SW8040107_HISTORICAL FILE_20130409

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SWDid `I
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
(r HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE �Z�L,,-_21
YYYYMMDD

NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
April 9, 2013
Ms. Michele Zapple, Member/Manager
Bishop 6 Zapple, LLC
3529 Carolina Beach Rd
Wilmington, NC 28412
Division of Water Quality
Charles Wakild, P. E.
Director
Subject: APPLICATION RETURN
Carolina Gymnastics Academy: SW8 040107
New Hanover County
Dear Ms. Zapple:
John E. Skvada, III
Secretary
On April 8, 2013, the Division received an incomplete State Stormwater Management Application for the project listed
above. The application and check number 1213, in the amount of $505 are being returned because the application
package lacked the necessary elements to accept it for review. Please provide the following information upon the
next submittal of this application package:
Design: The current permit is written for 33,781 sf of impervious area with a permanent pool elevation of
36.5msl, and a surface area of 2,652sf. The proposed permit is for 36,304sf (increasing) of impervious
area, a permanent pool elevation of 36.75msl (increasing), and a surface area of 2,991 sf (increasing).
a. Impervious Areallolume: Impervious area that has been previously permitted can continue to be
permitted at 1.0in. New impervious area is subject to SL2008-211 and must be designed for 1.5in.
b. General: The volume and surface area of the pond is expanding. Any portion of the pond that is
expanded is subject to the newest pond design requirements. Please ensure that the expanded
portion is at 10:1 slopes, etc. The pond design must also use the average depth (as opposed to
the max depth) in the SA/DA calculation if you have not done so already.
c. Calculations: Please show all calculations including the table of elevations, areas, and volumes for
at least the bottom of the pond (top of the sediment), bottom of the shelf, PP, top of the shelf, and
TP.
d. Supplement: Please submit the wet pond supplement.
e. SHWT: The proposed pond is in the same location as the current pond, but the permanent pool is
proposed to be raised. Typically, we ask for a SHWT boring in the footprint of the pond's proposed
location to determine the elevation of the SHWT. Since that cannot be done in this situation, and I
do not see the SHWT elevation on file from the 2004 permit we will have to find another way to
determine verify that the PP elevation is appropriate. Why is the PP elevation being raised? Is it
related to a wetlands issue or is there some other reason?
2. Plans:
a. Wetland Line: Please show the wetland line on the plans.
b. General: Please ensure that the pond contains the standard details such as the lines and arcs of
the permanent pool. A more complete list is available online under miscellaneous then design
checklists, http://portal,ncdenr.o[g/web/wa/ws/su/statesw/forms does.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury Si. Raleigh, North CarOtina 27604 One
Phone: [phone]l FAX: [phone] DENR Assistance: 1-877-623-6748 NorthCarolina
Internet: www.ncwatemuality.org Amira l�]// An Equal Opportunity 1 AfTrmafive Action Employer "

Zapple
April 9, 2013
Page 2 of 2
3. Application: There appear to be two typos on the application:
a. The applicant is listed as Biship & Zapple, LLC. It appears that it is Bishop & Zapple, LLC.
b. The permit number is listed as SW8 010407. It appears that the correct number is SW8 040107.
4. Other: The current pond has not been certified, and there is a September 17, 2004 letter on file from the
neighbor at 3531 Carolina Beach Rd stating that the pond drained to a ditch on his property that does not
have an outlet, and therefore the pond does not drain down within the required 5 day timeframe. I do not
know if this is a valid statement or not, but the drawdown for the proposed pond appears to go to the same
location as the current pond and so this may or may not be an issue. Please ensure that the pond will be
able to drawdown in the appropriate timeframe.
Please visit DWQ's website at http:llh2o.enr,state.nc.us/su/bmp_forms.htm to download the latest available forms.
Please provide the requested information and return the package to the address below. Note that the 90-day
statutory permit review time begins upon receipt of a complete application. if you have any questions, please do not
hesitate to call me at [phone] or email me at [e-mail].
Sincerely&ns
1611y
Environmental Engineer
GDSlkpj: S:1WQS1StormwateAPermits & Projects12004104010712013 04 return_app 040107
cc: Phil Tripp, PE
Wilmington Regional Office Stormwater File

4/3/2013 Carolina Gymnastics Academy 03102
1e4 W P&;r- Stormwater Calculations
Total Drainage Area
s . ft.
acres
86,554
1.99
Impervious Area
Land Use
s . ft.
acres
building
17,523
0.40
as halt
18,166
0.42
concrete
615
0.01
future
0.00
Total
1 36,304
0.83
Stormwater Calculations:
Time of Concentration:
Hydraulic Length (L) = 350 ft.
change in Height (H) = 2 ft.
To = (L' /H).'O° / 128
= 5.19 min.
Flow for 10 year, 6 hour Storm (Q10):
QPRE (CPRE) X (110) X (Area)
3.13 cfs
QPosT = (CPOST) x (1i0) x (Area)
6.88 cfs
Detention Pond Design:
Pond Size:
Elevation
ft.
Surface Area
(sq. ft.
Normal Pool
36.75
2,991
Flood Pool
40.25
6,828
Top of Bank
41.50
8,046
Bottom of Pool
32A0
50
Total Provided Storage Volume:
Vol = [(Normal pool SA + Flood Pool SA)121
x (F.P. elev. - N.P. elev.)
17,183 cu. ft.
% impervious = 0.419
= 41.9%
say 42.0%
CPRE = 0.25
CPOST - (% imp.)(.95)k(1-% imp.)(.25)
0.55
110 = 6.30 in/hr
150 = 7.79 in/hr
Flow for 50 year, 6 hour Storm (Q50):
QPRE - (CPRE) X (110) X (Area)
= 3.87 cfs
QPosT = (CPOST) x (110) x (Area)
8.51 cfs
State z:iurtace ,urea »e uirement at normal poor
Pond side slopes = 3 :1
Depth below N.P. = 4.75 ft,
SA/DA = 0.0310
(Chart for 9D% TSS Removal for Wet Detention
Pond without Vegetative Filter
Required SA = (SA/DA) x (Total Drainage Area)
= 2,683 s . ft.
State Volume Reauirement for Storage of first 1" runoff
Rv = .05f.009(Percent Impervious)
= 0.4274938 in/in
Vol. = (Design Rainfall)(Rv)(Drainage Area)
- 3083.44 cu. ft.
CAR,I��:
q =0 • •�F 1rSS1G •.�.�2 ir,
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13004-Pond.xls 1 of 2
ECEIVT
APR 0 8 2013 r
BY:

4/3/2013 Carolina Gymnastics Academy 03102
M 91 4 FP"f Stormwater Calculations
Pond Volume:
Bottom SA = 50 sq. ft.
Normal Pool SA = 2,991 sq. ft.
Vol. _ [(N.P. SA + Bottom SA) 12] x (N.P, el. - Bottom el.)
7,222 cu. ft.
Forebay:
Required Volume
Vol. = 20% of storage volume
1,444 cu. ft.
Provided Volume
Bottom SA = 50 sq. ft.
Normal Pool SA = 800 sq_ fL
Vol. _ [(N.P. SA + Bottom SA) 12] x (N.P. el. - Bottom el.)
= 1,275 cu. ft.
depth = 3 ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for 1 st 1" of stormwater,
Q = Required Vol. l 172,800 sec. (2-days)
= 0,018 cfs
Kequireo Area OT Floe Tor L-aav arawoown:
A= Q/ [Cd x SQRT(2 x g x h))
Cd = 0.6
g = 32.2 ft./sz
h = (F.P. elev.- N.P. elev.)12
1,75 ft.
A = 0.0028 sq. ft.
Diameter of Pipe for 2-dav drawdown:
DIA, = SQRT[(A x 4) I pi]
0.0597 ft.
0.72 in.
Use .5" orifice
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(.25)
= 0.55
1 = 6.30 in. for a 10 yr. Storm
A = 1.99 Acres
6.88 cfs
Flow for 5-day drawdown:
for 1st 1" of stormwater,
Q = Required Vol. 1432,000 sec. (5-days)
= 0.007 cfs
Reouired Area of Pipe for 5-dav drawdown:
A= Q 1 [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft.Is2
h = (F.P. elev. - N.P. elev.) 12
= 1.75 ft.
A= 0.0011sq. ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) I pi]
0,0378 ft.
0.45 in.
Q= CwxLxH'
H = [Q I (Cw x L)]713
Cw = 3
= 0.27 ft.
Peak elevation = flood pool elevation + H
= 40.52 ft.
13004-Pond.xis . 2 of 2

4,1312013
-@e& vit-W,
Carolina Gymnastics Academy
Stormwater Pond Routing
10-year Storm
03102
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
1.99 ACRES
HYDRAULIC LENGTH
400 FT
CHANGE IN HEIGHT
8 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7,23 INIHR
Qa = 3.60 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4.8 INCHES 10yr, 6hr PRECIPITATION
CN = 80
S = (1000ICN)-10
S = 2.50
Depth (D) = (P-0.2S)1121(P+0.8S)
D = 2.72 IN - 10yr, 6hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = ((43.5)(D)(Area)) ! Op
Tp = 29.75 MINUTES
Storage Volume Req'd = (Op-Qa)'Tp'1.39'60
10,708 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 36.75 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.99 ACRES
HYDRAULIC LENGTH
400 FT
CHANGE IN HEIGHT
8 FT
RUNOFF COEF. 'C'
0.55
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 INIHR
Qp = 7.91 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
Ins
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
36.50
2,652
0
0
0
0
0
0
37.50
3,677
3,165
3,165
1.0
8.0598
0
1.02
38.50
4,766
4,222
7.386
2.0
8.9073
0,6931
1.95
39.50
5,920
5,343
12,729
3.0
9,4516
1,0986
2.95
40.50
7,846
6,883
19,612
4.0
9.8839
1.3863
4,11
41.50
3,923
23,535
5.0
10.0662
1.6094
4.72
42.50
• -
23,535
6.0
10.0662
1.7918
4.72
43.50
23,535
7.0
10,0662
1.9459
4.72
44,50
23,535
8.0
10.0662
2.0794
4.72
Regression Output:
Ks =
3094
b =
1.31
Constant 8.04

4/3/2013 Carolina Gymnastics Academy 03102
BBB Stormwater Pond Routing
10-year Storm
CHAINSAW METHOD FOR
RISER BARREL_ ROUTING
STORM DATA
Qa =
3.60 cfs
Qp =
7.91 cfs
Tp =
29.7 min
dT =
4 min
BASIN DATA
Ks =
3094
b=
1.31
Zo =
36.75 ft
Normal water elev =
36.75 ft
Peak Outflow =
2.OB cfs
Box Weir Length =
16 ft
Peak Stage =
40,37 ft
Cw =
3.0
Maximum
Storage =
16,641 cu ft
Zcr =
40.25 ft
Control Holes:
State Orifice:
Dia =
0.50 in
Dd =
24 in
Inv =
36.75 ft
Cd =
0,59
Weir:
L =
0 in
Zi =
36.8 ft
Inv =
0.00 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
36.75
0
0
0
0
0.00
4
0.3
0
36.75
0
0.00
0
0
0.00
8
1.3
83
36.81
0.00
0.00
0.1
0.00
0.00
12
2.8
402
36.96
0.00
0.00
0.5
0.00
0.00
16
4.4
1068
37,19
0.00
0.00
1.6
0.00
0.00
20
6.0
2129
37.50
0.01
0.00
3.4
0.01
0.00
24
7.2
3567
37.86
0.01
0.00
6.2
0.01
0.00
28
7.8
5295
38.26
0.01
0.00
9.8
0.01
0.00
32
7.8
7176
38.65
0.01
0.00
13.8
0.01
0.00
36
7.1
9046
39.02
0.01
0.00
16.8
0,01
0.00
40
6.0
10743
39,34
0.01
0.00
18.7
0.01
0.00
44
5.0
12176
39.60
0.01
0.00
20.2
0.01
0.00
48
4.2
13378
39.82
0.01
0.00
21,3
0.01
0.00
52
3.5
14387
39.99
0.01
0.00
22.2
0.01
0.00
56
3.0
15233
40,14
0,01
0.00
22.9
0.01
0.00
60
2.5
15944
40.26
0.04
0.02
23.5
0.01
0.00
64
2.1
16534
40.36
1.65
1.64
24.0
0.01
0.00
68
1.8
16641
40.37
2,08
2.07
24.1
0.01
0.00
72
1.5
16563
40.36
1,76
1.75
24.0
0.01
0.00
76
1.2
16494
40.35
1.50
1.48
23.9
0.01
0,00
80
1.0
16433
40.34
1.27
1.26
23.9
0.01
0.00
84
0.9
16378
40.33
1.08
1.07
23.8
0.01
0.00
88
0.7
16329
40.32
0.92
0.90
23.8
0.01
0.00
92
0.6
16285
40.31
0.78
0.77
23.8
0.01
0.00
96
0.5
16246
40.31
0.66
0.65
23.7
0.01
0.00
100
0.4
16210
40.30
0.57
0.55
23.7
0.01
0.00
104
0.4
16179
40.30
0.48
0.47
23.7
0.01
0.00
108
0.3
16151
40.29
0.41
0.40
23.7
0.01
0.00
112
0.3
16126
40.29
0.35
0.34
23.7
0.01
0.00
116
0.2
16103
40.28
0,30
0.29
23.6
0.01
0.00
120
0.2
16083
40.28
0.26
0.24
23.6
0.01
0.00
124
0.2
16065
40.28
0.22
0.21
23.6
0.01
0.00
128
0.1
16049
40.27
0,19
0.18
23.6
0.01
0.00
132
0.1
16034
40,27
0.16
0.15
23.6
0.01
0.00
136
0.1
16021
40.27
0.14
0.13
23.6
0.01
0.00
140
0.1
16009
40.27
0.12
0.11
23.6
0.01
0.00
144
0.1
15998
40.27
0.10
0.09
23.6
0.01
0.00
148
0.1
15989
40.26
0,09
0,08
23.5
0.01
0,00
152
0.0
15980
40,26
0.08
0.07
23.5
0.01
0.00

