SW8050115_COMPLIANCE_20050216

PERMIT NO.
DOC TYPE
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
sw Lo5d 1�5�
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATES-�(�
YYYYMMDD

Permit No. '-w 7 L� J d I I
(10 be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Storage Ideas, LLC
Contact Person: William A. Brown Phone Number: (252 ) 726-1005
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 20.5 ft. -(floor of the basin)
Permanent Pool Elevation 26.0 ft. (elevation of the orifice)
Temporary Pool Elevation 27.5 ft. (elevation of the discharge structure overflow)
areas
Permanent Poo! Surface Area 6,234 sq. ft. (water surface area at the orifice elevation)
Drainage Area 120,272 ac. (on -site and off -site drainage to the basin)
Impervious Area 93,273 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume
14,508
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
11,846
cu. ft.
(volume detained above the permanent pool)
forebay Volume
3,294
cu. ft.
(approximately 20% of total volume)
Other parameters
SA/DAI
5.06%
(surface area to drainage area ratio Porn DIVA table)
Diameter of Orifice
1.25
in.
(2 to 5 day temporary pool draw -down required)
Design Rainfall
1.0
in.
Design TSS Removal 2
90
%
(minimum 85% required)
Fonn SWU-102 Rev 3.99 Page I of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stortnwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 21-1 .1008.
Initial in the space provided to indicate the following design 'requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
The permanent pool depth is between 3 and b feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design stone event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
Uc-tom--- 1_ if the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
J .ryVVQ
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not
This system (check one) 0 does ><does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin systetn semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to detennine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.13 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2.25 feet in the forebay, the sediment shall be removed.
Sediment Ren oval El. 23.75 � 7
Bottom Ele ation 23.0 4 2
FORF,RAY
BASIN DIAGRAM
(Jill in the blanks)
Permanent Pool Elevation 26.0
Sediment Removal Elevation 21.87 — — — T — 75%
Bottom Elevation 20.5 25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. if the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of

7. All components of the wet detention basin system shall be maintained in good working order.
1 acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. 1 agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: William A, Brown
Title: Member
Address: P.O. Box 2418, Morehead City, NC 28557
Phone: [phone]
Signature:I �o l r—A Z>L.z—L
Dater , I Z- -Os—
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
1, Matthew L. Montanye , a Notary Public for the State of North Carolina
County of Craven , do hereby certify that William A. Brown
personally appeared before me this /�rday of---Ta—,juAiz j 200t�r , and acknowledge the due
execution�Ail-amf•iy4oing wet detention basin maintenance requirements. Witness my hand and official seal,
•���`a 1.. M
Q �p"[ARV : to
_g ,
PU
C �•�;
N . Q
N ,
SEAL
My commission expires 4rrege` z P7 ze g,
Form SWU-102 Rev 3.99 Page 4 of4

