SW8030322_COMPLIANCE_20030627

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW Jj�/ "ram✓�ial
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

i
FAX COVER SHEET
Date: June 27, 2003 No. of Pages: 3
To: Phil Norris From: Laurie Munn
Company: Andrew & Kuske Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 030322
Project Name: Golden Sands/Sandfiddler Motel
MESSAGE:
WEST
1. Please include a bypass structure detail for the west side overflow. The bypass must
overflow through a 50' vegetative filter on -site. I have enclosed a detail.
EAST
1. The SHWT on the east side is 4.1' while the west side is 7.3', the approximate
location determined by Vincent Lewis. Since we only tested 1 location, we must
default to the elevation determined by Vincent. If you feel that this is incorrect, we
can meet at the site. Vincent and I are doing investigations on July 161h. Otherwise,
since we have no information for this side but we expect that the water tables are
likely the same level, the site should be designed for the elevation determined by
Vincent.
2. Please include a detail of the bypass filter on the plans. Each bypass must be 50' long
and be located on -site.
3. I am still not sure how the area behind the east building drains. Do the sidewalks and
storage buildings all drain to the yard basin structure? Is anything draining through
the 34" pve pipes to the adjacent property. All BUA must enter the infiltration
system.
S:IWQSISTORM WATIADDfNFO120031030322 iune03
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P. 1
COMMUNICATION RESULT REPORT ( JUN.27.2003 12:54PM
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PACE
----------------------------_----------------------------___-----------------------------------------
569 MEMORY TX 9--3439604 OK P. 3/9
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEET
Date: June 27, 2003 No. of Pages: 3
To: Phil Norris From: Laurie Munn
Company: Andrew & Kuske Water Quality Section - Stormwater
FAX #: [phone] FAX ## [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 030322
Project Name: Golden Sands/Saudiiddler Motel
MESSAGE:
WEST
1. Please include a bypass structure detail for the west side overflow. The bypass must
overflow through a 50' vegetative filter on -site. T have enclosed a detail.
EAST
1. The SH WT on the east side is 4. V while the west side is 7.3', the approximate
location determined by Vincent Lewis. Since we only tested 1 location, we must
default to the elevation detennined by Vincent. If you feel that this is incorrect, we
can meet at the site. Vincent and I are doing investigations on July 16`}'. Otherwise,
since we have no information for this side but we expect that the water tables are
likely the same level, the site should be designed for the elevation determined by

Date
Design
Andrew and Kuske
JSheet
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 pf
Check
Job
For Job No.
D Z ?-q 1
�Ta+�'lGrl 04tZV 44 770-o,).t
79
k4� 4 0229 /

Date
Design
Andrew and Kuske
Sheet
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401
Of
Check
Job
For
Job No.
pZ Zy !
P4w6-t--,T
Tarrx. _ /• 3 7 4c46-s
70rrx 11vfOeSeI-10V6 = 0-9a lxrZCs
�y3TErr ,s t2e$i pA-J&t::7 -Z> v10 ry
`r6WIe ,5 7V e-e- 7 0-7 IA J /'`}'e) G-jr TldDv T
d✓ T j ir�'1 C• 5>0/I.0 /-j CJO r v
gP �� 7-0 / iNC.Ag OF 2vA.)0r-P Fed.
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r
7D10 of 7VE ��•u c" = c v. 10.0
652.Ecloaf70--) /,o 70 �5o Ye 5Dv P.r7
7V15 570dW&C Af-6L `d 2� 5 co I FT 3
rx�ac.� = 3 j c'13 S 3