4l312013
Carolina Gymnastics Academy
03102
LOBpi'1f
Stormwater Pond Routing
10-year Storm
156
0.0
15972
40.26
0.07
0.06
23.5
0.01
0.00
160
0.0
15965
40.26
0.06
0.05
23.5
0.01
0.00
164
0.0
15958
40.26
0.05
0.04
23.5
0.01
0.00
168
0.0
15953
40.26
0.04
0.03
23.5
0.01
0.00
172
0.0
15947
40.26
0.04
0.03
23.5
0.01
0.00
176
0.0
15942
40,26
0.03
0.02
23.5
0.01
0.00
180
0.0
15938
40,26
0.03
0.02
23.5
0.01
0.00
184
0.0
15934
40.25
0.03
0.01
23.5
0.01
0.00
188
0.0
15930
40.25
0.02
0.01
23.5
0.01
0.00
192
0.0
15927
40.25
0,02
0.01
23.5
0.01
0.00
196
0.0
15923
40.25
0.02
0.01
23.5
0.01
0.00
200
0.0
15920
40.25
0.02
0.01
23.5
0.01
0.00
204
0.0
15917
40.25
0.02
0.00
23.5
0.01
0.00
208
0.0
15915
40.25
0.01
0.00
23.5
0.01
0.00
212
0.0
15912
40,25
0.01
0.00
23.5
0,01
0.00
216
0.0
15910
40.25
0.01
0.00
23.5
0.01
0.00
220
0.0
15907
40.25
0.01
0.00
23.5
0.01
0.00
224
0.0
15905
40.25
0.01
0.00
23.5
0.01
0.00
228
0.0
15903
40.25
0.01
0.00
23.5
0.01
0.00
232
0.0
15900
40.25
0.01
0.00
23.5
0.01
0.00
236
0.0
15898
40.25
0,01
0.00
23.5
0.01
0.00
240
0.0
15895
40.25
0.01
0.00
23.5
0.01
0.00
244
0.0
15892
40.25
0.01
0.00
23.5
0.01
0.00
248
0.0
15890
40.25
0,01
0.00
23.5
0.01
0.00
252
0.0
15887
40.25
0.01
0.00
23.5
0.01
0.00
256
0.0
15884
40.25
0.01
0.00
23.5
0.01
0.00
260
0.0
15881
40.25
0.01
0.00
23.5
0.01
0.00
264
0.0
15879
40.25
0.01
0.00
23.5
0.01
0.00
268
0.0
15876
40.24
0.01
0.00
23.5
0.01
0.00
272
0.0
15873
40.24
0.01
0.00
23.5
0.01
0.00
276
0.0
15870
40.24
0.01
0.00
23.5
0.01
0.00
280
0.0
15867
40.24
0.01
0.00
23.5
0.01
0.00
284
0.0
15865
40.24
0.01
0.00
23.4
0.01
0.00
288
0.0
15862
40.24
0.01
0.00
23.4
0.01
0.00
292
0.0
15859
40.24
0.01
0.00
23.4
0.01
0.00
.296
0.0
15856
40.24
0.01
0.00
23.4
0.01
0.00
300
0.0
15853
40.24
0.01
0,00
23.4
0.01
0.00
304
0.0
15850
40.24
0.01
0.00
23.4
0.01
0.00
308
0.0
15847
40.24
0.01
0.00
23.4
0.01
0.00
312
0.0
15845
40.24
0.01
0.00
23.4
0.01
0.00
316
0.0
15842
40.24
0.01
0.00
23.4
0.01
0.00
320
0.0
15839
40.24
0.01
0.00
23.4
0.01
0.00
324
0.0
15836
40.24
0.01
0,00
23.4
0.01
0.00
328
0.0
15833
40.24
0,01
0.00
23.4
0.01
0.00
332
0.0
15830
40.24
0.01
0.00
23.4
0,01
0.00
336
0.0
15827
40.24
0.01
0.00
23.4
0.01
0.00
340
0.0
15824
40.24
0,01
0.00
23.4
0.01
0.00
344
0.0
15822
40.24
0.01
0.00
23.4
0.01
0.00
348
0.0
15619
40.24
0.01
0.00
23.4
0.01
0.00
352
0.0
15816
40.23
0.01
0.00
23.4
0.01
0.00
356
0.0
15813
40.23
0.01
0.00
23.4
0,01
0.00
360
0.0
15810
40.23
0.01
0.00
23.4
0.01
0.00
364
0.0
15807
40.23
0.01
0.00
23.4
0.01
0.00
368
0.0
15804
40.23
0.01
0.00
23.4
0.01
0.00
372
0.0
15801
40.23
0.01
0.00
23.4
0.01
0.00
376
0.0
15798
40.23
0.01
0.00
23.4
0.01
0.00
380
0.0
15796
40.23
0.01
0.00
23.4
0.01
0.00
384
0.0
15793
40.23
0.01
0.00
23.4
0.01
0.00
388
0.0
15790
40.23
0.01
0.00
23.4
0.01
0.00
392
0.0
15787
40.23
0.01
0.00
23.4
0,01
0.00
396
0.0
15784
40.23
0.01
0.00
23.4
0,01
0.00
400
0.0
15781
40.23
0.01
0.00
23.4
0.01
0.00
404
0.0
15778
40.23
0.01
0.00
23.4
0.01
0.00
408
0.0
15775
40,23
0.01
0.00
23.4
0.01
0.00

4/312013f Carolina Gymnastics Academy 03102
j36C07 Stormwater Pond Routing
50-year Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
1.99 ACRES
HYDRAULIC LENGTH
400 FT
CHANGE IN HEIGHT
8 FT
RUNOFF COEF, 'C'
0.25
TIME OF CONCENTR
5.00 MIN
INTENSITY 50 YR
8.87 INIHR
Qa = 4.41 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 6.4 INCHES 50yr, 6hr PRECIPITATION
CN = 80
S = (10001CN)-10
S = 2.50
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 4.14 IN - 50yr, 6hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5) (D) (Area)) / Op
Tp = 36.95 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39"60
= 16,319 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 36.75 feet
AFTER DEVELOPMENT
WATERSHED AREA
1.99 ACRES
HYDRAULIC LENGTH
400 FT
CHANGE IN HEIGHT
. 8 FT
RUNOFF COEF. 'C'
0.55
TIME OF CONCENTR
5.00 MIN
INTENSITY 50 YR
8.87 IN/HR
Qp = 9.71 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
36.50
2,652
0
0
0
0
0
0
37.50
3,677
3,165
3,165
1.0
8.0598
0
1.02
38.50
4,766
4,222
7,366
2.0
8.9073
0.6931
1.95
39.50
5,920
5,343
12,729
3.0
9,4516
1.0986
2.95
40.50
7,846
6,883
19,612
4.0
9.8839
1,3863
4.11
41,50
3,923
23,535
5.0
10.0662
1.6094
4.72
42,50
-
23,535
6.0
10.0662
1.7918
4,72
43.50
-
23,535
7.0
10.0662
1.9459
4.72
44.50
23,535
8.0
10.0662
2,0794
4.72
Regression Output:
_=> Ks =
3094
b=
1.31
Constant 8.04

4/3/2013 Carolina Gymnastics Academy 03102
4&e/� Stormwater Pond Routing
50-year Storm
CHAINSAW METHOD FOR
RISER BARREL. ROUTING
STORM DATA
Qa =
4.41 cfs
Op =
9.71 cfs
Tp =
37.0 min
dT =
4 min
BASIN DATA
Ks =
3094
b =
1.31
Zo =
36.75 ft
Normal water elev =
36.75 fi
Box Weir Length = 16 ft
Cw = 3.0
Zcr = 40.25 ft
Dd = 24 in
Cd = 0.59
Zi = 36.8 ft
Peak Outflow = 7.45 cfs
Peak Stage = 40.54 ft
Maximum Storage = 17,641 cu ft
Control Holes:
State Orifice', Dia = 0.50 in
Inv = 36.75 ft
Weir. L = 0 in
Inv = 0.00 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
36.75
0
0
0
0
0.00
4
0.3
0
36.75
0
0.00
0
0
0.00
8
1.1
67
36.80
0,00
0.00
0.1
0.00
0.00
12
2.3
326
36.93
0.00
0.00
0.4
0.00
0.00
16
3.8
881
37.13
0.00
0.00
1.2
0.00
0.00
20
5.5
1801
37.41
0.01
0.00
2.8
0.01
0.00
24
7.1
3116
37.76
0.01
0.00
5.3
0.01
0.00
28
8.4
4806
38.15
0.01
0.00
8.7
0.01
0.00
32
9.3
6813
38.58
0.01
0.00
13.0
0.01
0.00
36
9.7
9039
39.02
0.01
0.00
16.7
0.01
0.00
40
9.5
11363
39.46
0.01
0.00
19.4
0.01
0.00
44
8.9
13652
39.86
0.01
0.00
21.6
0.01
0.00
48
7.8
15776
40.23
0.01
0.00
23.4
0.01
0.00
52
6.8
17641
40,64
7.45
7.44
24.8
0.01
0.00
56
5.9
17476
40.51
6.43
6.41
24.7
0.01
0.00
60
5.1
17344
40.49
5.64
5.63
24.6
0.01
0.00
64
4.4
17215
40.47
4.91
4.90
24.5
0,01
0.00
68
3.9
17102
40.45
4,29
4.28
24.4
0.01
0.00
72
3.3
16997
40.43
3.74
3.73
24.3
0.01
0.00
76
2.9
16902
40.42
3.27
3.26
24.3
0.01
0.00
80
2.5
16815
40.40
2.85
2.84
24.2
0.01
0.00
84
2.2
16736
40.39
2,49
2.48
24.1
0,01
0.00
88
1.9
16664
40.38
2.18
2.17
24.1
0.01
0.00
92
1.7
16598
40.37
1.90
1.89
24.0
0.01
0.00
96
1.4
16538
40.36
1.67
1.65
24.0
0,01
0.00
100
1.2
16484
40.35
1,46
1.44
23.9
0.01
0.00
104
1.1
16434
40.34
1.27
1.26
23.9
0.01
0.00
108
0.9
16389
40.33
1.12
1.10
23.9
0.01
0.00
112
0.8
16347
40.32
0.98
0.96
23.8
0.01
0,00
116
0.7
16309
40.32
0.86
0.84
23.8
0.01
0.00
120
0.6
16275
40.31
0.75
0.74
23.8
0.01
0.00
124
0.5
16243
40.31
0.66
0.64
23.7
0.01
0.00
128
0.5
16214
40.30
0.58
0.56
23.7
0.01
0,00
132
0.4
16188
40,30
0.51
0.49
23.7
0.01
0.00
136
0A
16164
40.29
0,44
0,43
23.7
0.01
0.00
140
0.3
16142
40.29
0.39
0.38
23.7
0.01
0.00
144
0.3
16122
40.29
0.34
0.33
23.7
0.01
0.00
148
0.2
16104
40.28
0.30
0.29
23.6
0.01
0.00
152
0.2
16087
40.28
0.26
0.25
23.6
0.01
0.00