oil mrmrmr

5
/1111 fA ommi
111111 wo Smoi

STROUD ENGINEERING, P.A. cos
Hestron Plaza Two SHEET NO. OF 1F
151 A Hwy. 24 CALCULATED BY 711G CATE _! ICi-tiS
MOREHEAD CITY, NC 28557 CHECKED BY DATE
[phone] SCALE
f=
%`1deale�a�►id�ej9
a�a'r. C!1 CAP
OJ�
er....'Oz 'Arr � '
A
SE L
STORMWATER DETENTION POND DESIGN
DRAINAGE AREA = 120,272 SF w;�,F. • o
DRAINAGE TO SC WATERS = 1 INCH (NEWPORT RIVER - DEEP CREEK)':,'�2•`�
IMPERVIOUS AREA �'��, `r c
'•P47reti9
BUILDINGS = 50,825 SF ittl
PARKINGIDRIVES = 42,448 SF
SIDEWALK = 0 SF
TOTAL = 93,273 SF
% IMPERVIOUS ' " 77.55%
78.00% (USE FOR DESIGN)
USE A 5.5' DEEP POND WITH 90% TSS REMOVAL (SEE SA1DA CHART)
SAIDA = 5.06%
MIN, REQ-D SA@ PERMANENT
POOL = 6086 SF SAREap= (SAIDA)(DRAINAGE AREA)
SA PROVIDED = 6234 SF
MIN. REQ'D VOLUME
Rv = 0.05 { 0.009(%IMP)= 0.75
VOLUME REQ'D = 7537 CF
VOLUME PROVIDED = 11846 CF
DA-1
DA-2
DA-3
DA-4
DA-5
PIPE1 (DPr1,2,3,4,5)
PIPE2 (DA-2,3)
PIPE3 (DA-3)
PIPE4 (DA-4,5)
PIPE5 (DA-5)
OVERFLOW PIPE
VOLREa.O = (1"112")(Rv)(DRAINAGE AREA)
STORMDRAIN PIPE SIZING
AREA (SF)
AREA (AC)
C
I
Qio
12750
0.29
1.00
7.23
2.12
16556
0.38
1.00
7.23
2.75
37329
0.86
1.00
7.23
6,20
7120
0.16
1.00
7.23
1.18
29924
0.69
1.00
7,23 1
4.97
O (CFS)
PIPE
PROPOSED
% SLOPE
Q PROPOSED PIPE
FLOWING FULL (CFS)
17.21
24" RCP
1.0%
22.62
8.94
24" RCP
0.2%
10.12
6.20
24" RCP
1 0.2%
10,12
6.15
24" RCP
0.2%
10.12
97
24" RCP
0.2%
10.12F:4
7.21
24" RCP
0.58%
17.23

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
PERMANENT POOL VOLUME (method per DWQ)
Jag
SHEET NO, _ .Z 0F�
CALCULATED BY DATE
CHECKED 6Y _1 DATE
SCALE
w C ••mr�F Css/vA•r`'`j s
o �Q� QA I
v w
w
e �
SEA%
j �d
v � � V �
Vol. CF �"��, "`sC4s!_�-1 �c+•
�Gy`r!'fYsir�4�
Elevation
Section
SA SF
Avg. SA
Ht. FT
26.00
Permanent pool
6234
4685
1.67
7823
24.33
Shelf
3135
1746
3.83
6685
20,50
Bottom
356
t
Total Vol.
14508
FORESAY VOLUME ,
Elevation
Section'
SA SF
Avg. SA
Ht. FT
Vol. CF
26.00
Permanent pool
1644
1098
3.00
3294
23.00
Bottom
552
Total Vol.
3294
Forebay % of Permanent Pool Volume = 22.70%
MAIN BASIN VOLUME
Elevation
Section
SA SF
Av . SA
Ht. FT
Vol. CF
26.00
Permanent pool
4428
3242
1.67
5414
24.33
Shelf
2056
1130
3.83
4326
20.50
Bottom
203
Total Vol.
9740
Storage volume required 7537 CF
Elevation
Section
SA SF
Avg. SA
Ht. FT
Vol. CF
26.00
Permanent pool
6234
7897
1.50
11846
27.50
Storage pool
9560
Total Vol.
11846
OVERFLOW DEVICE
L=Q,o1CWH312
Q10 = 17.21
CW = 3.0 (BROAD CRESTED WEIR)
H = 1.00
L = 5.74 6 FT MINIMUM WEIR LENGTH