41
Date Design Andrew and Kuske Sheet
902 Market St. CONSULTING ENGINEERS, INC, Wilmington, N.C. 28401 Of
Check Job For Job No,
D Zz9 I
SST S i of
-/- D-i 7H— = O • fv 4C.
J60 YS092 5-70e-'?7 C9
• 5-Af:57eW coVLn� 57al ) q/6T'
d0 Pzorvi 1 In tJl O cJ 5 iB tie: X 1 N C%Ol d 5 Ptae
-Via 6V-- IF, qO /
�jT�2rxcC� TLC- P = 11 Co q 5 F7- 3
P+3 cam- 17 3 CP PT 3

j o `{e-
GOLDEN SANDS 02125 Type !l/ 24-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 1
H droCADO 6.10 s/n 000479 ©1986-2002 Applied Microcomputer Systems 3/25/03
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=7.00"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: West Side Drainage Area
Subcatchment 2S: East Side Drainage Area
Pond 1P: West Infiltration Area
Pond 2P: East Infiltration Area
Runoff Area=1.370 ac Runoff Depth=4.31"
Length=100' Tc=1.3 min CN=79 Runoff-- 8.03 cfs 0.492 of
Runoff Area=0.690 ac Runoff Depth=4.20"
Length=150' Tc--1.9 rain CN=78 Runoff-- 3.93 cfs 0.242 of
Peak Storage= 906 cf @ 8.16' Inflow-- 8.03 cfs 0.492 of
Primary= 5.17 cfs 0.492 of Outflow-- 5.17 cfs 0.492 of
Peak Storage= 688 cf @ 8.03' lnflaur- 3.93 cfs 0.242 of
Primary-- 2.11 cfs 0.242 of Outflow-- 2.11 cfs 0.242 of
Total Runoff Area = 2.060 ac Runoff Volume = 0.734 of Average Runoff Depth = 4.27"

10 Ye
GOLDEN SANDS 02125 Type 111 24-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCADO6.10 sin 000479 _0_1986-2002 Applied Microcom2uter Systems 3/25103
Subcatchment 1S: West Side Drainage Area
Runoff = 8.03 cfs @ 12.02 hrs, Volume= 0.492 af, Depth= 4.31"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
— Area (ac)
CN
Description
0.430
39
>75% Grass cover, Good, HSG A
_ 0.940
98_
Pavedp__arking & roofs —
1.370
79
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) _ (fttsec) (cfs)
1.3 100 0.0100 1.2 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.50"
Subcatchment 1S: West Side Drainage Area
Hyd rog raph
Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

IV je,
GOLDEN SANDS 02125 Type 111 24-hr Rainfall= 7. 00 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
H droCAD® 6.10 sin 000479 ©1986-2002 Applied Microcomputer Systems 3/25/03
Subcatchment 2S: East Side Drainage Area
Runoff = 3.93 cfs @ 12.03 hrs, Volume= 0.242 af, Depth= 4.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
Area (ac)
CN
Description
0.230
39
>75% Grass cover, Good, HSG A
0.460
98
Paved parking & roofs
0.690
78
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fttsec) (cfs)
1.9 150 0.0100 1.3 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.5U'
Subcatchment 2S: East Side Drainage Area
Hydrog ra ph
10 Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

GOLDEN SANDS 02125 Type Ill 24-hr Rainfall= 7. 00 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCAM 6.10 s/n 000479 01986-2002 Applied Microcomputer Systems 3/25103
Pond 1 P: West Infiltration Area
Inflow Area = 1.370 ac, Inflow Depth = 4.31"
Inflow - 8.03 cfs @ 12.02 hrs, Volume= 0.492 of
Outflow = 5.17 cfs @ 12.00 hrs, Volume= 0.492 af, Atten= 36%, Lag= 0.0 min
Primary = 5.17 cfs @ 12.00 hrs, Volume= 0.492 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 8.16' Surf.Area= 3,438 sf Storage= 906 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)
(sq-ft)
(%)
(cubic -feet)
_(cubic -feet)
7.50
3,438
40.0
0
0
10.00
3,438
40.0
3,438
3,438
Primary OutFlow Max=5.17 cfs @ 12.00 hrs HW=7.70' (Free Discharge)
t-1=Exfiltration (Controls 5.17 cfs)
#—Routing Invert—Outlet7Devices _ ---
1 Primary 0.00' 0.090300 fpm Exfiltration over entire Surface area
Pond 1 P: West Infiltration Area
Hydrog ra ph
.......... _.,._.._ ...._ .. 8.03 ds
7
,
6
"
.............:............:............
!.........._. ....... !.._.
5.17 ds
U 5_
3
0
1 4
..................... ......... ?........ .......................
3.�
2
1
M ,+ •
I[l'
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