4.13/2013,
Carolina Gymnastics Academy
03102
ecow
Stormwater Pond Routing
50-year Storm
156
0.2
16071
40.28
0.23
0.22
23.6
0.01
0.00
160
0.2
16057
40.28
0.21
0.19
23.6
0.01
0.00
164
0.1
16044
40.27
0.18
0.17
23.6
0.01
0.00
168
0.1
16032
40.27
0.16
0.15
23.6
0.01
0.00
172
0.1
16022
40.27
0.14
0.13
23.6
0.01
0.00
176
0.1
16012
40.27
0.12
0.11
23.6
0.01
0.00
180
0.1
16002
40.27
0.11
0.10
23.6
0.01
0.00
184
0.1
15994
40.26
0.10
0.09
23.6
0.01
0.00
188
0.1
15986
40.26
0.09
0.07
23.5
0.01
0.00
192
0.0
15979
40.26
0.08
0.06
23.5
0.01
0.00
196
0.0
15973
40.26
0.07
0.06
23.5
0.01
0.00
200
0.0
15966
40.26
0,06
0.05
23.5
0.01
0.00
204
0.0
15961
40.26
0.05
0.04
23.5
0.01
0,00
208
0.0
15956
40.26
0.05
0.04
23.5
0.01
0.00
212
0.0
15951
40,26
0.04
0.03
23.5
0.01
0.00
216
0.0
15946
40.26
0.04
0.03
23.6
0.01
0.00
220
0.0
15942
40.26
0.03
0.02
23.5
0.01
0.00
224
0.0
15939
40.26
0.03
0.02
23.5
0.01
0.00
228
0.0
15935
40.25
0.03
0.02
23.5
0.01
0.00
232
0.0
15932
40.25
0,03
0.01
23.5
0.01
0.00
236
0.0
15929
40.25
0.02
0.01
23.5
0.01
0.00
240
0.0
15926
40.25
0.02
0.01
23.5
0.01
0.00
244
0.0
15923
40.25
0.02
0.01
23.5
0.01
0.00
248
0.0
15920
40.25
0.02
0.01
23.5
0.01
0.00
252
0.0
15918
40.25
0.02
0.00
23.5
0.01
0.00
256
0.0
15915
40.25
0.01
0.00
23.5
0.01
0.00
260
0.0
15913
40.26
0.01
0.00
23.5
0.01
0.00
264
0.0
15911
40.25
0,01
0.00
23.5
0.01
0.00
268
0.0
15909
40.25
0.01
0.00
23.5
0.01
0.00
272
0.0
15907
40.25
0.01
0.00
23.5
0.01
0.00
276
0.0
15904
40.25
0.01
0.00
23.5
0.01
0.00
280
0.0
15902
40.25
0.01
0.00
23.5
0.01
0.00
284
0.0
15900
40,25
0.01
0.00
23.5
0.01
0.00
288
0.0
15897
40.25
0.01
0.00
23.5
0.01
0.00
292
0.0
15895
40.25
0.01
0.00
23.5
0.01
0.00
296
0.0
15892
40.25
0.01
0.00
23.5
0.01
0.00
300
0.0
15890
40,25
0.01
0.00
23.5
0.01
0.00
304
0.0
15887
40.25
0,01
0.00
23.5
0.01
0.00
308
0.0
15884
40.25
0.01
0.00
23.5
0.01
0.00
312
0.0
15882
40.25
0.01
0.00
23.5
0.01
0.00
316
0.0
15879
40.25
0.01
0.00
23.5
0.01
0.00
320
0.0
15876
40.24
0.01
0.00
23.5
0.01
0.00
324
0.0
15874
40.24
0.01
0.00
23.5
0,01
0.00
328
0.0
15871
40.24
0.01
0.00
23.5
0,01
0.00
332
0.0
15868
40.24
0.01
0.00
23.5
0.01
0.00
336
0.0
15865
40.24
0.01
0.00
23.4
0.01
0.00
340
0.0
15862
40.24
0.01
0.00
23.4
0.01
0.00
344
0.0
15860
40.24
0.01
0.00
23.4
0.01
0.00
348
0.0
15857
40.24
0.01
0.00
23.4
0.01
0.00
352
0.0
15854
40.24
0.01
0.00
23.4
0.01
0.00
356
0.0
15851
40.24
0,01
0.00
23.4
0.01
0.00
360
0.0
15848
40.24
0.01
0.00
23.4
0.01
0.00
364
0.0
15845
40.24
0.01
0.00
23.4
0.01
0.00
368
0.0
15843
40.24
0.01
0.00
23.4
0.01
0.00
372
0.0
15840
40.24
0.01
0.00
23.4
0.01
0.00
376
0.0
15837
40.24
0.01
0.00
23.4
0.01
0.00
380
0.0
15834
40.24
0.01
0.00
23.4
0.01
0.00
384
0.0
15831
40.24
0.01
0.00
23.4
0.01
0.00
388
0.0
15828
40.24
0.01
0.00
23.4
0.01
0.00
392
0.0
15825
40.24
0.01
0.00
23.4
0,01
0.00
396
0.0
15823
40.24
0.01
0.00
23.4
0.01
0.00
400
0.0
15820
40.24
0.01
0.00
23.4
0.01
0.00
404
0.0
15817
40.23
0.01
0.00
23.4
0.01
0.00
408
0.0
15814
40.23
0.01
0.00
23.4
0.01
0.00

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
April 5, 2013
NCDENR
Division of Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Carolina Gymnastics Academy Expansion
TE 13004
Dear Kelly:
We are requesting a modification to existing permit SW8 010407 for a building
expansion. Enclosed please find the following items for review:
. 2 sets of plans
• $505 check
* Narrative
Stormwater application — one original and one copy
• Wet Detention Basin Operation and Maintenance Agreement
o Calculations
• USGS map
* Copy of the Deed
* Secretary of State info for corporation
Please review for approval and contact us with any questions, comments or if
you need additional information. Thank you.
Sincerely,
Trip-I).Engineering, P.C.
Phillip G. Tripp, P.E.
PGT:dcb
Ene.
ECEIVE
APR 0 8 2013
BY:

I
G, .0
f r . r

TE 13004
Stormwater Drainage and Erosion Control
Narrative
Carolina Gymnastics Academy Expansion
The Carolina Gymnastics Academy Expansion project is a proposed building expansion
located at 3529 Carolina Beach Road in Wilmington, NC parcel ID 4R06500-001-011-
000. The property owner is Bishop and Zapple, LLC. The entire site is approximately
1.99 acres of land and includes an existing parking lot, building, and water and sewer
infrastructure. The Carolina Gymnastics facility is serviced for water and sewer by Cape
Fear Public Utility Authority. No wetlands are located within the proposed project area
or within the limits of disturbance.
Bishop and Zapple, LLC is proposing to build a 2,523 sf free standing building to
accompany an existing 15,000 sf building. The proposed improvements will also include
three additional concrete parking spaces.
The stormwater runoff from the proposed building will be directed to an existing
detention pond that discharges to an existing ditch on the south side of the site.
Ultimately all runoff from the site will drain towards the Cape Fear River.
Prior to clearing of the site, temporary silt fence will be installed. Then the removal of
trees and vegetation will occur. After clearing of the project site, the proposed building
will be constructed. Temporary erosion control measures will remain in place until such
time as when grass areas are stabilized. Permanent measures include permanent stands of
grass. Refer to sheet C2 for detailed erosion control measures and construction
sequencing.
ECEIVE
APR 0 6 2013
BY:

LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Bishop & Zapple, LLC
REPORT FOR THE YEAR: 2011
SECRETARY OF STATE L.L.C. ID NUMBER: 0686364
NATURE OF BUSINESS: Real Estate
REGISTERED AGENT: Bishop, Rebecca K.
REGISTERED OFFICE MAILING ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412
E-Filed Annual Report
-1-0-5671992
Do not data enter manually.
STATE OF INCORPORATION: NC
REGISTERED OFFICE STREET ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412
PRINCIPAL OFFICE STREET ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412
MANAGERSIMEMBERS/O RGANIZERS:
Name: Rebecca Kerber Bishop
Title: Manager
Address:
3529 Carolina Beach Road
Wilmington, NC 28412
Name: Afichele A Zapple
Title: Manager
Address:
3529 Carolina Beach Road
Wilmington, NC 28412
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Michele A Zapple
FORM MUST BE SIGNED BY A MANAGER/MEMBER
Michele A Zapple
02/29/2012
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT F E: S200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525
F- CE#VE
APR 0 8 2013
-BY:

1111RONNIE11111
2001
FOR REGI5TRGTFON REGISTER OF DEEDS
RESECCO T CM: ST MN
NN NRNOVER C0l1NTY. NC
2003 NOV 05 08.39 51 AM
8K AOR2 PG, 395-399 FEE $20.03
NC REV SWIM 00
Zi1~MI t N07141
NOTE Preparer of this document has made no title examination
and makes no representations or certiEications as to any matter
affecting title.
Prepared by ALAN M. SOLANA, 213 N Second Street, Wilmington, NC 28401
NORTH CAROLINA PARCEL #:R06511-001-011-000
NEW HANOVER COUNTY EXCISE TAX:$
RENRt4 TO JACKSON, M10 & GAR1111
WARRANTY DEED
THIS DEED, made this L ' day of October, 2003 by and
between MATTHEW W DIGIOIA and wife, JEAN M. NELSON whether one or
more, called GRANTOR, and BISHOP & ZAPPLE, LUC , whose mailing address
is 321 R �._ j- OOV-U 1Z • W(U41!! *X, N6 795((a. whether one or more,
called GRANTEE.
WITNESSETH THAT:
The GRANTOR, for and in consideration of the sum of
Ten Dollars ($10.00) and other valuable considerations to them in hand
paid by the GRANTEE, the receipt whereof is hereby acknowledged, have
bargained and sold, and by these presents does hereby bargain, sell
and convey unto GRANTEE, their heirs, successors and assigns forever, all
that certain real property located in New Hanover County, North
Carolina, described as follows:
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY
REFERENCE.
SUBJECT TO 2003 ad valorem real property taxes; applicable
restrictions and easements of record, All local, county,
state and federal laws and regulations relative to zoning,
occupancy, subdivision, usage, construction and development
of the described property.
TO HAVE AND TO HOLD the above granted and described property,
together with all and singular, the rights, privileges, easements,
tenements and appurtenances thereunto belonging, or in anywise
appertaining unto the said GRANTEE, their heirs successors and assigns,
in fee simple forever. RECEIVE
APR 0 8 2013
BY:

And the GRANTOR, for themselves, their heirs, executors and
administrators, do covenant to and with the said GRANTEE, their heirs,
successors and assigns, that they are seized in fee of the above granted
and described property; that they have good right to sell and convey the
same in fee simple; that the same is free and clear from any and all
restrictions, easements or encumbrances, except those mentioned above;
and that they will and their heirs, executors, administrators and
successors shall warrant and defend the title to the same against the
lawful claims and demands of any and persons whomsoever
IN TESTIMONY WHEREOF, the said GRANTOR has hereunto set their
hands and seals as of the day and year first apove _w r en.
DIGIOIA
M. NELSON
STATE OF NORTH CAROLINA
(SEAL)
COUNTY OF NEW HANOVER
I, Alan M. Solana, Notary Public in and for the State and
county aforesaid, do certify that Matthew W. Digioia and wife, Jean
M. Nelson personally appeared before me this day and acknowledged
the execution of the foregoing instrument.
witness my hand and official seal thisll day of October,
2003.
My Commission Expires:
Notary Public
5/30/04 ,t+M
y•.

