SW7050633_HISTORICAL FILE_20050829

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

DETENTION POND ANALYSIS FILE NAME- C-\STORMWATERXPOND1SW7050633
PROJECT* SW7 050633 REVIEWER: A Franklin
PROJECT NAME- Evangelical Methodist Church
DATE:
29-Aug-05
Receiving Stream:
Little River
Class-
C SW
Drainage Basin:
Index No.
Site Area
21.27 acres
Drainage Area
4400 'j]square
feet
Area =
5.62 acres
IMPERVIOUS AREAS
Building
Parking
Sidewalks
TOTAL
SURFACE AREA CALCULATION
% IMPERVIOUS 55-61%
Des. Depth 5
TSS: 90
Rational C
square feet
34974.00 square feet 1.00
96004.00 square feet 0.95
5169.00 square feet 0,95
square feet
square feet
569'4.7-1.7'Rsquare feet
,.. T.
Rational Cc= 0.62
SA/DA Ratio 3.95%
Req. SA 9668 sf
Prov. SA F,: --1: -2-881 sf
VOLUME CALCULATION * place a "l " in the box if Rational is used
Rational ?*
Des. StorM
.......... inches
Rv=
0.55
Bottom
1 rnsl
Perm. PoolrMOa
msI
Design Pool
6.99 msl
Design SA
14872 sf
Req. Volume 13
cf
Prov. Volume cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.46 ft
0,065 cfs
0.026 cfs
weir H x W
days.
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
SA @
Elevation=
Q2 Area =
Q5 Area =
Orifice Area
Q=
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
Ft
26396
5279.2
5862.00
2.87 sq. in.
1.15 sq. in.
2.41 sq. in.
0.054 cfs.
x F77
r,

PERMANENT POOL DETENTION
PONDS
Hyman & Robey, PC
DESIGN OF POND
RECEIVED
150-A Hwy 158 East
Camden, NC 27921
Evangelical Methodist Church
AUG O 8 2005
(252}-335-1888
10 Yr, 24 Hr Storm
08/03/05
DETENTION POND
DWQ-W n R®
Page 1
SAIDA PERCENTAGES FOR 90%
TSS REMOVAL WITHOUT VEGETATIVE FILTER
%IMPRV 3,0FT 3.5 FT
4.0 FT
4.5 FT 5.0 FT 5.5FT
6.0 FT 6.5FT
7.0 FT
10% 1.3 1.0
0.8
0.7 0.6 0.5
0A 0.3
0.2
20 % 2.4 2.0
1.8
1.7 1.5 1.4
1,2 1.0
0.9
30 % 3.5 3.0
2.7
2.5 2.2 1.9
1.6 1.3
1.1
40 % 4.5 4.0
3.5
3.1 2.8 2.5
2.1 1.8
1.4
50 % 5.6 5.0
4.3
3.9 3.5 3.1
2.7 2.3
1,9
60 % 7.0 6.0
5.3
4.8 4.3 3.9
3.4 2.9
2.4
70 % 8.1 7.0
6.0
5.5 5.0 4.5
3.9 3A
2.9
80% 9.4 8.0
7.0
6.4 5.7 5.2
4.6 4.0
3.4
90 % 10.7 9.0
7.9
7.2 6.5 5.9
5.2 4,6
3.9
100 % 12.0 10.0
8.8
8.1 7.3 6.6
5.8 5.1
4.3
WATERSHED AREA:
5.62 ACRES
WATERSHED % IMPERVIOUS:
55 %
PERMANENT POOL ELEVATION:
6 FT
DESIGN PERMANENT POOL DEPTH:
5 FT
SAIDA PERCENTAGE FACTOR:
3.9 %(FROMABOVETAHLE
-TAKENFROMDESIGNOFSTORMWATER
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0,33 LENGTH,
WIDTH = 56.4136 LF
LENGTH 169.241 LF
Use these dimensions: WIDTH
LENGTH
VOLUME OF I" RAINFALL
AREA OF ROOFS: 0.8 AC
AREA OF PARKING/CONCRETE: 2.31 AC
AREA OF GREEN AREAS: 2.5 AC
VOLUME OF RUNOFF 12719.5 CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 6.99
CONTROL FACILITIES WORKSHOP MANUAL • PENC 1988)
9547 SF
2864 SF
(BASED UPON MINIMUM SURFACE AREA)
43 LF
299 LF
Normal Pool Elevation
0
VOL (CF) = [(ROOF* 1.0)+(PARKING*.95)+(GRASS*0.2) ]'43,560112
0.99 FT
L^ B55p -
Cl1 RnB �0-\