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
SEDIMENT TRAP DESIGN
JOB PM a- '2 (o
SHEET NO. OF -
CALCULATED DATE
% - DATE
CHECKED BY _
SCALE
CAP, O,
SEAL
SED.
DRAINAGE
DRAINAGE
TRAP
SED. TRAP
PROPOSED
TRAP
AREA (SF)
AREA (AC)
REQ RSTOAGE
DEPTH (FT)
AREA (SF)
TRAP (SF)
1
30663
0.70
1267
3
422
30 x 15 = 400
2
13068
0.30
540
4
135
10 x 10 = 200
SEDIMENT BASIN (PROPOSED,POND I5l1RING CONSTRUCTION)
SED.
DRAINAGE
DRAINAGE
SED.
STORAGE
BASIN
AREA (SF)
'AREA (AC)
STORAGE
PROVIDED
REQ'D (CF)
IN POND
CF
1
130676
3.00
5400
13034
RIPRAP OUTLET PROTECTION
(FOREBAY + MAIN BASIN)
Q10 % SLOPE V FT/5
24" DISCHARGE INTO POND 1 17.21 1.00 7.92 1 CLASS B 6'x6x1.5'
24" DISCHARGE FROM OVERFLOW 1 17.21 1 0.58 1 6.25 1 CLASS B 6'x6x1.5'
13343 -

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
Swale Design Data Table
(Utilizing Mannings Eqn.)
Q = 1.486(A)(R)2"(S)172
n
Trapezoidal Section
A=By+My,
P = B + 2y(1+m2)112
R=A/P
All Sections
S= 4
M= 3— i' ,
JCH PM
c� LJ-a SHEET NO. OF _6
CALCULATED BY DATE_1`I
CHECKED BY _ DATE I
SCALE
""0 'ft0111P1111a'I
r1 CA '*..
4 '
�cQQ 2i-7 �
a
13343 '
r: q
�QalYfetlittt�
n=0.02
n=0.03
DRAINAGE
AREA (AC)
Qiv
WIDTH
% SLOPE
y
v
y
v
1
0.30
1.74
0.00
0.390
0.55
1.90
0.64
1.40
1
0.71
4.11
0.00
0.570
0.71
2.71
0.82
2.00
Note:
V, and y, are for bare earth n=0.02
V2 and y2 are for grassed lined n=0.03
Bare earth V>2.5 ft/s use an erosion control lining.
'Proposing to use erosion control lining in all swales.
Grass lined velocities are all non -erosive.

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
ORIFICE SIZING
orifice dia.= 1.25 in.
orifice area= 0.0085 sf
Job PM (13& - 2
SHEET NO. OF 1
CALCULATED B �4"%� DATE f -1 d Lis
CHECKED BY
P .Y
SCALE �,,a �+ 5 C
AP
s! ��t-s•`•' pF �.�
� ¢P 0 .7
' � 4
2
Cd=
0.6
time increment
120 minutes
storage volume=
7537 ft^3 (required 1")
overflow el.=
27.5
perm. pool el.=
26
orifice eqn. = Q=CDA(2gh)A"
Time Cumulative Cumulative Volume Height Flow Volume Volume
Increments , Timed :ii':..? •Time Initial . Out Out Remaining
(minutes),, (minutes) (hours) (ft"3) (feet) (cfs) (cf) (ft-3)
0
0
7537,00
.1,50
0.0502
0.00
7537.00
­120
120
2
7537.00
1.50
0.0502
361.66
7175.34
120'
240
4
7175,34
1.43
0.0490
352.88
6822.47
120 ;
360
6
6822.47
: 1.36
0.0478
344.09
6478.38
120
480
8
6478,38
1,29
0.0466
335.30
6143.08
120
600
10
6143.08
1.22
0.0453
326.51
5816.57
120
720
12
5816.57
1,16
0,0441
317.71
5498.86
120
840
14
5498,86
1,09
0.0429
308.91
5189.94
120
960
16
5189.94
1.03
0.0417
300.11
4889.83
120
1080
18
4889.83
0.97
0.0405
291.30
4598.53
120
1200
20
4598.53
0.92
0.0392
282.49
4316.03
120
1320
22
4316.03
0.86
0.0380
273.68
4042.35
120
1440
24
4042.35
0.80
0.0368
264.86
3777.49
120
1560
26
3777.49
0.75
0.0356
256.04
3521,46
120
1680
28
3521,46
0.70
0.0343
247.21
3274.25
120
1800
30
3274.25
0.65
0.0331
238.37
3035.88
120
1920
32
3035.88
0.60
0.0319
229.53
2806.35
120
2040
34
2806.35
0.56
0.0307
220.68
2585.66
120
2160
36
2585,66
0,51
0.0294
211.83
2373,83
120
2280
38
2373.83
0.47
0.0282
202.97
2170.87
120
2400
40
2170,87
0,43
0.0270
194.10
1976.77
120
2520
42
1976.77
0.39
0.0257
185.22
1791.55
120
2640
.44
1791.55
0,36
0.0245
176.33
1615-23
120.
2760
46
1615.23
0.32
0.0233
167.42
1447.80
120
2880
48
1447.80
0,29
0.0220
158.51
1289,29
120
3000
50
1289,29
0.26
0.0208
149.58
1139.71
120
3120
52
1139.71
0.23
0.0195
140.64
999.08
120
3240
54
999.08
0.20
0.0183
131.67
867.40
120
3360
56
867.40
0-17
0.0170
122.69
744.71
120
3480
58
744.71
0.15
0.0158
113.68
631.03
120
3600
60
631.03
0.13
0.0145
104.65
526.38
120
3720
62
526.38
0,10
0.0133
95.58
430.81
120
3840
64
430.81
0.09
0.0120
86.47
344.34
120
3960
66
344.34
0.07
0.0107
77.30
267.04
120
4080
68
267.04
0-05
0.0095
68.07
193.96
120
4200
70
198.96
0.04
0.0082
58.76
140.20
120
4320
72
140.20
0,03
0,0069
49.33
90.88
120
4440
74
90.88
0.02
0.0055
39.71
51.16
120
4560
76
51.16
0.01
0.0041
29.80
21.37
120
4680
78
21.37
0.00
0-0027
19.26
2.11
120
4800
80
2.11
0,00
0.0008
6.05
-3.94 = 3.33DAYS