Im4wa "P. MUM
BEGINNING at a point in the eastern right of way line of the Carolina Beach
Road (U.S. Highway 421) 50 feet from the centerline thereof, said point being
North 23 degrees West as measured along said Road 2738.8 feet from a culvert
crossing said Road near the northern line of the old Seigler-Ahrens Farms; said
point also being 300 feet northwardly from the dividing line of Tracts 1 and 2 of B.
W. Wilson' s Farm; running thence from said beginning point North 63 degrees 34
minutes 00 seconds East 647.03 feet to an iron pipe; thence North 29 degrees 33
minutes 27 seconds West 41.98 feet to an iron pipe; thence North 87 degrees 52
minutes 20 seconds West 309.64 feet to an iron pipe; thence South 37 degrees 42
minutes 52 seconds West 54.27 feet to an iron pipe; thence South 55 degrees 40
minutes 37 seconds West 79.02 feet to an iron pipe; thence South 54 degrees 56
minutes 22 seconds West 143.54 feet to an iron pipe; thence South 56 degrees 14
minutes 26 seconds West 103.79 feet to an iron pipe in the eastern right of way
line of the Carolina Beach Road; thence South 26 degrees 03 minutes 00seconds
East along said eastern line 120.68 feet to the point of beginning; the same being
the southern portion of those lands intended to be conveyed in deed recorded in
Book 946 Page 466 in the New Hanover County Registry.

r.
■_1
REBECCA T CHRISTIAN
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
•ff •f1fliffiffflfiwiifiiRRRARwi♦##Rif#lfiiliifff!lfii!liff ifR#R!lifRRiff#RRfwRt#Rf Rf1f R##!!lRRif*}wfifi##iffilfR!lAi Rlf!
Filed For Registration: 11/0512003 08:38:51 AM
Book: RE 4082 Page: 395-398
Document No.: 2003071461
DEED 4 PGS $20.00
NC REAL ESTATE EXCISE TAX: $480.00
Recorder: LIESEL WARD
•AlRflflwfRlfffAflf/filRfifff!*AiliRfeR#}iiRRR}fiRf#f iRiRNif fRRilfRfR}R1f4eitiflf!lfiflflfif flfflf!!if}#i##f#ieiiffifi!
State of North Carolina, County of New Hanover
The foregoing certificate of ALAN M SOLANA Notary is certifled to be correct. This STH of November 2003
REBECCA T. CHRISTIAN , REGISTER OF DEEDS
By: 4ileaal -
DeputylAveWs"egister of Deeds
!!!RR!•flif ifilfififfRf!!f#!H•#f1Rlf*#•1!i*Rfi•1flflf•!f•lffififiRfiiliR*•tlfiRif!#!lRRR!#ffllf!lf iRllfliiR!•R#iiwffRRi
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT.
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING.
*2003071461*
2003071461

LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Bishop c& Zapple, LLC
REPORT FOR TIIE YEAR: 2011
SECRETARY OF STATE L.L.C. ID NUMBER: 0686364
NATURE OF BUSINESS: Real Estate
REGISTERED AGENT: Bishop, Rebecca K.
REGISTERED OFFICE MAILING ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412
E-Filed Annual Report
-1-0-5671992
Do not data enter manually.
STATE OF INCORPORATION: NC
REGISTERED OFFICE STREET ADDRESS: 3529 Carolina Beach Road
Wilmington, NC 28412 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS
PRINCIPAL OFFICE STREET ADDRESS
MANAGERS/MEMBERS/ORGANI7_l RS:
Name: Rebecca Kerber Bishop
Title: Manager
Address:
3529 Carolina Beach Road
Wilmington. NC 28412
3529 Carolina Beach Road
Wilmington, NC 28412
3529 Carolina Beach Road
Wilmington, NC 28412
Name: !Michele A 'Zapple
Title: Manager
Address:
3529 Carolina Beach Road
Wilmington, NC 28412
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Michele A Zapple
FORM MUST BE SIGNED BY A MANAGER/MEMBER
Michele A Zapple
02/29/2012
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

Arthur R. Bullock, Jr.
3531 Carolina Beach Rd
Wilmington, NC 28412
September 17, 2004
City of Wilmington
Engineering Dept.
305 Chestnut Street. RECEIVED
Wilmington, NC 28401 SEP 2 0 2FIN
REF: Building Permit # 04-3046 BY:
State Storm Water ProjectSW8 d40107
Mr. Satterfield,
This letter is in regards to. the above 'referenced 'projert. The project, Carolina
Gymnastics Academy is located at 3529 Carolina Beach Rd. I own the property
adjacent to the project.
The purpose of this letter to follow-up on the letter that was sent to your office on May
the 7t" of this year. l have had discussions with City & County Engineers as well as the
State Storm Water Engineer since writing the letter referenced.
I also made these concerns -known to the property owner,. Mr. Zapple prior to -the paving .
of his property
The retention pond on Mr. Zapple's property still has an out flow that is piped into the
ditch on my property. The ditch on my property does not have an outlet; I have shown
this to the contractor and the property owner.
I have recommended that this out flow be diverted to the ditch behind Mr. Zapple's
property, which does have on outlet.
I have also expressed concern about the water run off on- to my property caused by the
build up of the adjacent property during construction. There is clear evidence of this run
off problem. The run off that has ponded on my property contains silt from the building
sand on the adjacent lot.
I have recommended that the run off be diverted to the pond via ditch or other means.
I have been told by the owner that he has no intent to flood my property but yet
construction has proceeded with no change in the original drainage plan. I have been
told that this plan is approved and therefore it is correct.

The current drainage plan uses my property to drain the'property north of Mr. Zapples'
in addition to handling the overflow from Mr. Zapples retention {pond.
The retention pond as well as the ditch on my property has not drained down after five
(5) days. The pond has remained at full capacity (level with the top of the outlet
structure).
This drainage problem has worsened since the parking lot for the Gymnastics Academy
was paved.
have raised these issues to the owner in addition to various approving agencies_, yet
these conditions have not been corrected.
The standing water poses health hazards; furthermore it is unlawful to use my property.
to drain the neighboring properties.
look forward to a speedy resolution to these issues,, as the current condition is still
unacceptable. The owner andwdevelop'er have the means to correct this situation. The
property owner as well as the contractor.has stated on more than one occasion that
they have no intent of doing any thing to cause drainage problems for me, or to devalue
my property. The correction of this situation should not.be a problem since all parties
involved are aware that there is a real problem. 'At the time of this letter no action has
been taken to fix the problem; any help that you, can provide in this matter will be
appreciated.
Respectfu �
1�
Arthur R. Bullock, Jr.

B Archur R. Bullock
3531
353 i Carolina Beach Rd
Wilmington, NC 28412-6301
North Carolina State Government
Marine Fisheries, Environment,
Health, and Natural Resources
Mr. Beecher
127 Cardinal. Drive Extension
Wilmington, NC 28405
IiEhHOW. llli'IEA1kiililEMllEl-'1lltl A li
USA

OF W A rF9 Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
�Q North Carolina Department of Environment and Natural Resources
co
Alan W. Klimek, PE tor
Division of Water Quality
Coleen H. Sullins, Deputy. Director
Division of Water Quality
May 13, 2004
Ms. Michelle Zapple, Managing Member
Bishop & Zapple; LLC
2831 Carolina Beach Road
Wilmington, NC 28412
Subject: Approved Plan Revision
Carolina Gymnastics Academy
Stormwater Project No. SW8 040107
New Hanover County
Dear Ms. Zapple:
On May 11, 2004, the Wilmington Regional Office received a plan revision for
Stormwater Management Permit Number SW8 040107. The revisions include the
removal of the artificial baffles in the wet detention pond. The earthen baffle will remain
to create the required 3:1 flow path in the pond. It has been determined that a formal
permit modification is not required for the proposed changes, since the changes do not
affect the amount of built -upon area or the surface area or volume of the pond. We are
forwarding you an approved copy of the revised plans for your files. Please replace .the
old approved plan set with the new one.
Please be aware that all terms and conditions of the permit issued on April 12, 2004,
remain in full force and effect. Please also understand that the approval of this revision
to the approved plans for the subject State Stormwater Permit is done on a case -by -
case basis. Any other changes to this project must be approved through this Office
prior to construction.
If you have any questions concerning this matter, please do not hesitate to call me at
[phone].
Sincerely,
Z,�6 &� Z �
Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIREVISION1040107.may04
CC" Phil Tripp, P.E., Tripp Engineering
Tony Roberts, New Hanover County Building Inspections
Linda Lewis
Wilmington Regional Office
Central Files
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone]
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax
Customer Service
1 800 623-7748
A�+
__
NCDEhR

.i
3/23/2004
MBH
Carolina Gymnastics Academy
Stormwater Calculations
03102
Total Drainage Area
s , ft, Iacres
86,554 1 1.99
Impervious Area
Land Use
s . ft.
acres
building
15,000
0.34
asphalt
18,166
0.42
concrete
615
0.01
future
0.00
Total
33,781,
0.78
Stormwater Calculations:
Time of Concentration
Hydraulic Length (L) = 350 ft.
change in Height (H) = 2 ft.
Tc = (L° IH)'a' 1128
5.19 min.
Flow for 10 year, 6 hour Storm (Q10):
QPRE _ (CPRE) x (1i0) x (Area)
3.13 cfs
QPosT = (CPosT) x (116) x (Area)
— 6.63 cfs
Detention Pond Design:
Pond Size:
Elevation
(ft.)
Surface Area
(scl. ft.
Normal Pool
36.50
2,652
Flood Pool
40.25
6,828
iop of Bank
41,50
8,046
Bottom of Pool
32.00
50
Total Provided Storage Volume:
Vol = [(Normal pool SA + Flood Pool SA) / 2]
x (F.P. elev. - N.P. elev.)
17,775 cu. ft.
RECEIVED
MAR 2 3 2004
DWQ
PROd #
03102-Pond(ALT)
% impervious = 0.390
= 39,0%
say 39.0%
CPRE = 0,25
CPosT = (% imp.)(.95)+(1-% imp.)(.25)
0.53
116 = 6.30 in/hr
150 = 7.79 in/hr
Flow for 50 year, 6 hour Storm (Qsa)
QPRE - (CPRE) x (110) x (Area)
= 3.87 cfs
QPOST - (CPosT) x (110) x (Area)
8.20 cfs
mate aurrace ,urea Ke uiremem ai normal poor
Pond side slopes = 3 :1
Depth below N.P. = 4.5 ft.
SA/DA = 0.0304
(Chart for 90% TSS Removal for Wet Detention
Pond without Vegetative Filter)
Required SA = (SA/DA) x (Total Drainage Area)
= 21631 sq. ft.
State Volume Reauirement for Storage of first 1" runoff
Rv = .05+.009(Percent Impervious)
0.4012593 inAn
Vol. _ (Design Rainfall)(Rv)(Drainage Area)
= 2894.22 cu. ft.
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1 of 2

3/23/2004
MBH
Pond Volume:
Carolina Gymnastics Academy
Stormwater Calculations
Bottom SA = 50 sq, ft.
Normal Pool SA = 2,652 sq. ft.
Vol. _ [(N,P. SA + Bottom SA) / 2] x (N.P. el. - Bottom el.)
6,080 cu. ft.
Foreb
Required Volume
Vol. = 20% of storage volume
1,216 cu. ft.
Provided Volume
Bottom SA = 50 sq. ft.
Normal Pool SA = 800 sq. ft.
Vol. _ [(N.P, SA + Bottom SA) / 2] x (N.P. el. - Bottom el)
1,275 cu, ft.
depth = 3 ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for 1 st 1" of stormwater,
Q = Required Vol. 1172,800 sec. (2-days)
= 0.017 cfs
nequrea .Area or ripe Tor z-aay arawaown:
T A= Q I [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev.- N.P. elev.) /2
1,875 ft.
A = 0.0025 sq. ft.
Diameter of Pipe for 2-dav drawdown
DIA. = SQRT[(A x 4) / pi]
0.0569 ft.
0,68 in.
Use .5" orifice
Outlet Structure Chec
Using a 4' x 4' Basin,
Perimeter L) = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(25)
0.53
1 = 6.30 in, for a 10 yr. Storm
A = 1.99 Acres
6.63 cfs
Flow for 5-day drawdown;
for 1st 1" of stormwater,
Q = Required Vol. / 432,000 sec. (5-days)
0.007 cfs
Kequirea area Or ripe Tor a-aay arawaown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ftJs2
h = (F.P. elev. - N.P. elev.) / 2
1.875 ft.
A = 0.0010 sq. ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.0360 ft.
0.43 in.
Q= CwxLxH"5
H = [Q / (Cw x L)]2 3
Cw = 3
= 0.27 ft.
Peak elevation = flood pool elevation + H
40.52 ft.
03102
03102-Pond(ALT) 2 of 2

TRIPP ENGINEERYNG, P.C.
419 Chestnut Strut
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
May 10, 2004
NCDENR
Division Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Carolina Gymnastics Academy
Project No. SW8 040107
TE 3102
Dear Linda:
RECEI
MAY 112004
BY:
As per our recent emails, we are requesting the baffle requirement be waived. We
feel more than six times the required volume (17,775 of vs. 2,894 cf required) should
allow for this variance. Please find enclosed two (2) sets of revised plans without the
baffle system, but maintaining greater than a 2:1 length to width ratio (see enclosed
highlighted plan).
Please review for approval and contact us with any questions, comments or if you
need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Charles D. Cazier, E.I.
CDC:dcb
Enc.