GOLDEN SANDS 02125 Type 11124-hr Rainfall= 7. 00 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 5
HydroCADO 6.10 sh 000479 01986-2002 Applied Microcomputer Systems 3/25/03
Pond 2P: East Infiltration Area
Inflow Area = 0.690 ac, Inflow Depth = 4.20"
Inflow = 3.93 cfs @ 12.03 hrs, Volume= 0.242 of
Outflow = 2.11 cfs @ 11.95 hrs, Volume= 0.242 af, Atten= 46%, Lag= 0.0 min
Primary = 2.11 cfs @ 11.95 hrs, Volume= 0.242 of
Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 8.03' Surf.Area= 1,400 sf Storage= 688 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)
(sq-ft)
(%)
(cubic -feet)
(cubic -feet)
6.80
1,400
40.0
0
0
9.90
1,400
40.0
1,736
1,736
Primary OutFlow Max=2.11 cfs @ 11.95 hrs HW=6.84' (Free Discharge)
L1=E41tration (Controls 2.11 cfs)
# Routing Invert Outlet Devices
1 Primary 0.00' 0.090300 fpm Exfiltration over entire Surface area
Pond 2P: East Infiltration Area
kydrog ra ph
p Inflow
D Primary
Time (hours)

2ry --re-
GOLDEN SANDS 02125 Type Ill 24-hr Rainfall=8.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 1
H droCADO 6.10 sln 000479 ©1986-2002 Applied Microcomputer Systems 3/25/03
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=8.00"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: West Side Drainage Area
Subcatchment 2S: East Side Drainage Area
Pond 1P: West Infiltration Area
Pond 2P: East Infiltration Area
Runoff Area=1.370 ac Runoff Depth=5.19"
Length=100' Tc=1.3 rein CN=79 Runoff-- 9.60 cfs 0.592 of
Runoff Area=0.690 ac Runoff Depth=5.OT'
Length=159 Tc=1.9 min CN=78 Runoff-- 4.71 cfs 0.292 of
Peak Storage= 1,687 cf @ 8.73' Inflow-- 9.60 cis 0.592 of
Primary= 5.17 cfs 0.592 of Outflow-- 5.17 cfs 0.592 of
Peak Storage= 1,169 cf @ 8.89' Inflow-- 4.71 cfs 0.292 of
Primary-- 2.11 cfs 0.293 of Outflow-- 2.11 cfs 0.293 of
Total Runoff Area = 2.060 ac Runoff Volume = 0.884 of Average Runoff Depth = 5.16"

GOLDEN SANDS 02125 Type 11124-hr Rainfall=8.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCAD® 6.10 s/n 000479 O 1986-2002 Applied Microcomputer Systems 3125/03
Subcatchment 1S: West Side Drainage Area
Runoff = 9.60 cfs @ 12.02 hrs, Volume= 0.592 af, Depth= 5.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=8.00"
Area (ac)
CN
Description
0.430
39
>75% Grass cover, Good, HSG A
0.940
98
Paved parking & roofs
1.370
79
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (!29t) (ft/ft) (fV§.ec - (cfs)
1.3 100 0.0100 1.2 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.50"
Subcatchment 1S: West Side Drainage Area
H yd rog raph
5 6 7 8 9 10 11 12 13 14 1s 16 17 18 19 20
Time {hours}

t45 Ye-
GOLDEN SANDS 02125 Type if/ 24-hr Rainfall=8.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
HydroCAM 6.10 s/n 000479 ©1986-2002 Applied Microcomputer Systems 3/25/03
Subcatchment 2S: East Side Drainage Area
Runoff = 4.71 cfs @ 12.03 hrs, Volume= 0.292 af, Depth= 5.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type ill 24-hr Rainfall=8.00"
Area (ac)
CN
Description
0.230
39
>75% Grass cover, Good, HSG A
0.460
98
Paved parking & roofs
0.690
78
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
1.9 150 0.0100 1.3 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.59'
Subcatchment 2S: East Side Drainage Area
H yd rog ra ph
❑ Runoff
4.71
ds
:
..........................................................
.....................
4-
„ 3
..........:.............:.............:.............`-
.--..-.. - ...... --
ei'
O
2-
r41
f°
l
........... i............. i.............;..........
_.............:.............
1
.
i
10 11 12 13 14 15 16 17 18 19
Time (hours)

