SW8991141_COMPLIANCE_20010619

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
ZIP
DOC DATE ,gyp) lU',�z f
YYYYMMDD

Permit: SW8991141
County: Brunswick
Region: Wilmington
Compliance Inspection Report
Effective:06/19/01 Expiration
Contact Person: Fleming Gibson Title:
Directions to Project:
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Shallotte River) (03-07-59) ( C;Sw,HOW)
On -Site Re prosentative(s):
Related Permits:
Inspection Date: Entry Time:
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
Other
(See attachment summary)
Owner: Carolina Lodging Group Inc
Project: Hampton Inn Sunset Beach
Exit Time:
Phone: [phone]
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

,.,
Permit: SW8991141 Owner - Project: Carolina Lodging Group Inc
Inspection Date: Inspection Type: Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
Site not constructed as of 04/15/2010
Other
Comment:
Yes No NA NE
Page: 2

East CoJ AN 0 6a'o
ast
Engineering Company, P.A. 4918 Main Street
Fax: 910,754.8049 Consulting Engineers Post Office Box 2869
Office: 910.754.8029 Shallotte, NC 28459
January 5, 2000
Mr. Scott Vinson
Water Quality Section E C, P. ' e
NC Department of Environment, Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845 JAW&S 20
Re: Hampton Inn
yaw& Dwo
Sunset Beach, NC
Stormwater Plan -Supplemental Information � T®� [� f �'���' �l'" ER
� �V
Dear Mr. Vinson:
As you requested during your telephone call to our office today, we have prepared a
map which illustrates the flow path of the water which will be discharged from the
proposed stormwater detention pond. As illustrated on the map, once water exits the
Stormwater pond, it will flow through two downstream ponds and thence be discharged to
the roadside Swale within the southern right-of-way of US Highway 17. I personally
walked the site today to confirm that the flow path is accurately illustrated.
Enclosed are two copies of the subject map for your review.
Your prompt attention to this matter is appreciated. Please do not hesitate to contact
our office should you have any further questions or comments.
Sincerely,
Donald M. Covil, P.E.
Enclosures
pe: Mr. Fleming Gibson, Carolina Lodging Group, Inc., w/map enclosure
Mr. Keith Hubbard, AIA, Isom Associates, P.A., w/map enclosure
File: 99-1700.01 (Hampton Inn)

w
C-

HAMPTON INN
Sunset Beach
HYDROLOGIC AND HYDRAULIC CALCULATIONS
for
Erosion Control and Stormwater Management
October 1999
P11. Urn,"
"'t" "
FARO! ;
'
_ SEAL
9499
G1
4" D M o,
'��� II rl/ rl 11 N 11111111,
East Coast Engineering Company, P.A.
Shallotte, North Carolina

