fee simple absolute.
And the said parties of the first part, for themselves,
their heirs, executors and administrators, covenant to and with
the party of the second part, its successors in office as
Trustees of the St. John Church of Christ Disciples of Christ,
that they are seized of said lands in fee and have the right to
convey the same in fee simple; that the same is free and clear of
all encumbrances; and that they do hereby warrant and will
forever defend the title thereto against the lawful claims of all
persons whomsoever.
IN WITNESS WHEREOF, the parties of the first part have

BK1101PG107.
hereunto set their hands and seals, this the day and year first
above written.
(SEAL)
(SEAL)
NORTH CAROLINA
BEAUFORT COUNTY l
a Notary Public,
do hereby certify that ROBERT J. RICH, of the aforesaid County
and State this day personally appeared before me and acknowledged
the due execution of the foregoing instrument for the purposes
therein recited.
WITNESS my hand and Notarial Seal, this the 7��)day of
, 1998.
c�
,My Commission expires:
NORTH CAROLINA
BEAUFORT COUNTY
Is---)3-99
I, N �£c s , a Notary Public,
do hereby certify that JANI E W. RICH, of the aforesaid County
and State this day personally appeared before me and acknowledged
the due execution of the foregoing instrument for the purposes
therein recited.
WITNESS my hand and Notarial Seal, this the �q+day of
r 1998.
l�
C--NOTARY P NI
My.. Commission expires: " .23
Forth Carolina
Beaufort County
The forego
',iot3ry ��PSSi.,blic/D!otar
day of
D. Jennifer.Leggett
Register of Deeds
Certificate of
c is a cer��ti��f��'ed to he//��orrer,t
is at ai i /fp clo (r�I.
B1 �—
peS'ZjDeputy Register of Deeds

\
I
so
1423
1 r�.t �. ��- \'�f��/�^— �, q
0
\\'�� I � \/'may • �
�j Y�\ �.
6 ll/ J
St. Johns Ch
•
((�'�'
��.-�7M \ �. 4\ ey , �
1
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and ASSOCIATES
ENGINEERING, SURVEYING & PLANNING
Michael W. Baldwin, PLS
J.S. Janowski, PE
ST. JOHNS CHURCH OF CHRIST
EROSION AND SEDIMENTATION CONTROL PLAN NARRATIVE
OCTOBER 8, 2006
PROJECT DESCRIPTION: The purpose of this project is to construct a 29,559 square
foot church facility on an 36.233 acre tract with a proposed disturbed area of
approximately 6.962 acres. This construction will include grading, parking lot and building
construction. The project is located in the Washington Township, Beaufort County on
the eastern right-of-way of NCSR 1424 (St. Johns Church Road).
SITE DESCRIPTION: The entire site of this project is extremely flat with grades of less
than 0.5%. Existing surface drainage is sheeting in all directions with run off
accumulating in existing road side ditches running along St. Johns Church Road. Run
off from new construction will be routed thru swales into detention ponds located on the
northern and southern boundaries of the property.
ADJACENT PROPERTY: Property is bounded on the north by wooded land, bounded
on the east by wooded land, bounded on the south by wooded land, and bounded on
the west by NCSR 1424 (St. Johns Church Road). Due to the proposed erosion control
devices, surrounding properties should not be adversely affected by the clearing
process of this development.
SOILS: The soils in this area are a sandy loam variety with the proper soil names being
Rains. There will be a large amount of soil exposed at one with?proper
installation of erosion control structures, excessive run-off shout !Dk contained within
the site. This property is shown on Map No. 2 of the Beaufort Cou.ty��oil Survey.
PLANNED EROSION CONTROL DEVICES y " OCT 2 4 (UUb
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT: T esetistrru�ctures,will'
installed off the eastern right-of-way of St. Johns Church Road. Tthese;gravel lead ,N
be checked periodically and scarified and/or supplemented if nee ed-to-ensure-prof
performance.
TEMPORARY SILT FENCE: Install silt fence along limits of construction as specified
on plans.
RIP RAP APRON: Class B stone aprons should be installed at the end of all pipes and
at some ditch intersections as specified on the construction drawings. Aprons should
be checked periodically and cleaned out if necessary.
SEE PLAN FOR SEEDING AND CONSTRUCTION SCHEDULE AND MAINTENANCE PLAN.
1015 Conference Drive El Greenville, North Carolina 27858 El 252-756-1390 s Fax: [phone]
�= z_ Email: [e-mail] �x=yx