v5 re
GOLDEN SANDS 02125 Type Ill 24-hr Rainfall=8.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
H droCAM 6.10 sln 000479 01986-2002 Applied Microcomputer Systems 3125103
Pond 1P: West Infiltration Area
Inflow Area = 1.370 ac, Inflow Depth = 5.19"
Inflow = 9.60 cfs @ 12.02 hrs, Volume= 0.592 of
Outflow = 5.17 cfs @ 11.95 hrs, Volume= 0.592 af, Atten= 46%, Lag= 0.0 min
Primary = 5.17 cfs @ 11.95 hrs, Volume= 0.592 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peale Elev= 8.73' Surf.Area= 3,438 sf Storage= 1,687 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum -Store
(feet) _
(s4-ft)
(%)
(cubic -feet)
(cubic -feet)
7.50
3,438
40.0
0
0
10.00
3,438
40.0
3,438
3,438
Primary OutFlow Max=5.17 cfs @ 11.95 hrs HW=7.57' (Free Discharge)
t1=Exfiltration (Controls 5.17 cfs)
# Routing Invert Outlet Devices
1 Primary 0.00' 0.090300 fpm Exfiltration over entire Surface area
Pond 1P: West Infiltration Area
Hydrograph
m
} 4
Zn
1A. F s ���
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

zti rz-
GOLDEN SANDS 02125 Type /if 24-hr Rainfall=& 00"
Prepared by Andrew & Kuske Consulting Engineers, Inc_ Page 5
HydroCAD® 6.10 sln 000479 O 1986-2002 Applied Microcomputer Systems 3/25/03
Pond 2P: East infiltration Area
Inflow Area W 0.690 ac, Inflow Depth = 5.07"
Inflow = 4.71 cfs @ 12.03 hrs, Volume= 0.292 of
Outflow = 2.11 cfs @ 11.95 hrs, Volume= 0.293 af, Atten= 55%, Lag= 0.0 min
Primary - 2.11 cfs @ 11.95 hrs, Volume= 0.293 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Bev= 8.89' Surf.Area= 1,400 sf Storage= 1,169 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc -Store
Cum.Store
Meet)
(sq-g)
(%)
_ cubic -feet)
(cubic -feet)
6.80
1,400
40.0
0
0
9.90
1,400
40.0
1,736
1,736
Primary OutFlow Max=2.11 cfs @ 11.95 hrs HW=6.92' (Free Discharge)
t1=Exfiltration (Controls 2.11 cfs)
# Routing invert Outlet Devices
1 Primary 0.00'� 0.090300 fpm Exfiltration over entire Surface area
Pond 2P: East Infiltration Area
Hyd rog ra ph
j] Inflow
[j Primary
Time (hours)

yv -re-
GOLDEN SANDS 02125 Type li124-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 1
H droCADO 6.10 s/n 000479 ©1986-2002 Applied Microcomputer Systems 3/25/03
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=9.00"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: West Side Drainage Area
Subcatchment 2S: East Side Drainage Area
Pond 1P: West Infiltration Area
Pond 2P: East Infiltration Area
Runoff Area=1.370 ac Runoff Depth=6.06'
Length=100' Tc=1.3 min CN=79 Runoff= 11.16 cfs 0.694 of
Runoff Area=0.690 ac Runoff Depth=5.96"
Length--150' Tc=1.9 min CN=78 Runo-5.49 cfs 0.343 of
Peak Storage= 2,561 cf @ 9.36' Inflow = 11.16 cfs 0.694 of
Primary= 5.17 cfs 0.697 of Outflow-- 5.17 cfs 0.697 of
Peak Storage=1,695 cf @ 9.83' Inflow-- 5.49 cfs 0.343 of
Primary= 2.11 cfs 0.344 of Outflow= 2.11 cfs 0.344 of
Total Runoff Area = 2.060 ac Runoff Volume = 1.037 of Average Runoff Depth = 6.04"