C

on
HAMPTON INN
Q10 HYDROLOGY FOR STORM DRAINS AND INLET STRUCTURES
STRUCTURE
DRAIN I.D.
CONTRIBUTING
SUB -BASINS
TOTAL
D.A. ac.
WEIGHTED
"C" VALUE
RAINFALL
INTENSITY in/hr
010 PEAk
FLOWRATE cfs
SD I
b,c,k,l,m,.7n
2.073
0.82
7.0 I
11.9
SD2
c,k,l,m,.7n
1.799
0,81
7.0
10.2
SD3
k,l,m,.7n
1.595
0.81
7.0
9.0
SD4
I,m,.5n
1.111
0,81
7.0
6.3
SD5
.2n
0.379
0,80
7.0
2.1
SD6 !
.5n
0.949
0.80
k
7.0 I
5.3
SD7
d,e,f,g,h,i,.5n
_
2.183
0,84
7.0
12.8
SD8
e,i,g,i,.5n
2.108
0.74
7.0
11.0
SD9
f,g,i,.5n
1.642
0.83
7.0
9.5
SD I O
g,.5n
1.117
0.81
7.0
6.3
OP1
a,b,c,d,e,f,g,h,i,k,l,m,n
4.030
0.83
7.0
23.5
OP2
i
0.464
0.30
7.0
1.0
RD 1
h
0.218
0.95
7.0
1.4
RD2
h
0.218
0.95
7.0
1.4
RD3
.5h
0.109
0.95
7.0
0.7
RD4
.5i
0.109
0.95
7.0
0.7
RD5
i
0,218
0.95
7.0
1.4
CI1
a
0.154
0.85
7.0
0.9
C12
b
0,274
0.85
7.0
I 1.6
C13
c
0.204
0.85
7.0
I 1.2
C14
I k
0.105
0.85
7.0
0.6
CI5
I
I
0.071
0.85
7.0
0.4
CI6
m
0.091
0.85
7.0
0.5
CI7
d
0.075
0.80
I 7.0
0.4
CI8
a
0,248
0.85
7.0
1.5
CI9
t
0.307
0.80
7.0
1.7
CI10
g
0.168
0.85
7.0
I 1.0
YII
]
0.464
0.30
7.0
1.0
Pond outlet
a thru o
8.719
0.52
7.0
II
I 31.9
NOTE: Time of Concentration is estimated at 5 minutes or less for all drainage basins;
therefore, the 10 ear rainfall amount is assigned a value of 7.0 in./hr.

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CURB INLETS CALCULATIONS SUMMARY
Curb inlet
I.D.
10-Year
Peak O cfs
Minimum Number of Neenah
R-3246 Inlets Re 'd Based on
Number of Neenah
R-3246 Inlets
Proposed
Orifice Flow I
Weir Flow
CI1
0.9
0.34
1.66
1
C12
1.6
0.61
2.95
1
C13
1.2
0.45
2.21
1
CI4
0.6
0.23
1 .1 1
1
CI5
0.4
0.15
0.74
1
C16
0.5
0.19
0.92
1
CI7
0.4
0.15
0.74
1
CI8
1.5
0.57
2.77
1
C19
1.7
0.64
3.13
1
CI10 1.0 0.38 1.84 1
NOTE: Number of Neenah R-3246 inlets required is based on 4.3' ft. head. '0riflce" capacity
with this head Is estimated = 5.7 cis. "Weir' capacity with this head is estimated = 3.1 cis.
Thus, 'weir' flow controls.
('Orifice' capacity of inlet is based on orifice flow through 1.6 SF of rectangular openings
plus weir flow over rear 33' of grate. "Perimeter" capacity Is based on weir flow over
5.8' of grate perimeter. "Orifice" C value = 0.6. "Weir" C vaiue = 3.3.)

NOTE: When specifying or ordering grates -
Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109.
-3246
urb Inlet Frame, Grate, Curb Box
tavy Duty �e r ,.. c -4 S. 8 F-t.
0o available with Type L or Type V grate. Also available with square, f " radius 2" radius or 0-shaped
rb face.
,o available with flat mountable curb plate, grated or solid, 6•.a f%4- G�
shown on R-3246-1, in place of curb box.
cuna —.--n...• m..
3246-1
r
ne as R-3246 except with plate over curb box
ning. See illustration.
:her type R-Diagonal nor type V grates recom-
ided for bicycle traffic when used with curbplate,
R-3246-4 with Curb Plate
1246-A
rb Inlet Frame, Grate, Curb Box
y Duty
available with Type R-Diagonal Reversible grate.
39 112' CURB BOX HEIGHT ADJ. 5' TO 1U"
35 31.' g
23 718' —
33112,
43, -
0
R-32d
Same a,
opening
Diagona
Neither 1
ed for bi
R-32Z
Curb
Heavy C
Also ava
R-324
Curb
Heavy [
NEENAHINV
POUNDRY COMPANY