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.07361 CFS
Q(5 DAYS) = 0.02944 CFS
1" RUNOFF STAGE 0.99 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 1.67023 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 1,75 INCH DIAMETER
1" STORM RUNOFF DRAWDOWN TIME 2.60261 DAYS
INFLOW HYDROGRAPH
A =iQ/(Cd*SQRT(2gh))] * 144
Rad. = SQRT(A/PI)
Dia. =2*Rad.
Return Year Storm 10 Yr
Qp = Peak Discharge = 23 cfs
Tc = Time of Concentration = 15 min
Calculation of Tp (Time to Peak)
From SCS NEH 4 , page 15-7 Eqn. 15.4
Lag Time (L) = (1"0.8*(S+ l)"0.7)/(1900*YA0.5) for L in Hrs
where: 1 = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (1000/CN)-10 = 1,76471
L= 0.35689 hrs
From SCS NEH 4 , page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4 , page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.03325 hrs
Tp =
0.37352 hrs =
22.411
min
Volume under Hydrograph
= 1.39 * Qp * Tp =
42988.7
Cubic Feet
910
1.76471
85
0.49

Inflow Hydrograph
SCS Dimensionless Hydrograph
Time
Discharge Time
Discharge
Volume
Ratio
Ratio hr
cfs
cf
0.00
0.00 0.00
0
0.10
0.03 0.04
1
93
0.20
0.10 0.07
2
309
0.30
0.19 0.11
4
588
0.40
0.31 0.15
7
959
0.50
0.47 0.19
11
1454
0.60
0.66 0.22
15
2041
0.70
0.82 0.26
19
2536
0.80
0.93 0.30
21
2876
0.90
0.99 0.34
23
3062
1.00
1.00 0.37
23
3093
1.10
0.99 0.41
23
3062
1.20
0,93 0.45
21
2876
1.30
0.86 0.49
20
2660
1.40
0.78 0.52
18
2412
1.50
0,68 0.56
16
2103
1.60
0.56 0.60
13
1732
1.70
0.46 0.63
11
1423
1.80
0.39 0.67
9
1206
1.90
0.33 0.71
8
1021
2.00
0.28 0.75
6
866
2.20
0.21 0.82
5
1280
2.40
0.15 0.90
3
909
2.60
0.11 0.97
2
662
2.80
0.08 1.05
2
476
3.00
0.06 1.12
1
340
3.20
0.04 1.20
1
247
3.40
0.03 1.27
1
179
.3.60
0.02 1.34
0
130
3.80
0.02 1.42
0
93
4.00
0.01 1.49
0
68
4.50
0.01 1.68
0
77
5.00
0.00 1.87
0
0
Volume under hydrograph =
40833 cf
Based upon runoff volume
= 42988.7
cf
Depth reg'd for minimum area =
3.3436
ceSFA f
1855a
%�4* C. R46E�
,y/o/11111 i i tiMOO

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
12857 0
0
0
Surface area at normal pool
6
13892 6687
6687
0.5
8.81
-0.69
0.54
6.5
14945 7209
13897
1
9.54
0.00
1.03
7
16016 7740
21637
1.5
998
0.41
1.51
7.5
17105 8280
29917
2
10.31
0.69
2.00
8
18212 8829
38746
2.5
10.56
0.92
2,50
8.5
19337 9387
48134
3
10.78
1.10
3.02
9
20480 9954
58088
3.5
10.97
1.25
3.55
9.5
21641 10530
68618
4
11.14
1.39
4.11
10
22820 11115
79733
4.5
11.29
1.50
4.68
10.5
24017 11709
91443
5
11.42
1.61
5.27
11
Regression
Output:
Constant
9,34346
Ks = SIZ"b
= 13481.67
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0,01009
FOR VERTICAL SIDED DETENTION POND SET b=0. AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY
W EMERGENCY WEIR)
RISER
Dr -
18
Riser Dia. (in)
Etop -
20.00
Elev, Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
H 1 n =
5
Number of Holes
Hld =
2
Hole Dia. (in)
EH1 -
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n -
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20.00
Elev invert Barrel (ft)
Cdb -
0.60
Barrel orifice coeff
9.34
Page 4
3
�� hh• AL'oyq` y9 `
U T855o =
J'F,' �tiGrrut:e�' •�
C. R00
Barren Adjustment Factor

EMERGENCY WEIR Page 5
Cw
=
3
Weir coeff
Ecr
=
6.99
Elev weir
coeff (ft)
Lw
=
5
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser
Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir)
(orifice)
Spillway
Weir
6.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.05
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.10
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.19
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.30
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.46
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.83
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
1.03
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.1
7.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.7
7.40
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.9
7.54
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.1
7.65
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.1
7.73
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.5
7.78
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.5
7.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.9
7.79
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.8
7.78
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.5
7.76
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.1
7.70
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.0
7.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
7.7
7.56
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.5
7.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
5.4
7.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.5
7.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.7
7.34
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.1
7.30
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.6
7.26
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.1
7.23
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.8
7.17
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.1
7.13
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
6.00
0.00
0.00
0.00
0.00
0.00
0.00
0.037
1
0
6.00
0.00
0.00
0.00
0.00
0.00
0.00
0.075
2
92,7814
6.01
0.00
0.00
0.00
0.00
0.00
0.00
0.112
4
402.053
6.05
0.00
0.00
0.00
0.00
0.00
0.00
0.149
7
989.668
6.10
0.00
0.00
0.00
0.00
0.00
0.00
0.187
11
1948.41
6.19
0.00
0.00
0.00
0.00
0.00
0.00
0.224
15
3401.98
6.30
0.00
0.00
0.00
0.00
0.00
0.00
0.261
19
5443.18
6.46
0.00
0.00
0.00
0.00
0.00
0.00
0.299
21
7979.2
6.63
0.00
0.00
0.00
0.00
0.00
0.00
0.336
23
10855.4
6.83
0.00
0.00
0.00
0.00
0.00
0.00
0.374
23
13917.2
7.03
0.11
0.00
0.00
0.00
0.00
0.11
0.411
23
16995
7.22
1.68
0.00
0.00
0.00
0.00
1.68
0.448
21
19830.5
7.40
3.91
0.00
0.00
0.00
0.00
3.91
0.486
20
22181.4
7.54
6.13
0.00
0.00
0.00
0.00
6.13
0.523
18
24017
7.65
8.05
0.00
0.00
0.00
0.00
8.05
0.560
16
25346.2
7.73
9.54
0.00
0.00
0.00
0.00
9.54
0.598
13
26166.2
7.78
10.50
0.00
0.00
0.00
0.00
10.50
0.635
11
26486.8
7.80
10.87
0.00
0.00
0.00
0.00
10.87
0.672
9
26447.2
7.79
10.83
0.00
0.00
0.00
0.00
10.83
0.710
8
26197.4
7.78
10.53
0.00
0.00
0.00
0.00
10.53
0,747
6
25801.8
7.76
10.07
0.00
0.00
0.00
0.00
10.07
0.822
5
24826
7.70
8.95
0.00
0.00
0.00
0.00
8.95
0.896
3
23699
7.63
7.71
0.00
0.00
0.00
0.00
7.71
0.971
2
22534.8
7.56
6.49
0.00
0.00
0.00
0.00
6.49
1.046
2
21452
7.50
5.41
0.00
0.00
0.00
0.00
5.41
1.121
1
20474.1
7.44
4.48
0.00
0.00
0.00
0.00
4.48
1.195
1
19608.1
7.38
3.71
0.00
0.00
0.00
0.00
3.71
1.270
1
18857
7.34
3.08
0.00
0.00
0.00
0.00
3.08
1.345
0
18208
7.30
2.56
0.00
0.00
0.00
0.00
2.56
1.419
0
17648.2
7.26
2.14
0.00
0.00
0.00
0.00
2.14
1.494
0
17164.6
7.23
1.80
OAO
0.00
0.00
0.00
1.80
1.681
0
16125.1
7.17
1.13
0.00
0.00
0.00
0.00
1.13
1.868
0
15444.2
7.13
0.75
0.00
0.00
0.00
0.00
0.75
7.79703 = maximum stage elevation
10.875 = maximum discharge

Evangelical Methodist Church
Pasquotank County
10 yr STORM
25
n
OEM,
20
15
e
.�
Y
INFLOW (cfs)
OUTFLOW (cfs)
�10
��
y
•
�
a 'tip,,
-'-�!yr � 4�-'+`gip
�
0.000
0.500 1.000
1.500 2.000
Time (hrs)
— 'acso

POND VOLUME CALCULATIONS FOR
S:lHyman & Robey '04W41193 Evangelical Methodist
ChurchlExc0POND VOLUME CALCULATIONS (1 POND).xls
DETENTION POND
AREA
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
ELEVATIONS
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1" STORAGE
F2
12.860.75
9,360.7
3,500,00
4,716.18
556.94
1,558.35
905.28
14,872.32
F
6,00
4.33
1.00
4.33
3.00
6.99
VOLUME CALCULATIONS F3
MAIN BASIN VOLUME 20,533,98
FOREBAY VOLUME 5,862.04
PERMANENT POOL VOLUME 26,396,02
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME 22.21%
TEMP. STORAGE VOLUME (V RUNOFF) 13,727.87
TEMPORARY STORAGE OFFSET
SLOPE (EX: 1F 3:1 ENTER 3) 3.Q0
OFFSET FROM PP 2.97
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDMENT SHALL BE REMOVED
FOREBAY
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS... SEDMENT SHALL BE REMOVED
2.25
5
5
5
8/4/2005 8:35 AM PAGE 1 OF 1

Mman_&_ Robey, PC
Consulting Engineers and Land Surveyors [phone] Office
[phone] Office
[phone] Fax
August 5, 2005
Ms. Amy Franklin RECEIVEDDept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall AUG 0 8 2005
Washington, NC 27889
DWQ-WARD
Subject: Stormwater Management Permit
Evangelical Methodist Church
Revised Plans and Calculations
Proj. # 041193
Dear Ms. Franklin:
Per your request, we have enclosed two copies of each of the following:
1. Complete sets of revised plans. We have added a cover sheet showing the
entire acreage tract and corrected the plans and pond details to indicate a
storage elevation of 8.99.
2. Detention pond calculations showing the corrected areas and storage
elevation.
3. Revised page 1 of 4 of the Wet Detention Basin Supplement.
If you have any questions or require additional information, please do not hesitate
to call this office at [phone].
cc: file
Sincerely,
Se n C. Robey, P.E.
Kimberly D. Ha by
Project Manager
A O. Box 339, Camden, NC 27921

OF \N A TFR Michael F. Easley, Governor � O
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 26, 2005
Richard Coston
820 Okisko Road
Elizabeth City, NC 27909
Subject: Stormwater Review SW7050633
Evangelical Methodist Church
Pasquotank County
Dear Mr. Coston:
This office received a Coastal Stormwater permit application and plans for the subject project on
June 23, 2005. A preliminary review of your project indicates that before a State Stormwater permit can
be issued the following additional information is needed.
A Please provide a full site layout that includes the total 21 acres. The site view can be on one page
but should include 2 copies.
Please label temporary pool on pond detail.
Please show the correct temporary pool elevation on the Wet Detention Basin Supplemental form.
Also please ensure that all units are correct.
Please ensure that the numbers in Project Information on the Supplemental page and Drainage
area information on the application correspond to the numbers used in the calculations
section(Watershed area, % Impervious, etc.).
The above requested information must be received in this office prior to August 26, 2005 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.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at (252).948-3934.
cc: Span C. Robey, P.E.
✓Washington Regional Office
Sincerely,
Amy L. Franklin
Environmental Engineer
Washington Regional Office
Gpj�,Nw-x-
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NmCar
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North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone]
Internet h2o.enr.state.nc.us 943 Washington Square Mall, Washington, NC 27889
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110°% Post Consumer Paper
Customer Service
1-877-623-6748

Hyman & Rohey. PC
Consulting Engineers and Land Surveyors [phone] Office
[phone] Office
[phone] Fax
Mr. Bill Moore
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
Subject: Stonnwater Management Permit
Evangelical Methodist Church
Proj. # 041193
Dear Mr. Moore:
June 22, 2005
RECEIVED
JUN 2 � 2005
DWQ-WARD
Enclosed for your review and approval, please find the following items:
1. Two (2) copies of the above referenced plans.
2. The original and one (1) copy of the Stormwater Exemption Application
and Wet Detention Basin Supplements.
Two (2) copies of the project description and calculations.
4. Check in the amount of $420.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Sincerely,
Se n C. Robey, P.E.
Kimberly D. Hamby
Project Manager
A O. Box 339, Camden, NC 27921

A ly fzL-I x:'5-- '-Tr%d-r� U'C�
FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a land -disturbing activity on one or more acrep A
before this form and an acceptable erosion and sedimentation control plan ba 9c bMt dnF 7)
11,
approved by the Land Quality Section, NC Department of Environment, and rat Resources. Ple e
type or print and, if question is not applicable, place NIA in the blank). Fi
O �J
L1N 23205
Part A.
LAND QUALITY SECTION
Project Name �E v a n e i.Lr a 1 _N e t h o.di-s t 1) 11 rr h WASHINQTQN
REGIONAL OFF1C E
2.
Location of land -disturbing activity:. County P a s q u o t a n k
City or Township nv _ _�nn_rn �,n,;l_, and Highway/Street
40 )
3.
Approximate date land -disturbing activity will be commenced:
July 2005
4.
Purpose of development (residential, commercial, industrial, etc.):
T n s t-- i t- 11 t- i c n a 1
5.
Total acreage disturbed or uncovered (including off -site borrow and waste areas)::
`�
RECEIVED
7.0
6.
Amount of fee. enclosed $ 350.00
SUN 2 4 2005
7.
Has an erosion and sedimentation control plan been filed? Yes x
No
Enclosed x
DWQ-InJ► R0
8
Person to contact should sediment control issues arise during land -disturbing activityll.V ver'1RV
Name Richard Coston - - - - Telephone 2 5 2---2 6'4—
22 4 5 -_- --
9.
Landowner(s) of Record (Use blank page to list additional owners):
Evangelic,] Methodist church
Name(s)
820 Okisko Road
Current Mailing Address
Elizabeth City, NC 27909
City State Zip
10. Recorded in Deed Book No. 766
Current Street Address
City State Zip
Page No. ()5 A
3
Part B. 58 150
Person(s) or firm(s) who are financially responsible for this land -disturbing activity (Use a blank
page to list additional persons or fines):
Richard Coston, Trustee
Name of Person(s) or Firm(s)
820 Okisko Road
Current Mailing Address
City State Zip
252-264-2254
Telephone
Current Street Address
City
Telephone
State Zip