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Re: Carolina Gymnastics
Subject: Re: Carolina Gymnastics
From: Linda Lewis <[e-mail]>
Date: Thu, 06 May 2004 12:24.20 -0400
To: Phillip Tripp <[e-mail]>
Phil:
If you are allowed to remove the baffles, it would be a simple plan revision,
unless the Central Office recommends other changes in lieu of the 3:1, then it
would be a plan revision.
Linda
Phillip Tripp wrote:
Linda,
What process would we need to use to remove the baffels from this project.
Can we submit revised plans or do we need to submit a whole new application?
Thank you.
Charles Cazier
----- original Message ----- From: "Linda Lewis"
To: "Phillip Tripp" <[e-mail]>
<[e-mail]>
Cc: "Ken Pickle" <[e-mail]>; "Bradley Bennett"
<[e-mail]>
Sent: Thursday, May 06, 2004 8:29 AM
Subject: Re: Carolina Gymnastics
> Phil:
>
> I'm forwarding your question to the Central Office for guidance on
> answering this question.
> Linda
>
> Ken,
}
> The SA/DA tables for wet detention pond design that we use are based on
> Driscoll's model, which assumed a length to width ratio in the pond of
> 3:1. This ratio is apparently necessary to achieve the minimum 85% TSS
> removal. In cases where this ratio cannot be achieved due to space
> constraints, we require baffles to be installed to create a longer flow
> path. Can we justify a smaller L:W ratio (2:1 in this case) if the
> volume provided in the pond significantly exceeds the 1" minumum?
>
> Thanks,
> Linda
>
> Phillip Tripp wrote:
> > Carolina Gymnastics
> > SW8 040107
> > `i'E 03102
} 7
> > Linda,
> >
> > We recently received the permit for the above referenced site.
> > Due to many issues, the owner has needed to make efforts to cut
> > costs. They have expressed concerns with the proposed baffles. The
> > concept of the baffles has been explained and the excessive storage
> > volume was mentioned.
1 of 2 5/6/2004 12:26 PM

Re: Carolina Gymnastics
> > Is there any available means that the 3:1 flow length can be
> > reduced to 2:1 when the proposed volume is more than six times the
> > required volume? This is the current situation on the above
> > referenced site should the baffle be removed.
> > Please call with any questions and thank you for your assistance.
> >
> > Sincerely,
> > Charles Cazier
> > Tripp Engineering
2 of 2 5/6/2004 12:26 PM

OF WArrA Michael F. Easley, Governor
Q� 00
QG William G. Ross Jr.. Secretary
North Carolina Department of Environment and Natural Resources
r
AIanW. on Klimek, te'r Q
Division ofoual ty
Coleen H. Sullins, Deputy Director
Division of Water Quality
May 11, 2004
Ms. Michelle Zapple, Managing Member
Bishop & Zapple, LLC
2831 Carolina Beach Road
Wilmington, NC 28412
Subject: Baffles
Carolina Gymnastics Academy
Stormwater Project No.'SW8 040107
New Hanover County
Dear Ms.' Zapple:
On May 6, 2004, the Division of Water Quality received an email request from your
consultant regarding the removal of the 2 artificial permitted baffles in the wet pond. The
required length to width ratio of 3:1 is not able to be met in the pond without these
baffles, however, the storage volume above the permanent pool elevation is
approximately 6 times the minimum required volume. Given the excess storage volume
available, it is the Division's judgment that the baffles can be removed, under the
following conditions:
The inlet and outlet are separated by the greatest distance achievable within the
pond.
2. A forebay is provided.
3. The incoming flow vector is not directed toward the outlet. The use of the earthen
berm already shown on the approved plan must continue to be used to provide
some baffling of the flow.
If you have any questions, please do not hesitate to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS1arl: S:1WQSISTORMWATILETTERS120041040107.may04
cc: Phil Tripp, P.E.
Beth E. Wetherill, New Hanover County Engineering
Linda Lewis
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone]
Wilmington Regional Office Wilmington, NC 28405 (910) 350-20D4 Fax
Customer Service
1 800 623-7748
A
FJCDENR

Re: Carolina Gymnastics wet detention pond design variance
Subject: Re: Carolina Gymnastics wet detention pond design variance
From: Ken Pickle <ken.pickle@ncmai].net>
Date: Mon, 10 May 2004 14:19:28 -0400
To: Linda Lewis <Linda.Lew is@ncmaiI net>
CC: Bradley Bennett <bradley.bennett@ncmail. net>
Linda,
1. In response to your question. I spoke with Bradley this afternoon. We understand that the
installation provides a volume that is significantly oversized when compared to our design guidance.
Based on the limited description of the Carolina Gymastics installation, and the significant extra
volume, we think it's ok for you to exercise best professional judgement and to go ahead and authorize
an exception to our printed guidance. We would suggest a few conditions.
a) All the other wet detention basin design elements are still required. In particular, a forebay is still
required.
b) The inlet and outlet should be separated by the greatest distance achievable within the constraints of
the site.
c) The inlet flow vector should be configured so that it is not directed toward the outlet. That is, it
should be pointed in some direction other than a straight line directly at the outlet. For example, this
might be accomplished with adjusting the inlet pipe location, or with the use of an inlet pipe bend as
the final leg of the inlet pipe. (It could also be accomplished by baffles or dikes, but I conclude that
the extra costs of baffles or dikes is exactly what the owner is trying to avoid.)
2. Another approach. The previous email reports that the total volume is six times the required
volume. If site constraints would allow it, a different approach might be to convert the single 2:1
basin into two, side -by -side, 4:1 basins each handling one-half the design flow, with some multiplier
smaller than six on the required volume to make up for the extra volume of the extra center dike
construction volume. I don't know the specific site conditions, but we might get just as good water
quality benefits, and the owner might save some costs if the design could provide, for instance, four
times the required volume with the flow split between two 4:1 basins.
Ken
Linda Lewis wrote:
Phil:
I'm forwarding your question to the Central Office for guidance on answering this question.
Linda
1 of 2 5/10/2004 5:23 PM

Re: Carolina Gymnastics wet detention pond design variance
Ken,
The SA/DA tables for wet detention pond design that we use are based on Driscoll's model, which
assumed a length to width ratio in the pond of 3.1. This ratio is apparently necessary to achieve the
minimum 85% TSS removal. In cases where this ratio cannot be achieved due to space constraints,
we require baffles to be installed to create a longer flow path. Can we justify a smaller L:W ratio
(2:1 in this case) if the volume provided in the pond significantly exceeds the I" minumum?
Thanks,
Linda
Phillip Tripp wrote:
Carolina Gymnastics
SW8 040107 TE 03102
Linda,
We recently received the permit for the above referenced site. Due to many issues, the
owner has needed to make efforts to cut costs. They have expressed concerns with the proposed
baffles. The concept of the baffles has been explained and the excessive storage volume was
mentioned.
Is there any available means that the 3:1 flow length can be reduced to 2:1 when the proposed
volume is more than six times the required volume? This is the current situation on the above
referenced site should the baffle be removed.
Please call with any questions and thank you for your assistance.
Sincerely,
Charles Cazier
Tripp Engineering
2 of 2 5/10/2004 5:23 PM

1i
State Stormwater Management Systems
Permit No. SW8 040107
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Michele Zapple, Bishop & Zapple, LLC
Carolina Gymnastics Adademy
New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 12, 2014, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described on page 3 of this permit, the Project Data Sheet. The
stormwater control has been designed to handle the runoff from 33,781 square
feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per the approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system. A permit
modification must be submitted and approved prior to the construction of
additional built -upon area from outside of the approved drainage area.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 040107
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Carolina Gymnastics Academy
Permit Number:
SW8 040107
Location:
New Hanover County
Applicant:
Michele Zapple, Managing Member
Mailing Address:
Bishop & Zapple, LLC
2831 Carolina Beach Road
Wilmington, NC 28412
Application Date:
April 8, 2004
Receiving Stream/River Basin: Barnards Creek 1 Cape Fear
Stream Index Number:
CPF17 18-80
Classification of Water Body:
Drainage Area, 9cres:
Onsite, ft :
Offsite, ft2:
Total Impervious Surfaces, ft2:
Pond Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSL:
Permitted Surface Area, ft2:
Permitted Storage Volume, ft3:
Temporary Storage Elevation, FMSL
Controlling Orifice:
Permitted Forebay Volume, ft3:
"C Sw"
1.99
1.99
0
33,781
6.0
90% (no filter is required)
36.50
2,652@Permanent Pool
17,775
40.25
0.5" O pipe (drawdown in 2-5 days)
1,275
Page 3 of 8

li,
State Stormwater Management Systems
Permit No. SW8 040107
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is 118 HP.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 040107
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. At least 30 days prior to the sale or lease of any portion of the property, the
permittee shall notify DWQ and provide the name, mailing address and phone
number of the purchaser or lessee. An access/maintenance easement to the
stormwater facilities shall be granted in favor of the permittee if access to the
stormwater facilities will be restricted by the sale or lease of any portion of the
property.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction. If the proposed
BUA exceeds the amount permitted under this permit, a modification to the
permit must be submitted and approved prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The permittee must maintain compliance with the proposed built -upon area and
ensure that the runoff from all the built -upon is directed into the permitted
system.
14. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
15. The permittee must maintain the current permitted drainage area. No additional
runoff from outside of the permitted drainage area boundary may enter the
permitted stormwater facilities without first applying for and receiving a permit
modification.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 040107
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 12th day of April, 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
HFan vv. KpmeK, r.t., uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

APR 0 8 2004
DWQ
PROD #
Job No.
Date: C 4 ;
TRHPTNGIlNEERING, P.C.
419 Chestnut Street, Wilmington, NC 28401
Phone: [phone] • FAX: [phone]
Email: [e-mail] .
LETTER OF TRANSMITTAL
To: Nwe
Attention:
Subject: Wr1 U�1 �'�rUl_1 Sil� C O
FAX TRANSMIT iAL: NUMBER OF PAGES INCLUDES COVER
I am sending you` ATTACHED ( )CINDER SEPARATE -COVER
4><) Prints ( ) Tracings ( ) Copy of letter ( ) Specifications ( ) Other
These are transmitted as checked below:
/).For Approval ( ) For Your Use ( ) Sign & Return ( ) Review
Remarks:
cc:
Signed:

OF WgrFR Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
�O G North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
p Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
FAX COVER SHEET
Date: April 7, 2004
To: Michael Hoffer
Company: Tripp Engineering
FAX #: [phone]
No. of Pages: 1
From: Linda Lewis
Water Quality Section - Stormwater
FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 040107
Project Name: Carolina Gymnastics Academy
MESSAGE:
Michael:
There is one dimension and several radii that are missing from the permanent pool
contour. Please add and submit 2 copies of the revised sheet 1.
Please get in the habit of referencing the State's project number on your cover letters. It
saves me the time of having to look it up and write it on the letter myself. Thank you.
RSSlarl: S:1WQSlSTORMWATIADDINFO120041040107.apr04
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NC�]Et��

P. 1
* * * COMMUNICATION RESULT REPORT ( APR. 7.2004
.L
FILE MODE OPTION
---------------------------
655 MEMORY TX
----------------------------------------
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
------- 97635631
6:06PM ) *
TTI
RESULT
---------
OK
* *
NCDENR WIRO
PAGE
-------- -- P. 1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Q WA7R Michael F. Easley, Governor
William G. Ross Jr. Secretary
Q' North Carolina Department of Environment and Natural hesources
? 4 Alan W.,Klimek P.E. ire or
p Coleen H p5 Ilins, De ratty Directo
Divislon of Water Quality
FAX COVER SHEET
Date: April 7, 2004
To. Michael Hoffer
Company: Tripp Engineering
FAX #: [phone]
No. of Pages: 1
From: Linda Lewis 70�
Water Quality Section - Stormwater
FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number, SW8 040107
Project Name: Carolina Gymnastics Academy
MESSAGE:
Michael:
There is one dimension and several radii that are missing from the permanent pool
contour. Please add and submit 2 copies of the revised sheet 1.
Please get in the habit of referencing the State's project number on your cover letters. It
rye.. ih.-. 4.;— -. —.0 a— 1—•11. 'a _._ .% .. —.1 . .. . ..

~ TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmin-ton, North Carolina 28401
Phone: [phone] • Ft\1: [phone]
March 22, 2004
NCDENR
Division Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Carolina Gymnastics Academy
New Hanover County, NC
TE 3102
Dear Linda:
Sw-j 0¢UU--
EEEC .ANTED
MAR 2 3 2004
BY:
In response to your comments dated March 19, 2004, we offer the following:
1. All exterior sides of the permanent pool contour have been accurately
dimensioned.
2. The parking area around CI-2 has been revised. The pavement elevations have
been selected to prevent any standing water.
3. The note has been changed as requested.
4. The pond has been reconfigured with 30' baffles to provide a 3:1 flow path ratio.
5. Supplement and calculations have been revised with a 40.25 storage elevation.
6. The 6:1 vegetated shelf is labeled as 6' wide on the detail and shown on the plan.
7. Sidewalk and building dimensions are provided.
Please note that the detention pond provided far exceeds the state's requirement for
volume storage. The state requirement if storage of 1" of rainfall of 2,894 tuft. This pond is
designed to contain a 10-year storm in entirety and to drain down slowly.
Please review for approval and contact us with any questions, comments or if you
need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Michael Hoffer
MBH:dcb
Enc.