no
STORMWATER DETENTION POND CALCULATIONS SUMMARY
Project Name Hampton Inn
Designer DMC Date 1 0/ 2 2/ 9 9
Area Draining to Pond (ADP)
Hampton Project, Out Parcel,
SW pond, & Portion of FW #5
379800
T
8.71 9
AC
SF
0.000IAC
Total
379800ISF
8.7191
_
AC .
Built -Upon Area!_(BUA
Hampton Motel Building
19320
SF
0.444
AC
Hampton Drive and Parking
43980
SF
1 .010
AC�_
Hampton Walkways
3300
0.076IAC
Out Parcel Future Development) & Contingency 1
1 36800
g
3.1401AC
Total
203400�SF
I
!
4.6691AC
BUAIADP
0.536
Runoff from 1" Rainfall
1 6838
CF
85% or 90% TSS Removal
901
Pond Depth
41
FT
SA/ADP Ratio
0.Q466
`�
Water Surface Areas
I
Minimum Required at Normal Pool
! 176991SF
Amount Proposed at Normal Pool
512110!;�
SF
Amount at Storage Pool
5355F
Elevations
Bottom
I 33.00
1 FT MSL
Normal Pool
37.00
FT MSL
Storage Pool
3 7.3 5
FT MSL
3
Flood Pool}
1
37.90
FTMSL

U
STORMWATER POND DRAWDOWN CALCULATIONS
PROJECTNAME Hampton Inn
POND I.D. (Only one pond)
DE5tGNER DMC
DATE 1 W22/99
NORMALPOOLI
elevationl 37.001
surface areal
51210
sf
I
I E
I
I
STORAGE POOL
elevalionj 37.35
ff. msl I
surface areal
53550
sf
I
I
I
I
ORIFICE:
elevation 37.00
ft. msl I
diameter
1 .751
inches
# of ORIFICES
2
Time Increment for Drawdowmi
2
hr
Drop in
End
Begin Water
Orifice I
Incremental
Drop in Water I
End Water
Time Hr.
Elev.(it msl
Head 1t
Q�cfs
Vol. cf
Surface it
Eiev, ft msl
0
37.35
0.35
0.0952
685
0.0131
37.34
2
37.34
0.34
0.0934
672
0.0126
37.32
4
37.32
0.32
0.0916
660
0.0124
37,31
6
37.31
0.31
0.0898
647 I
0.0121 I
37.30
8
37.30
0.30
0.0881
634
0.0119
37.29
10
37,29 1
0.29
I 0,0863
621
0,0117
12
37,28
0.28
I 0.0845
609
0.0115 I
_37.28
37,26
14
37.26
0.26
I 0.0828
596
0.0112
37.25
16
37.25
0.25
0.0810
583
0.0110
37.24
18
37.24
0.24
0.0792
570
0.0108
37.23
20
I 37.23
0.23
0.0774
557
0,0106
37.22
22
37.22
0.22
0.0756
545
0.0103
37.21
24
37.21
0.21
0.0738
532
4.0101
37.20
26
37.20
0.20
D.0721
519
0.0099
37.19
28
37.19
0.19
0.0703
506
0.0096
37,18
30
37.18
0.18
I 0,0685
493
0.0094
37.17
32
37.17
0.17
0.0667
480
0.0092
37.16
34
37.16
0.16
0.0649
467
0.0089
37.15
36
I 37.15
0.15
0.0631
454
0.0087
37.14
38
37.14
0.14
0.0612
44i
0.0085
37.14
40
I 37.14
0.14
0.0594
428
0.0082
37.13
42
37.13
0.13
0.0576
415
0.0080
37.12
44
37.12
0.12
0.0558
402
0.0077
37.11
46
37.11
I 0.11
_0.0540
j 389
1_ 0,0075
37.11
48
-37A,
0.111
0.0522
� 376
0.00772
37,10
50
37.10
0.10
I 0.0503
362
0_0070
l- 37.09 _
52
I 37.09
0.09
L0.0485
I 349
I 0.0067
i 37.08
54
37.08
0.08
0.0467
I 336
0.0065
37.08
56
37.08
0.08
0.0448
323
O.QOfi2
37.07
58
37.07
0.07
0.0430
I 310
0.0060
37.07
60
I 37.07
0.07
0.0412
296
0.0057
37.06
62
37.06
0.06
0,0393
283
0.0055
37.05
64
37.05
0.05
0.0375
270
0.0052
37.05
66
37.05
0.05
0,0356
256
0.0050
37.04
68
37.04
0.04
0.0338
243
0.0047
37.04
70
37.04
0.04
0.0319
230
0.0045
37.03
72
37.03
1
0.0300
216
0.0042
37.03
74
37.03
I 0.03
0.0282
203
0,0039
37,03
76
37,03
0.03
0,0263
189
0.0037
37,02
78
37.02
0.02
0.0244
176
0.0034
37.02
80
37.02
0.02
0.0225
162
0.0032
37.02
82
37.02
0.02
0.0206
149
0.0029
37.01
84
I 37.01
0.01
0.0187
135
O.D026
37.01
86
I 37.01
i 0.01
0.0168
121
1 0.0024
I 37.01
88
37.01
I 0.01
I 0,0149
107 _
I 0.0021
I 37.01
90
37.01
I^ 0.01
I 0.0129
1 93
I 0.0018
37.00