2. (a) If the Financially Responsible Party is not a resident of North Carolina give name and street
address of a North Carolina Agent.
Mailing Address
City State Zip
Telephone
Street Address
City
Telephone
State Zip
(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
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
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 authority to execute instruments for the financially responsible person). I
agree to provide corrected information should there be any change in the information provided
herein.
Richard CasLan-
Type or print name
Signa r
t,-�—
Trli.s rep -- —
Title or Authority
Date
sA �, (c,��r ., a Notary Public of the County of Pc,
State of North Carolina, hereby certify that LLc> �Q C�r1
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 day of _� V. , l9 acy_:, S
Seal MMIANNE J. COOPER' Notary
NOTARY PUBLIC
PASQUOTANK COUNA NC My commission expires - �$

;PROJE'CT'DESCRIP'TiON'
Evangelical Methodist Church
Pasquotank County - North Carolina DWQ-WARD
i' ---1. June 22, 2005
The Evangelical Methodist Church owns 21.27 acres on the corner of SR 1197
and SR 1140. Existing features include a youth services building, a home and the
existing church and related parking. This plan is for the addition of a new multi -purpose
building with related parking, drainage and utilities. The site is zoned R-15.
While the total site coverage is only 18.59%, the new construction will create a
high density cluster. That area and a portion of the existing development will be called
Drainage Area 1. The remaining land, both undeveloped area and a portion of the area
containing the existing development will be Drainage Area 2 with no stormwater
treatment.
Drainage Area I contains 5.62 acres that will include all of the new development
and a portion of the adjacent existing features. The buildings and the proposed covered
sidewalk areas contribute 34,974 sf. The parking is 96,004 sf and sidewalks contribute
another 5,169 sf of impervious surface for a total impervious area of 3.13 acres or
55.61%. The detention pond for this drainage area was designed for 90% TSS removal.
Drainage Area 2 contains the remaining 15.65 acres. It contains a large portion of
the existing buildings and most of the existing parking area. There are 15,671 sf of roof
and 15,294 sf of asphalt parking and 5,149 sf concrete sidewalk for a total impervious
area of 0.83 acres or 5.3%. These areas will be allowed to continue draining as they do
currently.
The soils on site are classified as Augusta and Roanoke. The lack of permeability
of this soil and the high water table makes wet detention the best method of stormwater
treatment for this site.
The disturbed area for this development will not exceed 7 acres. Limits of
disturbance have been shown on the plans.

PROJECT DESCRIPTION
Evangelical Methodist Church
Pasquotank County - North Carolina
jun&, 22 ' 2005
The Evangelical Methodist Church owns 21.27 acres on the corner of SR 1197
and SR 1140. Existing features include a youth services building, a home and the
existing church and related parking. This plan is for the addition of a new multi -purpose
building with related parking, drainage and utilities. The site is zoned R-15.
While the total site coverage is only 18.59%, the new construction will create a
high density cluster. That area and a portion of the existing development will be called
Drainage Area 1. The remaining land, both undeveloped area and a portion of the area
containing the existing development will be Drainage Area 2 with no stormwater
treatment.
Drainage Area 1 contains 5.62 acres that will include all of the new development
and a portion of the adjacent existing features. The buildings and the proposed covered
sidewalk areas contribute 34,974 sf. The parking is 96,004 sf and sidewalks contribute
another 5,169 sf of impervious surface for a total impervious area of 3.13 acres or
55.61 %. The detention pond for this drainage area was designed for 90% TSS removal.
Drainage Area 2 contains the remaining 15.65 acres. It contains a large portion of
the existing buildings and most of the existing parking area. There are 15,671 sf of roof
and 15,294 sf of asphalt parking and 5,149 sf concrete sidewalk for a total impervious
area of 0.83 acres or 5.3%. These areas will be allowed to continue draining as they do
currently.
The soils on site are classified as Augusta and Roanoke. The lack of permeability
of this soil and the high water table makes wet detention the best method of stormwater
treatment for this site.
The disturbed area for this development will not exceed 7 acres. Limits of
disturbance have been shown on the plans.

s _
STORMWATER SUBMITTAL REQUIREMENTS.
DETENTION POND (cont)
B. Calculations
1. 85 % or 90 % TSS Chart noted.
,I 2. Pond dep . 5T-V
3. SAIDA ratio calculation.
4. Required surface area at permanent pool.
5. Provided surface area at permanent pool (Based on pond dimensions)
6. Required volume.
7. Provided.volume.
8. Orifice size based on provided volume.
9. Engineer seal.
10. Built -upon area to each pond.
11. Forebay designed to hold 20% of the first inch.
12. Non -erosive flow in the vegetated filter, if using 85 % TSS.
0
C. Supporting Documentation
I . Completed permit application
a. Is the person who signed the landowner or a lessee? Must be landowner. ' I r[A,�4tx,
b. All sections completely filled in.
C. Check signature per .1003 (e). Make sure title is provided.
d. If agent signs, signatory authorization from owner.
/ e. Wet detention supplement sheet provided.
f. Mailing address & phone of applicant- no CIO.
✓ g. Verify water body classification.
h. Missing information.
2. Signed Operation and Maintenance Plan (includes all items on DWQ O & M form.)
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EvaAyhcal M4001's}
-
STORMWATER SUBMITTAL REQUIREMENTS.
DETENTION POND
Site Plan
;/
1.
Development/Project Name
i/ ;/
2.
Engineer name and firm.
3.
Legend
��
4.
North Arrow .. -
y
5.
Location Map with direction, distance to named streets, NCSR numbers.
6.
Scale
✓ 4�
✓��
7.
8.
Date
Revision number and date. RPu�S�on n6� tr5 kd .
✓
9.
Original contours, proposed contours, spot elevations, finished floor elevations.
;/
10.
Existing drainage, including off -site., Map�of offsite area?
11.
Property/Project boundary lines, dimensioned.
N i i�
12.
Mean High Water Line, if necessary.
13.
Drainage easements, pipe sizes..
14.
Wetlands delineated, or a nod on the plans that none exist.
15.
Details of the road, parking, cul-de-sacs, including sidewalks, curb and gutter..
16.
Drainage area to each pond delineated.
17.
Dimensions of the permanent pool.
✓
18
Vegetated filter detail if using 85 % TSS . This is NOT a connector ditch. 10 'C�
19.
Dimensions of the road, parking cul-de-sacs, sidewalks, and curb and gutter.
f
20.
Unit footprint with dimensions and concrete wood deck areas noted.for apa=ents
or condo development.
21.
Forebay at each inlet. Prefer one inlet
/
22.
Inlets located such that entire pond is used for treatment and no short-circuiting.
23.
Pond section with:
Bottom elevation
r/
Permanent pool elevation PP
v
Storage pool elevation SP
Slopes: 3:1 above permanent pool l*&-
Vegetated shelf @6:1 slope, with begin and end elevations around pond.
Forebay bottom elevation, 3:1 slopes,
- y
Forebay weir elevation between PP and SP.
24-.
Outlet structure detail with trash rack and orifice.
25.
Now on plans that all roof drains must be directed so as to be picked up by the pond.
✓
.26.
A 3:1 L:W ratio has been provided for the pond. Q.
1

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P.O. Box 20400 204 E. Shefford St.
PO M O NA Greensboro, NC 27420 Greer, SC 29650
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Air Vac/Test Equipment
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Hobas Fiberglass Pipe
Metromont Manholes
IPA Rehab Materials
Metal Fabrication

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P O M O NA Greensboro, NC 27420 Greer, SC 29650
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Aluminum Drainage Products
Steel Drainage Products
Plastic Pipe Products
Water Detention Systems
Fireplace Systems
Flue Liner & Firebrick
Plugs, Couplings, Adapters
Air Vac/Test Equipment
Logan Vitrified Clay Pipe
Hobas Fiberglass Pipe
Metromont Manholes
IPA Rehab Materials
Metal Fabrication

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