f100` •PUBLIC R/1fl 2—�I6/6 ,J/(i � + •,
blur,.,;,star Perini; Nc.Le�..o 0 J.
DRAINAGE AREA I 8Q 10 2 60 30
SCALE: i" - 60'
DRAINAGE AREA 2 SITE PLAN
STORAGE IDEAS, LLC
DRAINAGE AREA 8
NEWPORT TOWNSHIP, CARTERET COUNTY, NORTH CAROLINA
7CLIENT: STORAGE IDEAS, LLC DESIGNED:
� � DRAINAGE AREA s WILLIAM A. BROWN BTN
ADDRESS: P.O. BOX 2418 DRAWN:
MOREHEAD CITY, NC 28557 BTN
DRAINAGE AREA 5 PHONE: [phone]
APPROVED
X STROUD ENGINEERING. P.A. I_ _ RD(
PROJECT * PM636-26
151A HIGHWAY 24
MOREHEAD CITY, N.C. 28557
f2521 247-7479
DATE
12/30/0d
SCALE:

DRAIMAGN AREA-L20279 SIP
Stwl"...-;ar Iio'nog ew-)/ S'
'ROJECT •: PM636-26
HEFT 0 1 OF 1
TIME WARNER DRIVE
(EXISTING DRIVE
HWY 70
1100' PUBLIC ")
u,u,.aaa.cm.aaaaisar :��;«:
WMAR.�
STORMWATER DRAINAGE AREA
STORAGE IDEAS, LLC
NEWPORT TOWNSHIP, CARTERET COUNTY, NORTH CAROLINA
CLIENT: STORAGE IDEAS, LLC
DESIGNED:
WILLIAM A. BROWN
BTU
ADDRESS: P.O. BOX 2418
DRAWN:
MOREHEAD CITY, NC 28557
BTM
PHONE: [phone]
APPROVED:
RDC
g STROUD ENGINEERING, P.A.
151A HIGHWAY 24
DATE:
MOREHEAD CITY, N.C. 28557
12/30/04
[phone]
SCALE:
— RONAC.DD. clf— PHER, P.E. —
I" - BO'

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DETENTION POND ANALYSIS FILE NAME: 050115-1
PROJECT#: SW8 050115 REVIEWER: P. Bartlett
PROJECT NAME:
Receiving Stream:
Drainage Basin:
Storage Ideas, LLC
Deep Creek
White Oak
DATE:
Class:
Index No.
09-Feb-05
C
21-11
Site Area
3.00 acres
Drainage Area
square feet
Area
2.76 acres
IMPERVIOUS AREAS
Rational C
buildings
50825.00
square feet
0.95
parking
42448.00
square feet
0.95
square feet
square feet
square feet
square feet
TOTAL 7
,
square feet
Rational Cc= 0.78
SURFACE AREA CALCULATION
% IMPERVIOUS
77-55%
SA/DA Ratio
5.03%
Des. Depth
5.5
Req. SA
6048 sf
TSS:
90
Prov. SA
sf
VOLUME CALCULATION * place a "l " in the box if Rational is used
Rational ?*
Des. Storm
4
677:1::.00.:inches
Rv=
0.75
Bottom
20.5 msl
Perm. Pool
msl
Design Pool
27.5 msl
Design SA
9560 sf
Req. Volume
7 : :
-834cf
Prov. Volume
A:80cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
SA @
Elevation=
Q2 Area =
Q5 Area =
Orifice Area
Q=
in
COMMENTS
Surface Area , Volume and Orifice are within Design Guideline:
14508
2901.6
3294.00
1.59
sq. in.
0.64
sq. in.
1.23
sq. in.
0.035
cfs
x
in

CURB AND GUTTER ANALYSIS
PROJECT NUMBER:] SW8050115
PROJECT NAME: ' Storage Ideas, LLC
RECEIVING STREAM: Deep creek
DRAINAGE BASIN: White Oak
A= BY+MY
P= B + 2Y {1 + MA2}^0.5
R= A/P
FILE: 050115
DATE: 09-Feb-05
CLASS. C
INDEX: 21-11
i, in/hr= 7
n= 0.027
M= 3
FLOWRATE 1 VELOCITY COMPUTATION Q=CiA <=.05 V=Q/A
Swale # DA BUA C Q Slope Velocity
cfes acres cfs fMt P1 !
1 �, 0.3 0 0.20 0.42 0.0059 1.14 3d-
2 b_ 0.71 0 0.20 0.99 0.0039 163
3 #DIV/O! #DIV/01 #DIVIO!
--4 #DIV/01 #DIV/O! �DIVIO!
#DIV/01 #DIV/O! #DIV/O! 3v
r 3'
6
#DIV/O!
#DIV/O!
#DIVIO!
j
C- 7
#DIV/O!
#DIV/O!
#DIV/O!4
#DIV/O!
#DIV/01
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
r
10
#DIV/O!
#DIV/0!
#DIVIO!
NORMAL DEPTH COMPUTATION
/
SWALE # B Y
A
'� P
R
Zav
Zreq
1 0 - 2.6' 0.35
.37
2.21
0.17
0.11
0.10
2 0 ^' 3,0' 0.5
0.75
3.16
0.24
0.29
0.29
3
0.00
0.00
#DIV/01
#DIV/O!
#DIV/O!
4
0.00
0.00
#DIV/01
#DIV/O!
#DIV/O!
5
0.00
0.00
#DIV/01
#DIV/O!
#DIV/O!
6
0.00
0.00
#DIV/O!
#DIV/O!
#DIVIO!
7
0.00
0.00
#DIV/O!
#DIV/O!
#DIV/O!
8
0.00
0.00
#DIV/O!
#DIV/01
#DIV/O!
9
0.00
0.00
#DIVIO!
#DIV/O!
#DIVIO!
10
0.00
0.00
#DIVIO!
#DIV/O!
#DIVIO!
GRASS COVER SPECIFIED ON PLANS:
ALLOWABLE VELOCITY, fps, for slopes 0%-5%, easily erodible soil:
Bermuda 5 Bluegrass 4.5
Fescue 4.5 Legume 3.5
Bahia 4.5
COMMENTS
*l
f+