FOREBAY VOLUME COMPARED TO TOTAL POND VOLUME
ELEVATION
FT MSL
SURFACE AREA S
INCREMENTAL VOLUME C
ACCUMULATED VOLUME CF
FOREBAY
MAIN POND
FOREBAY
MAIN POND_j
FOREBAY
MAIN POND
33 j
1216
15654
1
2385
18920
2385
18920
34
3554
22186
4764
25285
7149
44205
35
5973
28384
_
7188
31375
1 14337
75580
36
8403
34365
_
9751
37240
24087
112819
37
11098
40114
4004
14330
28091
127149
37.35
11780
41770
FOREBAY VOLUME/TOTAL POND VOLUME = 28091/(28091+127149) 0.181

■
G10 PIPE HYDRAULICS
PROJECT NAME j
HAMPTON INN
Designer
DMC
Dated
1 0122/99
I
i
I
BACKWATER
STRUCTURE I.D.
SW POND OUTLET
TYPE FLOW
HEAD
ELEV.
I
FLOWRATE cfs
,'
PPE
2.03
37.03
I
PIPE DIAMETER in-
>;';- u;;''`;a;'?30
WEIR
0.90
38.25
INVERT -IN
I
ACCEPTED BACKWATER ELEVATION IS
THE HIGHER OF THE TWO CALCULATED.
3,31
_
TYPE PIP E
.:., ; • .,. • HDPE
MAN NING'S N VALUE
` :a`%>°>,-.'.•=001.2
�
I
�
PIPE LENGTH
Cd (Discharge Coe€.
•'ii:=: r:'x:'062
I
RISER DIAMETER in.
"'<< =.:736
Pipe Area sf 4.909375
RISER ELEVATION
�"'':;� ';'%� 37.39
Wetted Perimeter (€t) ­7-.855
I
I
I I
WEIR FLOW COEF.
'" `''' ;ifs' : 4:
Hydraulic Radius O:63
TAILWATER ELEV.
I
REFERENCE: Civil Engineering Reference Manual, pages 5-19 & 5-20. 7YPE 4 PIPE FLOW (submerged outlet) is conservatively
assumed due to the fact that flood conditions are being considered.
N Values: Use 0.12 for smooth wall HDPE or concrete. See manufacturers literature for CMP.
Cd Values: Use 0.62 for square -edged openings unless know that opening will be rounded or projecting outward.

Page No,
Project Name
Sheet Title lvef-.+,
Designer C671y—
Date -1b 121
42
7
MANNING'S FULL FLOW IN PIPE
Pipe Diameter (in.)
Type Pipe
" n Value
Slope
Flow Area (SF)
Wetted Perimeter (FT.)
Hydraulic Radius (FT.)
Velocity (FPS)
Flowrate (CFS)
18'
Concrete
0,012
0'.0100
1.7663
4.7100
0.3750
6.44
11.37
ii
—7
East Coast Engineering Co., P.A.
Shallotte, North Carolina

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4CY

Page No. @
Project Name
Designer(��
Sheet Title T",1,4 1,
Date
T,11,4-! 6T
1.0
PROJECT NAME: Ham eton Inn
CHANNELI.D. Swale Behind Motel
Designer: DUC
Date:
10/26199
COMPUTED a (CFS)
Target 0 (cfs) —4t70
F 1,0
Left Bank SI pe (H/V)
Right Bank Slope (HfV)
Bottom Width (ft)
Mannino' n
Channel Slope Jft/ft) 01013
FLOW DEPTH
l AVERAGE VELOCITY (FPS)1.9
Flow Area (sf) 0.5292
Wetted Perimeter (f t) 2,656
Hydraulic Radius (f t) 0.199
— --- ------
_ 1 k I � i E
I i
i .
East Coast Engineering Co.. P.A.
Shallotte, North Carolina

SCS PEAK DISCHARGE METHOD
(Reference:
EC Manual, Section 8)
PROJECTNAME Hampton Inn
PONWCHANNEUPIPE I.D. Stream along north property line
DESIGNER DMC
DATE
1 0/ 2 0/ 9 9
STEP i
Drainage Area (ac.) 300
Hydraulic Length (ft.)
7300
Average Slope (%) 0.0021
STEP
Soil Group B/C
CN Value
82
(Table 8.03b)
STEP 3
a)
Storm Frequency (yr.) 10
24-hr.Rainfall Amount (in.)
7,0
(Fig 8.03h thru 8.03m)
b)
Runoff Depth (in.) 2.8
(Table 8.030)
STEP 4
a)
Equivalent D.A. (ac.) 378
(Figure 8.03n)
b)
Disharge per inch of 80
01 (cfs)
224
of Runoff (cfs/in.)
(Fig 8.03o, 8.03p, or 8.03q)
�)
02 (cfs) 178
STEP 5
a)
% Impervious Area 15
Factor IMP
1,11
(Fig 8.03r)
b)
% Hyd. Length Modified 0
Factor HLM
1.08
(Fig 8.03r)
c)
03 (cfs) 211
STEP&
Avg. Watershed Slope (%) 0.0021
Slope Factor
0.54
(Table 8.03d)
04 (cs) 114
STEP
Ratio of D.A. to Ponding 2
Ponding Factor
0.53
and/or Swampy Areas
0 peak (cfs) 6 0
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PROJECT NAME: Hampton Inn
CHANNEL I.D. Ditch along northern property line
Designer; DW Date: 10/20/99
COMPUTED Q (CES
Target Q (cfs) 60.0; F 60.5
Leff Bank Slope HN) 3
Riaht Bank Slope (HN) 1
Bottom Width ft 0
Manning' n OQ3
Channel Sloe ft/ft 0005 .
FLOW DEPTH (FT) 2.7.6
AVERAGE VELOCITY (FPS ' 3.97
f
Flow Area sf 15.2352
Wetted Perimeter ft 12.631
Hvdraulic Radius (fi) 1.206
o-f
r
H �--
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J

9
PROJECT NAME: Hampton inn
CHANNEL 1.11. Diversion Ditch North of Stormwater Pond
Designer: DMC
Date: 10/26/99
COMPUTED Q (CFS)
Target O (cts)
.60�0
60.7
Leit Bank Slope (HN)..
3 .
Right Bank Sloe HN
3
Bottom Wldth ft
5
Manning' n
0.03
Channel Sloe ft/ft}
0.005
FLOW DEPTH (FT)
i 66
AVERAGE VELOCITY (FPSj'
1
M61__
Flow Area (s1)
16.5668
Wetted Perimeter (ft)
15.499
Hydraulic Radius (ft)
1.069