and ASSOCIATES
ENGINEERING, SURVEYING & PLANNING
January 31, 2007
NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Attn: Samir Dumpor, PE
REF: Stormwater Review SW7061114
St. Johns Church of Christ
Beaufort County
Request for Additional Information
Dear Mr. Dumpor:
Michael W. Baldwin, PLS
J.S. Janowski, PE
FEB 01 zoo
, fit ,7 (8, . I ,!J i
Thank you for your recent comments regarding the Coastal Stormwater permit application
for the St. Johns Church of Christ project in Beaufort County. In response to your letter
dated January 5, 2007, please find the following information accompanying this letter: the
revised plans, drainage area map, revised detention calculations, and revised sheets 1-3 of
the Wet Detention Basin Supplements for the east and west detention basins.
I hope the information provided with this letter will prove sufficient in the continued review of
this project. If you should have any questions or should need additional information, please
feel free to call our office.
Respectfully,
Matthew Williams. El
1015 Conference Drive EI Greenville, North Carolina 27858 o 252-756-1390 M Fax: [phone]
^^ °""' x,�• Email: [e-mail]..n

Baldwin & Associates
1015 Conference Drive
Greenville, NC 27858
[phone]
To: NCDENR - Division of Water Quality
943 Washington Square Mall
Date:
Job No:
31-Jan-07 06-194
Attention:
Samir Dumoor. PE
Re:
St. Johns Church of Christ - Stormwater Permit Application
Washington, NC 27889
We are sending you: X� Attached Under separate cover via
Drawings X� Plans Prints ❑ Samples
xj Letter X� Other Various information (as listed below)
the following:
❑ Specifications
Copies
Date
Number
Description
2
Revised Plan
2
Drainage Area Map
2
Revised Storm Water Detention Calculations
1
Revised Sheets 1-3 of Wet Detention Basin Supplements for East and West Basins
1
Response Letter
(� p/J
REC I ED
FEB 01 Z001
Transmitted as checked below:
x1
For approval
For your use
Q
As requested
For review
Mr. Dumpor,
Copy to:
11
Approved as noted
Resubmit copies for approval
❑
Approved as submitted
Submit copies for distribution
Returned for corrections
Return corrected prints
Other
Please find the attached information for your review of the stormwater permit application for this project. Feel free to
call if you have any questions at 252.756.1390.
Signed:�f,,`_
Matthew Williams
If enclosures are not as noted, kindly notify us at once. F:1 engineering projectslSt. Johns Church or Christ in WashingtonlTmnsmittal-SamirD-1-31-07

�0F WATF90 Michael F. Easley, Governor
�Q (r William G. Ross Jr., Secretary
co
r North Carolina Department of F-nvironment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 5, 2007
St. Johns Church of Christ
Attn: Allen Roberson
2283 St. Johns Church Road
Washington, NC 27889
Subject:
Dear Mr. Roberson:
Stormwater Review SW7061114
St. Johns Church of Christ
Beaufort County
This office received a Coastal Stormwater permit application and plans for the subject project on
November 15, 2006. A preliminary review of the project indicates that before a State Stormwater permit
can be issued the following additional information is needed.
1. Please delineate Wetlands on plans or add a note that none exist.
2. Please delineate drainage areas on plans.
3. The following comments apply to both West and East Wet Detention:
The Forebay volume should equal about 20% of the total permanent basin volume
(combined volume of main basin and forebay).
- The Drawdown period for both basins appears to be significantly less than required
time of 2-5 days. Please revise the orifice size to meet required drawdown time.
- Both basins are shown with a 20-foot vegetative filter. Please redesign to meet the
30-foot filter requirement, or use 90% TSS removal SA/DA table.
- According to plan and profile drawings of both basins, it appears that the Forebay
and the Main Pond are separated by a ridge. Please revise.
4. Please provide two copies of signed and sealed revised sheets and calculations.
The above requested information must be received in this office prior to February 5, 2007 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. If you need additional time to submit the required
information, please mail or fax your request for time extension to this office at the Letterhead
address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone]
Internet: h2o,ennstate.nc.us 943 Washington Square Mall, Washington, NC 27889
An Equal Opportunity/Affirmative Action Employer — 50% Recycled/10% Post Consumer Paper
Customer Service
1-877-623-6748
NY'0.�h olina
ma!!y

Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone].
Sincerely,
__ I
Samir Dumpor, PE
Environmental Engineer
Washington Regional Office
cc: J. Stephen Janowski, Baldwin and Associates
Washington Regional Office