OF WArFR Michael F. Easley, Governor
1 0 QWilliam G. Ross Jr. Secretary
G
65 North Carolina Department of Environment and Natural lResoufces
3 Alan W. Klimek, P.E.,Director
p Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
March 19, 2004
Ms. Michele Zapple, Managing Member
Bishop & Zapple, LLC
2831 Carolina Beach Road
Wilmington, NC 28412
Subject: Request for Additional Information
Stormwater Project No. SW8 040107
Carolina Gymnastics Academy
New Hanover County
Dear Ms. Zapple:
The Wilmington Regional Office received a Stormwater Management Permit Application
for Carolina Gymnastics Academy on January 12, 2004. A preliminary review of that
information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. Please dimension all exterior sides of the permanent pool contour. The
dimensions provide_ d are placed at interior positions that have not been
accurately located.
2. Please revise the pavement elevation to the right of CI-2. The rim of the
inlet is at 41.25, but the pavement to the right is at 41.2, creating a pool of
standing water.
3. Please change your roof drain note to say that roof drains must be routed
to the forebay of the proposed pond.
4. Please provide a 3:1 LW flow path ratio in the pond. The average width of
the pond is 41 feet, so the length must be at least 123 feet. The current
pond layout and location of the outlet structure do not meet this minimum.
5. The supplement and calculations report 40.2 as the storage elevation, but
the outlet structure and pond section details show 40.25. Please correct
and revise.
6. Please indicate the width"of the 6:1 shelf on the pond section detail.
7. Please provide sidewalk and building dimensions on the plans.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NCDEN.?

Ms. Zapple
March 19, 2004
Stormwater Application No. SW8 040107
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to April 19,
2004, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please.mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIADDINF0120041040107.mar04
cc: Phil Tripp, P.E.
Linda Lewis
Page 2 of 2

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carohn,.l 28401
Phone: [phone] • FA\: [phone]
March 4, 2004
NCDENR
Division Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Carolina Gymnastics Academy
New Hanover County, NC
TE 31.02
Dear Linda:
Enclosed please find two (2) sets of revised plans, updated application and wet
detention supplement, and two (2) sets of revised calculations. Please note that this
project has changed. We are requesting that you review this updated information.
Please review for approval and contact us with any questions or comments.
Thank you.
Sincerely,
Tripp Engineering, P.C.
Michael Hoffer
MBH:dcb
Enc.

March 4, 2004
Stormwater Narrative
Carolina Gymnastics Academy
Wilmington, NC
TE 03102
Carolina Gymnastics Academy is a 1.99 acre existing vacant tract proposed for a dance
studio. The proposed project will have 15,000 sf of building, 18,166 sf of parking and
615 sf of sidewalks. A total of 33,781 sf of impervious area is proposed for this project.
The impervious area will represent 40% of the total area.
The project will be treated by wet detention. The detention pond will be designed to
meet the State's F and the city's 10-year pre -post requirement. Outflow from the pond
drains to Turkey Creek, classification C-SW.

TRIPP ENGINEERING, P.C.
419 ChestnLEt Street
Wilmington, North Carolina 28401
Phone: [phone] FAX: [phone]
January 12, 2004 ��( 1 •E, 29
NCDENR
Division Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Carolina Gymnastics Academy
New Hanover County, NC
TE 3102
Dear Linda:
Enclosed please find two (2) sets of plans, one (1) signed original and one (1)
copy of the application form with narrative, one (1) wet detention basin supplement. two
(2) sets of calculations and one check for the application fee.
Please review for approval and contact us with any questions or comments.
Thank you.
Sincerely,
'Tripp Engineering, P.C.
/&� lotL
Michael Hoffer
MBH:dcb
Eric.

January 5, 2004
Stormwater Narrative
Carolina Gymnastics Academy
Wilmington, NC
TE 03102
Carolina Gymnastics Academy is a 1.99 acre existing vacant tract proposed for a dance
studio. The proposed project will have 19,000 sf of building, 15,611 sf of parking and
580 sf of sidewalks. A total of 35,191 sf of impervious area is proposed for this project.
The impervious area will represent 41% of the total area.
The project will be treated by wet detention. The detention pond will be designed to
meet the State"s 1" and the city"s 10-year pre -post requirement. Outflow from the pond
drains to Turkey Creek; classification C-SW.

Johnson, Kelly Ll pL40107
From:
Johnson, Kelly
Sent:
Thursday, June 27, 2013 12:08 PM
To:
'Rob Gordon'
Cc:
Lewis,Linda
Subject:
RE: Eng Review - Carolina Gymnastics Academy
Thanks Rob. I will print this for our file. I think that they still plan to rescind our permit once yours is issued, so we will
wait on that to come in.
Thanks,
Kelly
From: Rob Gordon[mailto:Rob.Gordon(a)wilmingtonnc.gov]
Sent: Thursday, June 27, 2013 11:33 AM
To: Johnson, Kelly
Cc: Lewis,Linda
Subject: FW: Eng Review - Carolina Gymnastics Academy
Hi Kelly — We're ready to issue the permit for Carolina Gymnastics, just wanted to make you aware of a minor
discrepancy. The original permit had a large WQ volume — way more than the 1" volume. The orifice was able to draw
down the required volume within 5 days, but the provided volume took like 10 days to draw down. Not an issue for WQ,
but it affected the pre/post numbers. We had him drop in a larger orifice above the required WQ volume to make sure
the whole system drains down in <5 days. 5o the new permit will actually show less WQ volume than the existing
permit, but the system will still function the same. Feel free to call if you have any questions. Thanks!
Linda - I cc'd you in case Kelly is already out on maternity leave.
Rob
From: Phil Tripp [maiIto: ptripp(&ec.rr.com]
Sent: Friday, June 21, 2013 3:09 PM
To: Rob Gordon
Cc: Derek Pielech
Subject: RE: Eng Review - Carolina Gymnastics Academy
Rob,
We have reviewed the calculations to assess drawdown of the provided storage (17,775 cu. ft.).
As previously submitted drawdown of the required storage (4,833 cu, ft.) yielded an orifice diameter ranging from 0.88"
(2 day) to 0.56" (5 day).
We selected 0.75", a 3 day drawdown of the required storage.
Drawdown for the provided storage yields an orifice diameter ranging from 1,42" (2 day) to 0.9" (5 day).
A 0.75" orifice alone would exceed a 5 day drawdown of the provided storage.
We propose the following: provided storage — required storage = City storage (17,775 cu. ft. —4833 cu. ft. = 12,942 cu.
ft.).
The City storage volume is provided from the Flood Pool down to a depth of 1.75'
We have attached calculations for an additional orifice sized to drawdown the City storage in 3 days. (additional orifice
of 1.43" (1-7/16") installed 1.75' below flood pool)
In other words the City storage draws down through a 1-7/16" orifice and the required storage draws down through a
3/4" orifice, both, in 3 days.
We attach calculations for your review and approval.

The O&M, revised calculations and plans will be dropped off at your office.
Thank you,
Phil
From: Rob Gordon [mailto:Rob.Gordon wilmin tonnc. ov]
Sent: Thursday, June 20, 2013 5:18 PM
To: Phil Tripp (ptripp(&ec.rr.com)
Cc: Derek Pielech; Jim Diepenbrock
Subject: Eng Review - Carolina Gymnastics Academy
Engineering has reviewed the plans for the Carolina Gymnastics expansion and have the following remaining comments:
1. The drawdown for the required WQ volume must draw down in no less than 2 days and the provided WQ
volume must draw down in no more than 5 days. It appears your calc shows the required volume draws down
in less than 5 days, not the provided volume. This is a pre/post issue, not a WQ issue. Please revise the
spreadsheet to determine a more appropriate orifice size.
2. We need the attached O&M completed & signed. I will use pi of the supplement submitted 6/13 as the
supplement for the project.
Robert Gordon, PE
Project Engineer
City of Wilmington, Engineering Division
212 Operations Center Drive
Wilmington, NC 28412
Office: [phone] 1 Fax: [phone]
Email: [e-mail]
www. w i i m i ngto n n c.gov
!� G'I'O-
Follow us on Facebook or Twitter
Facebook/cityofwilmington
Pdtyofwilm

Johnson, Kell
From: Rob Gordon [[e-mail]]
Sent: Tuesday, June 11, 2013 3:07 PM
To: Phil Tripp
Cc: robzapple@yahoo_com; Johnson, Kelly; Peter Brennan Jr; Jim Diepenbrock
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Phil,
Mr. Zapple jumped in the pond and helped us survey the bottom this morning. We did NOT tie the shots to an actual
elevation. The results are as follows:
3.37' from the top of the structure to the invert of the orifice pipe. This is less than what was permitted.
Because the shots were not tied to an elevation, it is not clear if the top is low or the orifice is high. I believe you
had extra volume above permanent pool, so this may not be an issue. I will give you the choice of permitting the
current configuration or raising the rim to restore the original volume.
5.18' from the invert of the orifice pipe to the deepest point in the pond. The design depth on the pond can be
no greater than 5.18'.
We will await resubmittal based on these revised figures. Thanks to all for the patience as we worked through this
issue. Call or email if you have any questions. Thank you.
Robert Gordon, PE
Project Engineer
City of Wilmington, Engineering Division
212 Operations Center Drive
Wilmington, NC 28412
Office: [phone] 1 Fax: [phone]
Email: [e-mail]
www.wilmingtonnc.gov
�� i 'cToti
Follow us on Facebook or Twitter
Facebook/cityofwilmington
@citvofwilm

Johnson, Kell
From: Johnson, Kelly
Sent: Tuesday, June 04, 2013 9:16 AM
To: 'Rob Gordon'
Subject: RE: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
I think that that is a fair solution.
Z
From: Rob Gordon[mailto:Rob.Gordon(&wilmingtonnc.gov�
Sent: Monday, June 03, 2013 3:38 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
I have a solution, if you allover there are agreeable. We can go back and forth about whether the intent was a 4.5' or 6',
but I think what matters is what was built. If the pond was built at 6' and has been performing as a 6' deep pond for 10
years, then I don't have an issue re -permitting the pond at 6'. if it was built at a 4.5' deep pond and has been
functioning as such — I really am not comfortable adding more BUA to the pond under the old rules. The City surveyor
has agreed to go out and determine the max depth of the pond. I would suggest permitting the pond at whatever depth
he finds — whether it be 4.5', 6' or somewhere in between. Let me know what you think.
Rob
From: Johnson, Kelly [mailto_kelly.p.johnson ncdenr,.govl
Sent: Monday, June 03, 2013 1:36 PM
To: Rob Gordon
Subject: FW: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
Rob,
I have been trying to figure this out since we talked this morning. I have put together a summary of the file (Powerpoint,
attached). The 2004 O&M does show a 6ft depth from the PP to the bottom of the pond (the real bottom not the
sediment storage elevation). The O&M also shows that the pond had to have a 25% sediment storage (see page 15 of
the April 2004 permit scan). The PP was at 36.5, the sediment storage was at 32.0, and the bottom was at 30.5.
I talked to Linda and she said that back in the days when we assumed a 25% storage elevation that they could design the
pond to have a max depth and that the max depth could go to the bottom of the pond (the real bottom not the
sediment storage elevation). The odd thing here is that he didn't reflect the 6ft in his calculations. He reflected the 4.5ft
depth. He could have perhaps intended to be conservative, but that would have been unusual.
The really odd thing to consider is that when he applied to my office in April he showed the PP at 36.75, the sediment
storage at 33.0 and the bottom at 32.0. This is making me wonder what was built v/s what was permitted and also what
is actually being proposed. (Did he really mean the "bottom" to be at 32.0 when he applied to my office? Is that what
he has proposed to your office? If so, why?) Was the pond permitted to take the full 6.Oft depth but then it wasn't built
that way and now they want it to be at 32.0 with sediment storage of 33.0? Does he by any chance have an as -built?
I don't know what to make of this...
X