5'o 74
GOLDEN SANDS 02125 Type 111 24-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
Hy-droCAD® 6.10 sln 000479 ©1986-2002 Applied Microcomputer Systems _ 3/25/03
Subcatchment 1S: West Side Drainage Area
Runoff - 11.16 cfs @ 12.02 hrs, Volume= 0.694 af, Depth= 6.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type lit 24-hr Rainfall=9.00"
Area (ac)
CN
Description
0A30
39
>75% Grass cover, Good, HSG A
0.940
98
_Paved parking & roofs
1.370
79
Weighted Average
Tc Length Slope Velocity Capacity Description
min feet ft/ft ftlsec cfs
1.3 100 0.0100 1.2 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.50"
Subcatchment 1S: West Side Drainage Area
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

yo `f4
GOLDEN SANDS 02125 Type M 24-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
HydroCAD® 6.10 sfn 000479 01986-2002 Applied Microcomputer Systems 3/25/03
Subcatchment 2S: East Side Drainage Area
Runoff = 5.49 cfs @ 12.03 hrs, Volume= 0.343 af, Depth= 5.96"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=9.00"
Area (ac) CN Descri
0.230 39 >75% Grass cover, Good, HSG A
0.460 98 Paved parking & roofs
0.690 78 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (fttsec) (cfs)
1.9 150 0.0100 1.3 Sheet Flow, Paved parking
Smooth surfaces n= 0.011 P2= 4.50"
Subcatchment 2S: East Side Drainage Area
Hydrograph
............ .<...... ...... ;............. >............ <.......... .., ............;............
❑ Runoff
cfs
r
y
as
S
•Y
...�-. .....
}.Yik .......... �......................... ............-..-- ........ ........
y_................
�c
day
y,
ay
s'^
it
x
0-
S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6'0 r4-
GOLDEN SANDS 02125 Type 11124-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCA[8 6.10 s/n 00.0479 O 1986-2002 Applied Microcomputer Systems 3125/03
Pond 1P: West Infiltration Area
Inflow Area = 1.370 ac, Inflow Depth = 6.08"
Inflow = 11.16 cfs @ 12.02 hrs, Volume= 0.694 of
Outflow = 5.17 cfs @ 11.95 hrs, Volume= 0.697 af, Atten= 54%, Lag= 0.0 min
Primary - 5.17 cis @ 11.95 hrs, Volume= 0.697 of
Routing by Stor-tnd method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 9.36' Surf.Area= 3,438 sf Storage= 2,561 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum -Store
feet
s -ft
%
cubic -feet
cubic -feet
7.50
3,438
40.0
0
0
10.00
3,438
40.0
3,438
3,438
Primary OutFlow Max=5.17 cfs @ 11.95 hrs HW=7.64' (Free Discharge)
L1=Exfiltration (Controls 5.17 cfs)
# Routing Invert Outlet Devices
1 Primary 0.00' 0.090300 fpm Exfiltration over entire Surface area
Pond 1P: West Infiltration Area
Hydrograph
11.16 c
10
....... .......... ......:........................ .E..... -.................... _ _.
g.....
............1..... ....... :............ :............ :.- ......
'
7
6-
c
.•
..:......................_ .........- i - .......;...
5.17 cfs
4-
'
:............' ........... ,`,............ ........ ......
i....._...
3
.............i............
i
'
........... f....... ................. '... .... .........- r �
10 11 12 13 14 1s 16 17 18 19 20
Time (hours)

GOLDEN SANDS 02125 Type 11124-hr Rainfall= 9. 00 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 5
H droCADO 6.10 s1n 000479 01986-2002 Applied Microcomputer Systems 3/25103
Pond 2P: East Infiltration Area
Inflow Area = 0.690 ac, Inflow Depth = 5.96"
inflow = 5.49 cfs @ 12.03 hrs, Volume= 0.343 of
Outflow w 2.11 cfs @ 11.90 hrs, Volume= 0.344 af, Atten= 62%, Lag= 0.0 min
Primary = 2.11 cfs @ 11.90 hrs, Volume= 0.344 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 9.83' Surf.Area= 1,400 sf Storage= 1,695 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum -Store
(feet)
(sq-M
(%)
(cubic -feet)
(cubic -feet)
6.80
1,400
40.0
0
0
9.90
1,400
40.0
1,736
1,736
Primary OutFlow Max=2.11 cfs @ 11.90 hrs HW=6.84' (Free Discharge)
t1=Exfiltration (Controls 2.11 cfs)
# Routing Invert Outlet Devices _
1 Primary 0.00' 0.090300 fpm ExHitration over entire Surface area
5
m
u
3 3
0
LL
2-
Pond 2P: East Infiltration Area
Hydrog raph
5.49 cfs ;
�! lid...• J
T� r—TTrr
10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Inflow
[J Primary