From: Johnson, Kelly
Sent: Thursday, May 23, 2013 2:06 PM
To: 'Rob Gordon'
Subject: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
Rob,
I have no idea why the permit says 6.0ft. His calcs, our calcs, and the plans all show 4.5ft (ail attached). I also don't see
any requirement for "extra" depth for sediment storage. I know that that has been a moving target over the years, and
that was about a year before I started up in the Central Office. 5o, I don't know what DWQ was requiring for depth in
terms of sediment storage at that time. But, it doesn't look like any was required for this permit. It looks like the 6.0ft
was an error in the permit text and should have been 4.5ft.
KJ
Ov+.s0w
Kellylohnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: 910,350.2004

Johnson, Kell
From: Johnson, Kelly
Sent: Monday, June 03, 2013 1:35 PM
To: 'Rob Gordon'
Subject: FW: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
Attachments: Plans.pdf; Tripp Calcs.pdf; DWQ Calcs.pdf; 2004 05 Plan Revision.pdf; 2004 04 Permit.pdf;
Carolina Gymnastics.pptx
Rob,
I have been trying to figure this out since we talked this morning. I have put together a summary of the file (Powerpoint,
attached). The 2004 O&M does show a 6ft depth from the PP to the bottom of the pond (the real bottom not the
sediment storage elevation). The 0&M also shows that the pond had to have a 25% sediment storage (see page 15 of
the April 2004 permit scan). The PP was at 36.5, the sediment storage was at 32.0, and the bottom was at 30.5.
I talked to Linda and she said that back in the days when we assumed a 25% storage elevation that they could design the
pond to have a max depth and that the max depth could go to the bottom of the pond (the real bottom not the
sediment storage elevation). The odd thing here is that he didn't reflect the 6ft in his calculations. He reflected the 4.5fi
depth. He could have perhaps intended to be conservative, but that would have been unusual.
The really odd thing to consider is that when he applied to my office in April he showed the PP at 36.75, the sediment
storage at 33.0 and the bottom at 32.0. This is making me wonder what was built v/s what was permitted and also what
is actually being proposed. (Did he really mean the "bottom" to be at 32.0 when he applied to my office? Is that what
he has proposed to your office? If so, why?) Was the pond permitted to take the full 6.0ft depth but then it wasn't built
that way and now they want it to be at 32.0 with sediment storage of 33.0? Does he by any chance have an as -built?
I don't know what to make of this...
KJ
From: Johnson, Kelly
Sent: Thursday, May 23, 2013 2:06 PM
To: 'Rob Gordon'
Subject: SW8 040107, Carolina Gymnastics - 6ft v/s 4.5ft
Rob,
I have no idea why the permit says 6.0ft. His calcs, our calcs, and the plans all show 4.5ft (all attached). I also don't see
any requirement for "extra" depth for sediment storage. I know that that has been a moving target over the years, and
that was about a year before I started up in the Central Office. So, I don't know what DWQ was requiring for depth in
terms of sediment storage at that time. But, it doesn't look like any was required for this permit. It looks like the 6.Oft
was an error in the permit text and should have been 4.5ft.
If
V_dLW Oh 1A,SO w
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting

127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

DWQ Stormwater Manauem= Plan Review:
A complete storrnwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement.
I. PROJECT INFORMATION (please complete the following information):
Project Name: Carolina Gymnastics Academy
Contact Person: Phillip Tripp Phone Number: 10 763-5100
For projects with multiple basirts, specify which basin this worksheet applies to: I
elevations April/May 2004 permitted
Basin Bottom Elevation 31.5 ft. (floor of the basin) Supplement (shows depth
Permanent Pool Elevation 36.5 fk. (elevation of the orifice) is 5.Oft)
Temporary Pool Elevation 4Q 25 fl. (elevation of the discharge structure overflow)
Application Date:
Receiving Stream/River Basin:
Stream Index Number.
Classification of Water Body:
Drainage Area, ores:
Onsite, fr
Offsite. ft�:
Total Impervious Surfaces, ft2:
Pond Depth, feet:
TSS removal efficlency:
Permanent Pool Elevation, FMSL
Permitted Surface Area, f12:
Permitted Storage Volume, ft3:
Temporary Storage Ewlevatian, FMSL:
Controlling Orifice:
Permitted Forebay Volume, ft3:
April 8, 2004
Bamards Creek! Cape Fear
CPF17 18-80
"C Sw"
1.99 April/May 2004 permit
1.99
0 (shows depth is 6.011)
33,781
6.0
90% (no filter is required)
36.50
2,652QPermanenl Pool
17,775
40.25
0.5"0 pipe (drawdown in 2-5 days)
1,275

When the permanent goal depth reads �.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth wads feet in the forebay, the sedimem shall be removed.
BASIN DIAGRAM
6r,11 in the blanks)
PErmanen1 PWI Elevation 36.3
2004 O&M shows 6.Oft
to bottom (not sediment
removal)
sedimcat FJ. 3{.zs 7
-------------- - Saiimettl Rewawal Etevatioa 3z 75%
90itom cv:uion 33.3 ------ - -- - -- - - --- --- --•••
T l3ottOm FlcvaUoa 31i.3 25•/
FOREBAY MAIN PO/Yzenm
April/May 2004 0&M
5. Remove cattails and other indigenous wetland plants when they of the basin surface. 'These
plants shall be encouraged to grow along the vegetated shelf and fv
6. If the basin must be drained for an emergency or to perform ma naner, the flushing of sediment
through the emergency drain shall be minimized to the maxim extent possible,
Pond proposed to be
raised from 30.5msl to
32.Omsl?
determine the sediment elevation shall be such
pth reading and not readily penetrate into
When the permanent pool depth reads 33A feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 34.5 feet in the forebay, the sediment
shall be removed.
2013 proposed (not permitted)
BASIN nlAcliAM 0&M shows 4.75ft to bottom
O1a,the blmh) (not sediment removal)
Penman Pool Elevation Kj.
Sediment Removal - Pool
- ------- -- Votmrse Seduau Removal Elevation 2f Valon
BottrKn Hfov .---------- ---------------•------ - - -
ft b1ilL *
ScsEimau Bottom Elevation Elevation 32.0 1 l •tf M
FOREBAY
April 2013 proposed 0&M
(not permitted)
Form SW40I-wet DeWCon Darin O&M-Ray.4
MAIN POND
## FIVE
Page 3 of 4
Stomp

STORMWATER DETENTION POND Note shows bottom is at
TOP OF BANK 4t.5 30.5ms1, but 30.5ms1 is
�" c FLOOD P �'25 t on the Tan view?
'•�,r PERNMfENT POOL 3fi.5 p
� 80TTnstit 30.5
TREE LINE
12 pine .ss
20' EMMGENCY- SPI LWAY
nN 41.0
1
Ol LEr STRUCTUEt 1I3' RCP
f
SEE DETAIL F
x j
d2'
.try t n
p a -
'0 U I t
May 2004 permitted
plans (PR removed baffles '
from original April 2004
plans)
37.5' 1 '`
—RIPRAP STABI ELEV
35.5 ,, R
May 2004 permitted plans
xa
uopa" POOL
EL ;&&5
1 I
3 FOREBR]' �
BD<1'1t
9E SEMM IN AD40
�IF1 TK)NS
iaF TD BE PUNTED
PECIES LE. COMMON THREE
ED. P=EREL WEED. PONDMIA,
_M1LVWE3 SED_AL_1 1 D_CEtERY .rW
State Surface Area Requirement at normal pooL
Pond side slopes = 3 :1
Depth below N.P. = 4.5 ft.
SAIDA - 0.0304
(Chart for 90% TSS Removal for Detention
Pond without Ve etawe F1ter
Required SA (SAGA) x (TdtW Drainac
76. cn
State Volume Requirement for Storage df first 1" runoff:
Rv = .05+.009(Percent Impervious
= 0.4012593Inhn
Vol Q (Design Rainfall)(Rv)(Drainage ea}
2894.22 cu• ft•
f��E5 z
CL SEAS. =t
R, 17374
e' vWMTED
3.0-(A
2004 Cross Section &
talcs show 4.5ft
P40M P(xx HI 3ks
I
t 4.5ft
LM Poop

STORMWATER DETENrION POND}
PROPOSED 6' TOP OF BANK 41.5
CHAW-LINK FENCE CITY FLOOD POOL 40.25
'
!�, RMANENT POOL 36.5
TTOM
A, 30.5 (1) 4' GATE
CH PR K FENCE Mt'.- E L HVE
rJ lrSC
pine
— — -- — Note shows
'CA�7E'
20• LEv al.o bottom is at
-- •� c
30.Smsl, but
30.5msl is not on
the plan view?
m
OVTLEr STRUCTURE �---� Note was also not
x
CREAT1IOON
SEE DETAIL revised revised to show PP II
at 36.75msi.
Lw
n
(n
(I)
_ 1 '
RI A AB -RO , ELEV
M
�n 35.5
April 2013 proposed plans
(not permitted)
L 1 a'
1t
April 2013 proposed plans
(not permitted)
TOP OF $MIK
EL. 41.5
SAL POOL
EL. 3d.73
t 1
3 =FOREW 3
aA SLOPE To az SEED£D IN ACCORDANCE 80TT0
SEEDINC SPECwICATIONS
VEGETATED SHELF TO BE PLANTED
H WFILA QD SPECIES I.E. COMMON THREE
WW- DUCKWM, PoCKEREL WMD. Pomq*Eo, DETENTION O
76E5. SMARTWEED,WATERWEEO & WU CELERY
NTS
Slate Surface Area Re uirement at normalpool:
Pond side slopes = S :1
Depth below N.P. = 4.75 ft.
SAMA s 0.031
(Chart for so% TSS Removal for et Detention
Pond without Vegetative Filter)
Required SA (SMA) x ( otal Drainage
2,683 0. ft.
State Voiamle Rea ulrement for Storl of fast V n
Rv= .05+.009(Peroent I )
= 0.42749381nAn
Vol. = (Design Rainfalo(Rv)(Drsln go Area)
a 3093.44 cu.ft.
t1��11151111f1�rt
=�Q�QFC.SS/Q'y9S ��
SEAL {
17374.
1 of 2
_..� 15'
2013 Cross Sec on &
talcs show 4.5ftVthe
2013 data was t
permitted]
_C�tV��
APR 20t3
2013 Cross Section &
talcs show 4.75ft
11 \ MAIN POOL
X EL. 36.75
4.75ft
BUTT "

Table 10-4
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency
in the Coastal Region,
Ada
ted from Driscoll,1986
Percent
Permanent
Pool Average Depth (f t)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10 %
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20 %
14
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30 %
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40 %
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
4.3
3.5
3.1
2.3
1.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80 %
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90 0",
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%
12
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
SA/DA Ratios used in the talcs for both 2004 & 2013 are closer to 3.1 than 2.1(-40% & 4.5ft deep)

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, May 06, 2013 3:30 PM
To: 'Phil Tripp'
Cc: 'Rob Gordon'
Subject: FW: SW8 040107, Carolina Gymnastics Academy
Attachments: Gymnastics_DWQ Calcs 2004.pdf; Gymnastics_Engineer Calcs 2004.pdf; 2013 05 excel_WP
040107_Test Prior to Submittal.xlsx; Gymnastics —Engineer Calcs April 2013.pdf
Phil,
I got your email from Friday (cut/pasted below in the interest of keeping this all in one email chain). I have also
attached your 2004 calcs, DWQ's 2004 calcs, your April 2013 talcs, and my calcs from today (Excel).
2004 Calcs:
BUA:
33,781sf
Bottom:
32.Omsl
PP:
36.50msi
TP:
40.25msi
Top of Bank:
41.5msl
Volume Required (1.0", 2004):
2,894cf
Volume Provided (2004):
17,775cf
PP Surface Area:
2,6S2sf
April 2013 Calcs:
BUA:
36,304sf
Bottom:
32.Omsl
PP:
36.75msl
TP:
40.25msi
Top of Bank:
41.5msl
PP Surface Area:
2,991sf
Just FYI, the Excel calcs I have attached are not any "official" DWQ document. It is an excerpt of a very large Excel file I
have created (and am always updating) to be able to go through projects quickly because I go through so many different
projects each day. These are just my personal notes. But, the file contains a summary of how we have considered "old"
and "new" impervious that is subject to more than one rule (such as the gymnastics project). The summary is inserted
as a picture at the bottom of the page, and the settings are set not to print that picture. But, the colors on the page
correspond to the color -coded summary picture. (You can copy/paste to another program if you want to print it.)
Since you have already been permitted to have 33,781sf at 1.0" and you will add 2,523sf at 1.5" for a total of 36,304sf I
have calculated that the required volume will increase from 2,894sf to 3,183sf. The required volume is still below your
provided volume. Since you are increasing the impervious area beyond 33,781sf the "new" area is subject to the 2008
rule and the previously -permitted area can stay under the old rule. But, this increase in required volume (from 2,894cf
to 3,183cf) will not cause you to have to increase the surface area or the depth of the pond and so the old pond can
continue to be used. The calcs from April complicated this because you had increased the PP from 36.50msi to 36.75msl
and the SA from 2,652sf to 2,991sf. If you go back to the 2004 design, and just add more BUA at the higher rule using
the volume calculation approach in my "picture" in the Excel file I think that you can keep your current pond as it is and
just show the increase in BUA, and the resulting required volume as the modification. (You are only increasing the
volume by —300cf so I don't think it would require a significant increase in the TP elevation.)
I didn't go through this exercise when you came in originally because the pond was proposed to be 'changed, and this is a
lot further into the calcs than I typically go for an initial completeness review when that is the case.

KJ
Kelly,
Thank you in advance for your patience.
We must meet all permit requirements and we want to provide an efficient plan for our client. Expanding the pond is a
large expense for a small business in any economy and we want to be sure we have covered all the options.
A closer review of our original submittal and the permit, SW8 040107 dated 4-12-04, reveals that the design depth of the
pond was 6'. The SA/DA ratio (90% TSS) for a 6' depth is 2.05 for 39% impervious. The SA/DA used in the original
calculations was 3.04, the ratio for a 4.5' depth. The required surface area should have been 1,774 sf. We provided 2,652
sf.
The SA/DA ratio for a 6' depth at 43% impervious, as currently proposed, is 2.28. The required surface area would be
1,974 sf, well within that already provided.
We can add built upon area to an already -permitted pond without increasing the SA and without changing the
permanent pool elevation.
Please review to confirm that we can obtain a modification without a pond redesign.
Thank you,
Phil
From: Phil Tripp [mailto:[e-mail]]
Sent: Thursday, May 02, 2013 12:47 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
We are going back to the City for our review. Forgive our indecisiveness. We are already dealing with numerous City
approvals so it makes sense with this permit as well.
Thank you for your time.
Phil
From: Johnson, Kelly[[e-mail]]
Sent: Monday, April 29, 2013 1:00 PM
To: Phil Tripp
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Phil,
Here is a summary on this:
11
1. Wet Pond: New BUA to already -permitted pond:
1. Can use old pond (not need redesign to current standards) if can accommodate more volume
from adding more BUA, and:
1. No increase in SA:
1. Max Depth Used in Current Permit: Can use the max depth to determine the
SA/DA ratio to determine if SA is increasing
2. Average Depth Used in Current Permit: Must use the average depth to
determine the SA/DA ratio to determine if SA is increasing.
No Increase in depth (PP elevation must not change, but TP elevation can raise without
an increase in depth)

2. Must redesign pond (using forebay, veg. Shelf, avg. depth, etc.) if must accommodate more
volume from adding more BUA by either:
1. Increase SA (apply all 2008 pond criteria including forebay and shelf)
2. Increase depth (apply 2008 average depth formula)
From: Phil Tripp [mailto:otripp(@ec.rr.com]
Sent: Monday, April 29, 2013 12:49 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
We can meet the 1.5" for the new impervious by simply raising the State permanent pool elevation, creating additional
surface area (raise the small diameter orifice). We already had plenty of storage. We wouldn't need to expand the
pond. Couldn't this satisfy State requirements?
Phil
From: Johnson, Kelly fmailto:[e-mail]]
Sent: Monday, April 29, 2013 9:43 AM
To: Phil Tripp
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Phil,
If the pond is being expanded such that it has to be re -designed to meet new standards, then it has to also have a aft
average depth. Another option to think about is permeable pavement. That chapter was re -written last year to give
more credit to permeable pavement. So, you could probably build the same surface area in this case by switching out
some parking for permeable pavement and not have to deal with the pond situation. And, there is now an option to
drain roof area to permeable pavement and get some credit for that so you may not have to tear up that much parking
either. You would have to back into those numbers to see what would be cheapest/easiest.
KJ
From: Phil Tripp [maiIto: otrigp�a ec.rr.coml
Sent: Friday, April 26, 2013 10:08 AM
To: Johnson, Kelly
Subject: FW: SW8 040107, Carolina Gymnastics Academy
So about the average depth question, do we use V
From:"Phil Tripp [mailto:ptrippPec.rr.com]
Sent: Friday, April 26, 2013 8:42 AM
To: 'Johnson, Kelly'
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
Our plan is to stay with the State permit.
Phil
From: Johnson, Kelly rmailto.,kelly,p.iohnson(cbncdenr.gov]
Sent: Friday, April 26, 2013 7:18 AM
To: Phil Tripp
Subject: RE: SW8 040107, Carolina Gymnastics Academy

Phil,
I thought you were going to get the city permit, and the rescind the State permit after talking with Rob Gordon. Is that
not correct?
X
From: Phil Tripp [mailto:[e-mail]]
Sent: Thursday, April 25, 2013 6:21 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
Trying to get up to speed.
I am meeting the minimums, surface area, volume, SHGWT, etc.... Question: My average depth calculates out at 2' Do I
just use the SA/DA for 3', the minimum, and continue?
Phil
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Wednesday, April 10, 2013 7:38 AM
To: Phil Tripp
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Phil,
For this one the biggest issue is the increase in impervious area which gives you two design storms to work with. The
expansion also causes the pond to have to be "bigger" which just further complicates the issue. I am not trying to pick
on you at all. I know that your firm is going through a lot of changes. Lee was really good at keeping track of all of this
kind of thing. The intent of going through the packages as they come in to look for potential issues is to make the review
itself go more smoothly. If we didn't do it this way, then there would be a month or so delay before anyone looked at it
so we are actually trying to speed things up for everyone.
Typically, if I get a package that is lacking minor things such as missing paperwork or anything that can be fixed "quickly"
I will contact the engineer and see if they can get that in fairly soon. Technically, per management, I am supposed to
return packages if things cannot be fixed and re -submitted in 24hrs. (It has to do with the amount of time we can keep
an uncashed check, and also the sheer number of pending projects that pile up waiting on these re -submittal items.) I
don't always stick to that if I know that my own schedule won't let me get back to it that quickly. But, if there are
calculations that need to be redone or anything else that is more in-depth I go ahead and return it so that we don't
impact the overall schedule as much.
Kelly
From: Phil Tripp [mailto: tri ec.rr.com
Sent: Tuesday, April 09, 2013 2:46 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
This is my 2°d return in 2 tries so my batting average is not to good. Is there something I need to do different to keep
from getting kicked out and just be able to provide the additional information requested. It is a chore to get our
submittal data back so we can get it in again.
Sorry for the inconvenience.

Phil
From: Johnson, Kelly[mailto:kelly.p.iohnson(@ncdenr.govj
Sent: Tuesday, April 09, 2013 10:47 AM
To: Phil Tripp
Subject: SW8 040107, Carolina Gymnastics Academy
Phil,
Please see attached.
Thanks,
Kelly
FCe Uw D h VLS D vL
Kelly Johnson
Environmental Engineer
Division of Water Quality
5tormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

^,;Nl
Johnson, Kelly
From: Johnson, Kelly
Sent: Friday, April 26, 2013 7:18 AM
To: 'Phil Tripp'
Subject: RE: SW8 040107. Carolina Gymnastics Academy
Phil,
I thought you were going to get the city permit, and the rescind the State permit after talking with Rob Gordon. Is that
not correct?
KJ
From: Phil Tripp [mailto:[e-mail]
Sent: Thursday, April 25, 2013 6:21 PM
To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
Trying to get up to speed.
I am meeting the minimums, surface area, volume, SHGWT, etc.... Question: My average depth calculates out at 2' Do I
just use the SA/DA for 3% the minimum, and continue?
Phil
From: Johnson, Kelly [mailto:kelly_p.johnson@ncdenr cam]
Sent: Wednesday, April 10, 2013 7:38 AM
To: Phil Tripp
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Phil,
For this one the biggest issue is the increase in impervious area which gives you two design storms to work with. The
expansion also causes the pond to have to be "bigger" which just further complicates the issue. I am not trying to pick
on you at all. I know that your firm is going through a lot of changes. Lee was really good at keeping track of all of this
kind of thing. The intent of going through the packages as they come in to look for potential issues is to make the review
itself go more smoothly. If we didn't do it this way, then there would be a month or so delay before anyone looked at it
so we are actually trying to speed things up for everyone.
Typically, if I get a package that is lacking minor things such as missing paperwork or anything that can be fixed "quickly"
I will contact the engineer and see if they can get that in fairly soon. Technically, per management, I am supposed to
return packages if things cannot be fixed and re -submitted in 24hrs. (It has to do with the amount of time we can keep
an uncashed check, and also the sheer number of pending projects that pile up waiting on these re -submittal items.) I
don't always stick to that if I know that my own schedule won't let me get back to it that quickly. But, if there are
calculations that need to be redone or anything else that is more in-depth I go ahead and return it so that we don't
impact the overall schedule as much.
Kelly
From: Phil Tripp Finailto:otrippOlec.rr.corrtj
Sent: Tuesday, April 09, 2013 2:46 PM

To: Johnson, Kelly
Subject: RE: SW8 040107, Carolina Gymnastics Academy
Kelly,
This is my 2"d return in 2 tries so my batting average is not to good. Is there something I need to do different to keep
from getting kicked out and just be able to provide the additional information requested. It is a chore to get our
submittal data back so we can get it in again.
Sorry for the inconvenience.
Phil
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Tuesday, April 09, 2013 10:47 AM
To: Phil Tripp
Subject: SW8 040107, Carolina Gymnastics Academy
Phil,
Please see attached.
Thanks,
Kelly
KeUbiohVusoV1,
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

Johnson, Kelly
From: Rob Gordon [[e-mail]]
Sent: Friday, April 12, 2013 12:28 PM
To: [e-mail]
Cc: Jim Diepenbrock; Derek Pielech; Johnson, Kelly
Subject: Eng Review - Carolina Gymnastics Expansion
Attachments: DSC04554.JPG; CGA Easement.pdf
Phil
Engineering has done a preliminary review of the Carolina Gymnastics Expansion. The amount of impervious area
proposed would obligate the project to either
• A drainage plan submittal with the City + a modification of the State Stormwater permit from DWQ -or-
The City could issue a SWP to cover the pond & you could rescind the State permit.
A drainage plan review fee is only $200, but I received a $1000 check - so I thought you might have chosen to permit the
pond through the City. Then I was told you had submitted to DWO, but it appears that application was returned. Please
provide input on how we should proceed with permitting. We will hold the check until you direct us on how to proceed.
Preliminary comments:
1. We will need a copy of the current DWQ permit.
2. Please submit a drainage area map for the pond.
3. All of Kelly's comments in her 4/9 comment letter would apply to us as well. Comment ##4 might be a legitimate
concern. The pond discharges to a ditch on the South side of the property. The condition of that ditch or where
it outfalls is unknown. The adjacent owner is under no obligation to maintain the ditch through his/her
property, although NCGS § 77-14 prevents him/her from purposely obstructing it. Unless there is a drainage
easement, CGA has no right to go in and maintain the ditch. There is a public drainage easement off the rear of
the CGA property (attached, in green) that connects to and follows the large ditch through the Cameron
property. It is not clear why the pond did not utilize that as the discharge point.
4. The pond appears to have cattails. They are just now coming out of dormancy, so it is difficult to tell how
extensive they are, but they appear to be covering the entire shelf. This may need to be addressed.
5. A sidewalk exists along the right side of the building that is not shown on the 2004 approval or the current
proposed plan (see attached).
6. Our approved plans from 2004 show baffle walls in the pond. The current plans do not show the baffle walls
and they were not built. Please clarify.
7. There appears to be discrepancies between the 2004 approved landscaping plan & the current condition now.
Of specific concern are 9 Flowering Cherry (mitigation) trees on either side of the building. With the new
addition (on the left), the right side of the building will need to remain open and unobstructed because it is the
only way to access the pond area for maintenance. Any replacement trees will have to be located in a different
area.
8. It does not appear the spillway exists.
9. The City will need an as -built for the pond prior to c/o for the expansion.
10. Is there going to be a canopy or connection from the new building to the existing building? if so, please show
the structure.
Please call or email if you have any questions.
Robert Gordon, PE
Project Engineer
City of Wilmington, Engineering Division

212 Operations Center Drive
Wilmington, NC 28412
Office: [phone] 1 Fax: [phone]
Email: rob. ordon wilmin tonnc. ov
www.wilmingtonnc.gov
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Pdnted:Apr 12, 2013