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
GOLDEN SANDS 1 SANDFIDDLER MOTEL
CAROLINA BEACH, NORTH CAROLINA
For
Golden Sands Motel, LLC
1211 S. Lake Park Blvd.
Carolina Beach, NC 28428
[phone]
March 2003
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] — Fax
E-mail: [e-mail]
A & K Project No. 02291

NARRATIVE
DESCRIPTION:
The project site is a 2.06 acre tract located in Carolina Beach, North Carolina
consisting of sandy topsoil and grades ranging from 0.5% to 2.0%. Approximately 2.0
acres will be graded to allow construction of a new motel complex with paved parking
and paved access. The runoff from the site is estimated using the rational method 10-
year design storm and rainfall data for the area. Construction is scheduled to begin as
soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control
measures. Silt fencing will be provided along each side of the entrance drive where
stormwater would be expected to sheet flow from disturbed areas directly to adjacent
property. Gravel check, dams will not be provided unless the Contractor has to
temporarily discharge into an open ditch instead of the proposed storm drain outfall.
The detention pond will be used as a silt basin during construction and restored to its
design contours prior to completion. A gravel construction entrance will be constructed
at the entrance. Maintenance will be provided by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in New Hanover County. Land disturbing on the site
will exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development will be directed to the infiltration trenches. The
infiltration trenches are designed to accommodate this site with no discharge in a 50-
year storm and storage for the 1st inch of runoff.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. Disturbed areas will be landscaped
or seeded upon completion.

MAINTENANCE PLAN
J
4. All erosion and sediment control practices will be checked for stability and operation
following every runoff -producing rainfall but in no case less than once every week.
Any needed repairs will be made immediately to maintain all practices as designed.
2. The sediment basin will be cleaned out when the level of sediment reaches 2.0 ft
below the top of the riser. Gravel will be cleaned or replaced when the sediment
pool no longer drains properly.
3. Sediment will be removed from the sediment trap and block and gravel inlet
protection device when storage capacity has been approximately 50% filled. Gravel
will be cleaned or replaced when the sediment pool no longer drains properly.
4. Sediment will be removed from behind the sediment fence when it becomes about
0.5 ft deep at the fence. The sediment fence will be repaired as necessary to
maintain a barrier.
5. Check ditches, swales, pond banks, and other seeded areas for erosion and
sedimentation after runoff producing rains. All seeded areas will be fertilized,
reseeded as necessary and mulched according to specifications in the vegetative
plan to maintain a vigorous, dense vegetative cover. Sediment producing areas
should be treated immediately.
6. Inspect gravel construction roads, entrances, and parking areas periodically for
sediment build-up on surface. Topdress with new gravel as needed.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local permit
authority prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary and
permanent erosion control measures shall be coordinated to assure economical, effective,
and continuous erosion and siltation control throughout the construction and
post -construction period. Use the specified seed for both temporary and permanent
seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm weather
planting and unhulled for cool weather planting. Purity of seed shall be a minimum of 98
percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a minimum
of 6 inches.

2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site property
or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be applied
at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.

3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A rip rap at minimum two feet high and three feet thick across the
watercourse, with a one foot thick layer of gravel on upstream side. Remove sediment if
accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet
of the specified seed mixture. Seed shall be worked into the bed to a depth of 114 inch.
Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by
6 inches thick at each entrance to the site used by construction vehicles, until such time as
the permanent roadway is constructed. Remove soil if accumulated to a depth greater than
0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION