SW8970303_HISTORICAL FILE_20080620

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW eq-1
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYM M D D

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO Regional Office
FILE ACCESS RECORD
SECTION SWP DATE/TIME
�/i
NAME �� REPRESENTING
71: 49 .
Guidelines for Access: The staff of the Regional Office is dedicated to making public records in
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to the public to safeguard these records and to carry out our day-to-day program obligations.
Please read carefully the following before signing the form.
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p_m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be limited to
five.
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There is no charge fo-_r_25 or less copies„_cost-mr copy -after the initial 25 is 2.5 per copy.
Payment is to be made by check, money order, or cash in the administrative offices.
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checks on which payment has been refused.
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reviewing files.
FACILITY NAME �SIJ� rfD�D�j COUNTY
2.
3. r ..._
4CicjNa1ture/1WW,6me-6f1$m`
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or Business Date im In. XT_!imect
(Please attach business card to form if available)
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March 24, 2008
Mr. James G. Rice, President
Rice Construction & Development
P.O. Box 6769
Myrtle Beach, SC 29577
Subject:: Stormwater Permit No. SW8970303
Mr. Store It -Phase 2
New Hanover County
Dear Mr. Rice:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number
SW8970303 to Rice Construction & Development, for a High Density stormwater pond to serve
the Mr. Store It -Phase 2 on 5/23/1997. This permit expired on 5/23/2007. Section .1003(h) of
15 A NCAC 2H .1000 (the stormwater rules) requires that applications for permit renewals
shall be submitted 180 days prior to the expiration of a permit and must be accompanied by a
processing fee, which is currently set at $505.00. if this is still an active project please
complete and submit the enclosed renewal application in a timely manner. If this project has
not been constructed and a permit is no longer needed, please submit a request to have the
permit rescinded. If you have sold the project, or are no longer the permittee, please provide
the name, mailing address and phone number of the person or entity that is now responsible
for this permit. Enclosed is a form for change of ownership, which should be completed and
submitted if the property.has changed hands.
Your permit requires that upon completion of construction and prior to operation of the
permitted treatment units a certification of completion be submitted to the Division from an
appropriate designer for the system installed. This is to certify that the permitted facility has
been installed in accordance with the permit, the approved plans, specifications and supporting
documentation. Please include a copy of the certification with your permit renewal request and
processing fee. Enclosed is a copy of a sample certification. Also enclosed is a new Operation
and Maintenance agreement that should be completed and submitted along with your renewal
application.
You should be aware that failure to provide the Designer's Certification and the operation of a
stormwater treatment facility without a valid permit, are violations of NC General Statute 143-
215.1 and may result in appropriate enforcement action including the assessment of civil
penalties of up to $10,000 per day.
If you have any questions, please feel free to contact staff in the stormwater group at
910-796-7215.
Si cerel ,
Ed Beck, Regional Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
One
cc: Wilmington Regional Office Alti ra!!ya
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www•.ncwateiqu31ity.0rk Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110% Post Consumer Paper

Date: November 13, 2007
To: Pat Durrett
From: Elizabeth D. Hickmon
Re: Mr. Store It -Phase 2
SW8970303
Comments:
This permit expired on May 23, 2007. You sent a letter on May 23, 2007, but we have
received no response. For some reason this did not appear on your list of inspections.
James G. Rice, President
SW8970303
Unknown WIRO - Mr.
Rice Construction &
New
Store It -Phase 2
Development
Hanover
5/23/97
5/23/97
P.O. Box 6769
Myrtle Beach, SC 29577
- �¢ 3 49 7 6 �Zfy
CADocuments and SetlingslehickmonlMy DocumentsWemos to PatISW8970303.doc

o�o� w A
CIO �
May 23, 2007
Mr. James G. Rice, President
Rice Construction & Development
P.O. Box 6769
Myrtle Beach, SC"29577
Subject:: Stormwater Permit NorSW8970.303 .J
Mr. Store It -Phase 2
New Hanover County
Dear Mr. Rice:
Nlichael F. Easley, Govcmor
William G. Doss Jr., Secretary
North Carolina Department orI?m•ironnient and Natural Resources
Alan W. Klimek, P.I:. DirecIOr
Division of Water Quality
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8970303
to Rice Construction & Development, for a High Density stormwater pond to serve the Mr. Store It -
Phase 2 on 5/23/1997. This permit expired on 5/23/2007. Section A 003(h) of 15 A NCAC 2H .1000
(the stormwater rules) requires that applications for permit renewals shall be submitted 180 days prior
to the expiration of a permit and must be accompanied by a processing fee, which is currently set at
$420.00. If this is still an active project please complete and submit the enclosed renewal application in
a timely manner. If this project has not been constructed and a permit is no longer needed, please
submit a request to have the permit rescinded. If you have sold the project, or are no longer the
permittee, please provide the name, mailing address and phone number of the person or entity that is
now responsible for this permit. Enclosed is a form for change of ownership, which should be
completed and submitted if the property has changed hands.
Your permit requires that upon completion of construction and prior to operation of the permitted
treatment units a certification of completion be submitted to the Division from an appropriate designer
for the system installed. This is to certify that the permitted facility has been installed in accordance with
the permit, the approved plans, specifications and supporting documentation. Please include a copy of
the certification with your permit renewal request and processing fee. Enclosed is a copy of a sample
certification. Also enclosed is a new Operation and Maintenance agreement that should be completed
and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a
stormwater treatment facility without a valid permit, are violations of NC General Statute 143-215.1 and
may result in appropriate enforcement action including the assessment of civil penalties of up to
$10,000 per day.
If you have any questions, please feel free to contact staff in the stormwater group at 910-796-7215.
Sincere-l'y',
Ed Beck, Regional Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
cc: CWilmingfon Regional Office
North Carolina Division of Water Quahk' Internet: One
127 Cardinal drive 13xtcnsion Phone [phone] North Carolina
Wilininp um, NC 28403 Fax [phone] Naturally
An Equal OpportunitylAffirmative Action Employer— 50% Recycled110% Post Consumer Paper

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
August 12, 1998
Mr. James Rice, President
Rice Construction and Development
PO Box 6769
Myrtle Beach, SC 29577
Subject: Modification for
Mr. Store -It Phase II
Stormwater Project No. SW8 970303
New Hanover County
Dear Mr. Rice:
On August 6, 1998, McKim and Creed Engineers forwarded the Division of Water Quality a copy
of a proposed plan for Sandridge Apartments, Phase III. The runoff from this project was permitted to be
treated in the detendion pond constructed for Mr. Store -It, which was issued to you on May 23, 1997. The
permit allotted 3.26 acres of impervious area for Sand Ridge Apartments. The modification proposes only
2.58 acres, a net reduction of 0.68 acres. The Mr. Store -It pond as permitted, has been designed to handle
this runoff.
All conditions of your current permit remain in force. The modified Sand Ridge Apartments plans
will become part of the approved plans.
If you have any questions, please do not hesitate to call me at [phone].
Sincerely,
1�� /1,16"
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATILETTERS1970303.AUG
cc: Linda Lewis
Herb Fox, P.E., City of Wilmington Engineering
Larry Sneeden, P.E.
Tony Roberts, New Hanover County Inspections
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405, ' Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled110% post -consumer paper

AUG 0 6 1998 John R. Andrew, P.E.
Andrew & Kuske J.A. Kuske, P.E.
— — — CONSULTING ENGINEERS, INC. '- J. Phillip Norris, RE,
902 Market St. * Wilmington, North Carolina 28401-4733 * Telephone [phone] * Fax [phone]
August 5, 1998
Ms. Linda Lewis
NCDENR/Div. of Environmental Mgmt.
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Mr. Store -It Detention Pond
Permit No. SW8 970303
A & K Project No. 97205/96217
Dear Ms. Lewis:
As a part of the approval of the referenced project, additional off -site area was included in the design
and submittal documents to accommodate anticipated runoff from Sandridge Apartments, Phase 11
and III. Phase II is an existing development that presently does not drain to the pond. Phase Ili is
proposed development. The off -site impervious area (0.36 acres) attributed to the Troy Drive
extension was constructed as shown and discharges to the pond.
In completing the plans for Sandridge Phase III, we modified the size and number of buildings and
reduced the parking area. The net result, as detailed below, was a 21 % reduction of impervious
surface.
Permitted Proposed
Area 5.00 3.65
Impervious Area 3.26 2.58
% Impervious 65 71
The difference in total area and percent impervious area is pervious site area that flows off -site.
Per our conversation of August 4, we are attaching two copies of the proposed grading plan and one
original plan with impervious coverage calculations. It is our understanding that a new permit or
existing permit modification are not required.
Sincerely,
ANDREW & KUSKE
CONSULTING GINEERS, INC.
C. Lawrence Sneeden, Jr., P. E.
CLS/tsm
CC' Carroll Mason, Jim Snowa, Herb Fox
M1 7-5

— Andrew & Kuske
CONSULTING ENGINEERS, INC.
John R. Andrew, P.E.
J.A. Kuske, P.E.
J. Phillip Norris, P.E.
902 Market St. • Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fox 910/343-9604
May 6, 1997
Ms. Linda Lewis rsy
NC DEHNR/Div. of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Mr. Store -It, Phase 2
Stormwater Project No. SW8 970303
A&K Project No. 96217
Dear Ms. Lewis:
Page 1 of the calculations has been revised to indicate a design of 90% TSS removal
for the pond. The pond design as submitted was adequate to meet this criteria without
further discussion of that thing downstream of the pond outlet.
Please contact us if you require further information.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
C Z_ /",// -
C. Lawrence Sneeden, Jr., P.E.
CLS/sbs
enclosures
cc: Jim Rice/Rice Construction & Development
96217-1

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Appendices
30
Outlet W = Do + La
pipe 1
diameter (Do)
i idwater - 0.5130
1
RZE
MR
90
80''I:::i
3
m
2 N
rn
i I ! 10
3 5 10 20 50 100 200 500 1000
Discharge (O/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rt v. 1193 8.06.3

Data for MR. STORE -IT, PHASE 2 Page 1
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HVdroCAD 4.523 000479 (c) 1986-1996 Applied Microcomputer Systems
WATERSHED ROUTING
i}
�6 IB
❑E] E
W
y T T
0 O O
a
OSUBCATCHHENT , ❑ REACH A POND I I LINK

Data for MR. STORE -IT, PHASE 2 Page 2
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523 00D479 (c) 1986-1996 Applied Microcomputer Systems
SUBCATCHMENT 1 AREA TO POND I
PEAK= 2.73 CFS @ 12.05 HRS, VOLUME= .14 AF
ACRES
CN
SCS TR-20 METHOD
.42
30
OPEN
TYPE III 24-HOUR
.14
95
BLDG & PAVE
RAINFALL= 7.0 IN
.23
99
WATER SURFACE
SPAN= 10-15 HRS, dt=.02 HRS
.79
62
Method
Comment Tc min
CURVE NUMBER (LAG) METHOD
Segment ID: 3.9
L=120'
s=.06
'/'
SUBCATCHMENT 3 . AREA TO CURB INLET 3
PEAK= .69 CFS @ 12.02 HRS, VOLUME= .03 AF
ACRES CN SCS TR-20 METHOD
.09 95 BLDG & PAVE TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 10-15 HRS, dt=.02 HRS
Method_ Comment Tc (min)
CURVE NUMBER (LAG)^METHOD Segment ID: 2.4
L=80' S=.01 '/'
SUBCATCHMENT 4 AREA TO DROP INLET 4
PEAK= 2.52 CFS @ 12.04 HRS, VOLUME= .13 AF
ACRES CN SCS TR-20 METHOD
.34 95 BLDG & PAVE TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 10-15 HRS, dt=.02 HRS
Method _ _Comment _ Tc (min)
CURVE NUMBER (LAG) METHOD Segment ID: 3.3
L=120' S=.01
SUBCATCHMENT 5
AREA TO DROP INLET 5
PEAK= 1.71 CFS Q 12.04 HRS, VOLUME= .09 AF
ACRES CN SCS TR-20 METHOD
.23 95 BLDG & PAVE TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 10-15 HRS, dt=.02 HRS
Method Comment Tc min
CURVE NUMBER (LAG) METHOD Segment ID: 3.3
L=120' s=.01 '/'

Data for MR. STORE -IT, PHASE 2 Page 3
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HVdroCAD 4.523 000479 (c) 1986-1996 Applied Microcomputer Systems
SUBCATCHMENT 7
AREA TO DROP INLET 7
PEAK= 1.07 CFS @ 12.05 HRS, VOLUME= .05 AF
ACRES CN SCS TR-20 METHOD
.03 30 OPEN TYPE III 24-HOUR
.14 95 BLDG & PAVE RAINFALL= 7.0 IN
.17 84 SPAN= 10-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD Segment ID: 4.1
L=90' s=.01 '/'
SUBCATCHMENT 8
AREA TO DROP INLET 8
PEAK= 1.83 CFS @ 12.08 HRS, VOLUME= .10 AF
ACRES CN' SCS TR-20 METHOD
.06 30 OPEN TYPE III 24-HOUR
.26 95 BLDG & PAVE RAINFALL= 7.0 IN
.32 83 SPAN= 10-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD Segment ID: 6.3
L=150' s=.01 '/'
SUBCATCHMENT 9
AREA TO CURB INLET 9
PEAK= 1.39 CFS @ 12.04 HRS, VOLUME= .07 AF
ACRES CN SCS TR-20 METHOD
.05 30 PLAZA TYPE III 24-HOUR
.18 95 ROAD & SIDE_WALK RAINFALL= 7.0 IN
.23 81 SPAN= 10-15 HRS, dt=.02 HRS
Method _ _ Comment Tc (_min)
TR-55 SHEET FLOW PLAZA 2.2
Grass: Dense n=.24 L=12' P2=4.5 in s=.02
RECT/VEE/TRAP CHANNEL GUTTER 1.4
D=.4' SS= 0 & .02 '/' a=4 sq-ft Pw=20.4' r=.196'
s=.025 '/' n=.02 V=3.96 fps L=340' Capacity=15.9 cfs
Total Length= 352 ft Total Tc= 3.6

Data for MR. STORE -IT, PHASE 2 Page 4
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE'CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523 000479 (c) 1986-1996 Applied Microcomputer Systems
SUBCATCHMENT 10 AREA TO CURB INLET 10
PEAK= 1.39 CFS @ 12.04 HRS, VOLUME= .07 AF
ACRES CN SCS TR-20 METHOD
.05 30 PLAZA TYPE III 24-HOUR
.18 95 ROAD & SIDEWALK RAINFALL= 7.0 IN
.23 81 SPAN= 10-15 HRS, dt=.02 HRS
Method Comment - _ Tc (min)
TR-55 SHEET FLOW PLAZA 2.2
Grass: Dense n=.24 L=12' P2=4.5 in s=.02
RECT/VEE/TRAP CHANNEL GUTTER 1.4
D=.4' SS= 0 & .02 '/' a=4 sq-ft Pw=20.4' r=_196'
s=.025 '/' n=.02 V=3.96 fps L=330' Capacity=15.9 cfs
Total Length= 342 ft Total Tc= 3.6
SUBCATCHMENT 11 SANDRIDGE APTS, PHASE 2 & 3
PEAK= 16.63 CFS @ 12.21 HRS, VOLUME= 1.20 AF
ACRES CN
1.74 30 OPEN
3.26 95 BLDG &PAVE
5.00 72
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 10-15 HRS, dt=.02 HRS
Method Comment - Tc (min)
CURVE NUMBER (LAG) METHOD 15.8
L=480' s=.02 '/'

Data for MR. STORE -IT, PHASE 2 Page 5
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523„ 000479 (c)„ 1966-1996 Applied Microcomputer Systems
REACH 1
POND OUTLET PIPE
Qin = 8.41 CFS @ 12.61 HRS, VOLUME= 1.35 AF
Qout= 8.41 CFS @ 12.61 HRS, VOLUME= 1.34 AF, ATTEN= Or, LAG= .2 MIN
DEPTH END
AREA
DISCH
(FT) (SQ-FT)
(CFS)
0.0
-0.0
0.00
.2
.1
.26
.3
.3
1.07
.5
.4
2.39
1.1
1.3
10.23
1.2
1.5
11.94
1.4
1.7
13.02
1.4
1.7
13.14
1.5
1.8
13.02
1.5
1.8
12.21
i8" PIPE
n= .01
LENGTH= 25 FT
SLOPE= .008 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= .91 FT
PEAK VELOCITY= 7.5 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 3
PIPE
FROM Cl
#3 TO
FES #1
Qin = 21.24
CFS @ 12.20 HRS,
VOLUME=
1.74
AF
Qout= 21.22
CFS @ 12.21 HRS,
VOLUME=
1.74
AF, ATTEN= Q,, LAG=
DEPTH END AREA
DISCH
(FT)
(SQ-FT)
(CFS)
0.0
-0.0
0.00
.2
.2
.51
.4
.4
2.15
.6
.8
4.80
1.4
2.3
20.52
1.6
2.7
23.96
1.8
3.0
26.12
1.9
3.1
26.36
1.9
3.1
26.12
2.0
3.1
24.51
24" PIPE
n= .012
LENGTH= 126 FT
SLOPE= .01 FT/FT
4 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.44 FT
PEAK VELOCITY= 8.8 FPS
TRAVEL TIME = .2 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 4
PIPE
FROM DI
#4 TO
Cl #3
Qin =
4.19 CFS @ 12.04 HRS,
VOLUME=
.22
AF
Qout=
4.17 CFS @ 12.05 HRS,
VOLUME=
.22
AF, ATTEN= Oa, LAG=
DEPTH END
AREA
DISCH
(FT) (SO
-FT)
(CFS)
0.0
-0.0
0.00
.1
0.0
.19
.2
.1
.81
.3
.2
1.81
.7
.6
7.76
.8
.7
9.05
.9
.7
9.87
.9
.8
9.96
1.0
.8
9.87
1.0
.8
9.26
12"' PIPE
n= .01
LENGTH= 65 FT
SLOPE= .04 FT/FT
2 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= .46 FT
PEAK VELOCITY= 11.8 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Data for MR. STORE -IT, PHASE 2 Page 6
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
H droCAD 4.523 000479 c 1986-1996 Applied Microcomputer Systems
REACH 5
PIPE FROM DI 45 TO DI #4
Qin = 1.71 CFS Q 12.04 HRS, VOLUME= .09 AF
Qout= 1.68 CFS @ 12.05 HRS, VOLUME= .09 AF, ATTEN= lt, LAG= .7 MIN
DEPTH END AREA
DISCH
(FT)
(SQ-FT)
(CFS_
0.0
-0.0
0.00
.1
0.0
.12
.2
.1
.50
.3
..2
1.11
.7
.6
4.75
.8
.7
5.54
.9
.7
6.05
.9
.8
6.10
1.0
.8
6.05
1.0
.6
5.67
12" PIPE
n= .01
LENGTH= 165 FT
SLOPE= .015 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= .36 FT
PEAK VELOCITY=. 6.5 FPS
TRAVEL TIME = .4 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 6
PIPE
FROM MH
#6 TO
CI #3
Qin = 19.31 CFS @
12.20 HRS,
VOLUME=
1.49
AF
Qout= 19.29 CFS Q
12.21 HRS,
VOLUME=
1.49
AF, ATTEN= 0%, LAG=
DEPTH END
AREA
DISCH
(FT) (SQ-FT)
(CFS)
0.0
-0.0
0.00
.2
.2
.51
.4
.4
2.15
.6
.8
4.80
1.4
2.3
20.52
1.6
2.7
23.96
1.8
3.0
26.12
1.9
3.1
26.36
1.9
3.1
26.12
2.0
3.1
24.51
24" PIPE
n= .012
LENGTH= 125 FT
SLOPE= .01 FT/FT
CIfu11`l
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.34 FT
PEAK VELOCITY= 8.7 FPS
TRAVEL TIME = .2 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 7
PIPE
FROM Cl
#7 TO MH #6
Qin =
2.79 CFS Q 12.07 HRS,
VOLUME=
.16 AF
Qout=
2.79 CFS Q 12.08 HRS,
VOLUME=
.16 AF, ATTEN= Oak, LAG=
DEPTH END
AREA
DISCH
(FT) (SO
-FT)
(CFS)
0.0
-0.0
0.00
.1
0.0
.14
.2
.1
.59
.3
.2
1.31
.7
.6
5.60
.8
.7
6.53
.9
.7
7.13
.9
B
7.19
1.0
.8
7.12
1.0
.8
6.69
12" PIPE
n= .012
LENGTH= 30 FT
SLOPE= .03 FT/FT
I
0=014el
STOR-IND+TRANS METHOD
PEAK DEPTH= .44 FT
PEAK VELOCITY= 8.4 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Data for MR. STORE -IT, PHASE 2 Page 7
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523 000479 (c) 1986-1996 Applied Microcomputer Systems
REACH 8
PIPE FROM DI #8 TO Cl #7
Qin = 1.83 CFS @ 12.08 HRS, VOLUME= .10 AF
Qout= 1.81 CFS @ 12.09 HRS, VOLUME= .10 AF, ATTEN= It, LAG= .6 MIN
DEPTH END
AREA
DISCH
(FT) (SQ-FT)
(CFS)
0.0
-0.0
0.00
.1
0.0
.10
.2
.1
.41
.3
.2
.93
.7
.6
3.96
.8
.7
4.62
.9
.7
5.04
.9
.8
5.08
1.0
.8
5.04
1.0
.8
4.73
REACH 9
12" PIPE
n= .012
LENGTH= 120 FT
SLOPE= .015 FT/FT
PIPE FROM CI #9 TO MH #6
STOR-IND+TRANS METHOD
PEAK DEPTH= .42 FT
PEAK VELOCITY= 5.8 FPS
TRAVEL TIME _ .3 MIN
SPAN= 10-15 HRS, dt=.02 HRS
Qin = 17.80 CFS @ 12.21 HRS, VOLUME= 1.34 AF
Qout= 17.78 CFS @ 12.21 HRS, VOLUME= 1.34 AF, ATTEN= Oo, LAG= .4 MIN
DEPTH END
AREA
DISCH
(FT) (SQ-FT)
LCFS)
0.0
-0.0
0.00
.2
.1
.38
.3
.3
1.58
.5
.4
3.52
1.1
1.3
15.06
1.2
1.5
17.59
1.4
1.7
19.16
1.4
1.7
19.35
1.5
1.8
19.18
1.5
1.8
17.99
REACH 10
18" PIPE
n= .012
LENGTH= 110 FT
SLOPE= .025 FT/FT
PIPE FROM Cl #10 TO Cl #9
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.22 FT
PEAK VELOCITY= 11.6 FPS
TRAVEL TIME _ .2 MIN
SPAN= 10-15 HRS, dt=.02 HRS
I
Qin = 17.22 CFS @ 12.21 HRS, VOLUME= 1.27 AF
Qout= 17.21 CFS @ 12.21 HRS, VOLUME= 1.27 AF, ATTEN= 0a, LAG= .1 MIN
DEPTH END
AREA
DISCH
(FT) (SQ-FT)
(CFS)
0.0
-0.0
0.00
.2
.1
.38
.3
.3
1.58
5
.4
3.52
1.1
1.3
15.06
1.2
1.S
17.59
1.4
1.7
19.18
1.4
1.7
19.35
1.5
1.8
19.18
1.5
1.8
17.99
18" PIPE
n= .012
LENGTH= 36 FT
SLOPE= .025 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.18 FT
PEAK VELOCITY= 11.6 FPS
TRAVEL TIME _ .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Data for MR. STORE -IT, PHASE 2 Page 8
TEN YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
H drOCAD 4.523 000479 c 1986-1996 Applied Microcomputer Systems
POND 1
DETENTION POND #E1
Qin = 22.55 CFS @ 12.20 HRS, VOLUME= 1.88 AF
Qout= 8.41 CFS @ 12.61 HRS, VOLUME= 1.35 AF, ATTEN= 63%, LAG= 24.5 MIN
Qpri= 8.41 CFS @ 12.61 HRS, VOLUME= 1.35 AF
Qsec= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
(FT) (SF) (CF) (CF) PEAK STORAGE = 43725 CF
31.0 10700 0 0 PEAK ELEVATION= 34.3 FT
32.0 12200 11450 11450 FLOOD ELEVATION= 35.0 FT
32.6 13100 7590 19040 START ELEVATION= 31.0 FT
33.0 13700 5360 24400 SPAN= 10-15 HRS, dt=.02 HRS
34.0 15300 14500 38900 Tdet= 77.6 MIN (1.35 AF)
34.5 17900 8300 47200
# ROUTE INVERT OUTLET DEVICES
1 P 31.0' 2" ORIFICE/GRATE
Q=.6 PI r-2 SQR(2g) SQR(H-r)
2 P 32.6' 3' x .2' ORIFICE/GRATE X 2
Q=.6 Width 2/3 SQR(2g) (H^1.5 - (H-Height]"1.5)
3 P 34.2' 10' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H-1.5 C=3.27+.4 H/3 L=Length-0(.1 H)
4 S 34.3' 20' BROAD -CRESTED RECTANGULAR WEIR X 1.81
Q=C L E-1.5 C=1.72, 1.88, 1,98, 0, 0, 0, 0, 0
Primary Discharge
F--1=Orifice/Grate
�-2=Orifice/Grate
13=Sharp-Crested Rectangular Weir
Secondary Discharge
L-4=Broad-Crested Rectangular W

Data for MR. STORE -IT, PHASE 2 Page 9
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523 000479 (c) 1986-1996 Applied Microcomputer Systems
REACH 1
POND OUTLET PIPE
Qin = 14.45 CFS @ 12.44 HRS, VOLUME= 1.85 AF
QOut= 12.74 CFS @ 12.30 HRS, VOLUME= 1.85 AF, ATTEN= 12e, LAG= 0.0 MIN
DEPTH END AREA
DISCH
FT
S -FT
CFS
0.0
-0.0
0.00
.2
.1
.26
.3
.3
1.07
.5
.4
2.39
1.1
1.3
10.23
1.2
1.5
11.94
1.4
1.7
13.02
1.4
1.7
13.14
1.5
1.8
13.02
1.5
1.8
12.21
REACH 3
18" PIPE
n= .01
LENGTH= 25 FT
SLOPE= .008 FT/FT
PIPE FROM Cl #3 TO FES #1
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.50 FT
PEAK VELOCITY= 7.9 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS
Qin='27.26 CFS @ 12.07 HRS, VOLUME= 2.48 AF
Qout= 25.86 CFS @ 12.22 HRS, VOLUME= 2.48 AF, ATTEN= 5%-, LAG= 8.7 MIN
DEPTH END AREA
DISCH
(FT)
(SQ-FT)
(CFS)
0.0
-0.0
0.00
.2
.2
.51
.4
.4
2.15
.6
.8
4.80
1.4
2.3
20.52
1.6
2.7
23.96
1.8
3.0
26.12
1.9
3.1
26.36
1.9
3.1
26.12
2.0
3.1
24.51
24" PIPE
n= .012
LENGTH= 126 FT
SLOPE= .01 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 2.00 FT
PEAK VELOCITY= 8.9 ?PS
TRAVEL TIME = .2 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 4
PIPE
FROM DI
#4 TO
Cl #3
Qin =
5.42 CFS @ 12.04 HRS,
VOLUME=
.26
AF
QOut=
5.41 CFS @ 12.04 HRS,
VOLUME=
.28
AF, ATTEN= 06, LAG=
DEPTH END AREA DISCH
(FT)
(S -FT)
CFS
0.0
-0.0
0.00
.1
0.0
.19
.2
.1
.81
.3
.2
1.81
.7
.6
7.76
.8
.7
9.05
.9
.7
9.87
.9
.8
9.96
1.0
.8
9.87
1.0
_8
9.26
12" PIPE
n= .01
LENGTH= 65 FT
SLOPE= .04 FT/FT
i
1 MIN
STOR-IND+TRANS METHOD
PEAK DEPTH= .54 FT
PEAK VELOCITY= 12.5 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Data for MR. STORE -IT, PHASE 2 Page 10
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
H droCAD 4.523 000479 c 1986-1996 Applied Microcom uter systems
REACH 5
PIPE
FROM DI
#5 TO
DI #4
Qin =
2.21 CFS @ 12.04 HRS,
VOLUME=
.11
AF
Qout=
2.18 CFS @ 12.05 HRS,
VOLUME=
.11
AF, ATTEN= 1%, LAG= .7 MIN
DEPTH END
(FT)_ (SQ-FT)
AREA
DISCH
(CFS)
0.0
-0.0
0.00
.1
0.0
.12
.2
.1
.50
.3
.2
1.11
.7
.6
4.75
.8
.7
5.54
.9
.7
6.05
.9
.8
6.10
1.0
.8
6.05
1.0
.8
5.67
REACH 6
12" PIPE
n= .ol
LENGTH= 165 FT
SLOPE= .015 FT/FT
PIPE FROM MH #6 TO CI #3
STOR-IND+TRANS METHOD
PEAK DEPTH= .42 FT
PEAK VELOCITY= 7.0 FPS
TRAVEL TIME = .4 MIN
SPAN= 10-15 HRS, dt=.02 HRS
Qin = 21.78 CFS
@ 12.08
HRS,
VOLUME= 2.16
AF
Qout= 21.83 CFS
@ 12.09
HRS,
VOLUME= 2.16
AF,
ATTEN= 0%, LAG=
.4 MIN
DEPTH END AREA
DISCH
(FT)
(SO„ -FT)
(CFS)
24"
PIPE
STOR-IND+TRANS METHOD
0.0
-0.0
0.00
PEAK DEPTH= 1.48
FT
.2
.2
.51
n=
.012
PEAK VELOCITY=
8.8 FPS
.4
.4
2.15
LENGTH= 125 FT
TRAVEL TIME =
.2 MIN
.6
.8
4.60
SLOPE=
.01 FT/FT
SPAN= 10-15 HRS,
dt=.02 HRS
1.4
2.3
20.52
1.6
2.7
23.96
1.8
3.0
26.12
1.9
3.1
26.36
1.9
3.1
26.12
2.0
3.1
24.51
REACH 7
PIPE FROM Cl #7 TO
MH
#6
Qin =
3.79 CFS
@ 12.07
HRS,
VOLUME= .21
AF
Qout=
3.78 CFS
@ 12.08
HRS,
VOLUME= .21
AF,
ATTEN= 0%, LAG=
.1 MIN
DEPTH END
FT S
AREA
-FT
DISCH
CFS
0.0
-0.0
0.00
.1
0.0
.14
.2
.1
.59
.3
.2
1.31
.7
.6
5.60
.8
.7
6.53
.9
.7
7.13
.9
.8
7.19
1.0
.8
7.12
1.0
.8
6.69
12" PIPE
n= .012
LENGTH= 30 FT
SLOPE= .03 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= .53 FT
PEAT{ VELOCITY= 9.0 FPS
TRAVEL TIME = .1 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Data For MR. STORE -IT, PHASE 2 Page 11
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HydroCAD 4.523 000479 (c) _1.986-1996 Applied Microcomputer Systems
REACH 8
PIPE FROM DI #8 TO Cl #7
Qin = 2.48 CFS @ 12.08 HRS, VOLUME=
Qout= 2.47 CFS @ 12.09 HRS, VOLUME=
DEPTH END AREA DISCH
FT (SO -FT) CFS 12" PIPE
0.0
-0.0
0.00
.1
0.0
.l0
.2
.1
.41
.3
.2
.93
.7
.6
3.96
.8
.7
4.62
.9
.7
5.04
.9
.8
5.08
1.0
.8
5.04
1.0
.8
4.73
14 AF
14 AF, ATTEN= 1%, LAG= .6 MIN
i
n= .012
LENGTH= 120 FT
SLOPE= .015 FT/FT
STOR-IND*TRANS METHOD
PEAK DEPTH= .50 FT
PEAK VELOCITY= 6.2 FPS
TRAVEL TIME = .3 MIN
SPAN= 10-15 HRS, dt=.02 HRS
REACH 9
PIPE
FROM CI
#9 TO
MH #6
Qin = 19.78
CFS @ 12.09 HRS,
VOLUME=
1.95
AF
Qout= 18.00
CFS Q 12.08 HRS,
VOLUME=
1.95
AF, ATTEN= 9%, LAG= 0.0 MIN
DEPTH END
(FT) (SO
AREA
-FT)
DISCH
(CFS)
0.0
-0.0
0.00
.2
.1
.38
.3
.3
1.58
.5
.4
3.52
1.1
1.3
15.06
1.2
1.5
17.59
1.4
1.7
19.18
1.4
1.7
19.35
1.5
1.8
19.18
1.5
1.8
17.99
REACH 10
01:�!2N»I
n= .012
LENGTH= 110 FT
SLOPE= .025 FT/FT
PIPE FROM CI #10 TO Cl #9
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.50 FT
PEAK VELOCITY= 11.6 FPS
TRAVEL TIME = .2 MIN
SPAN= 10-15 HRS, dt=.02 HRS
Qin = 25.02 CFS
@ 12.20
HRS, VOLUME= 1.85 AF
Qout= 18.00 CFS
@ 12.10
HRS, VOLUME= 1.85 AF,
ATTEN= 28%, LAG=
0.0 MIN
DEPTH END AREA
DISCH
(FT) (SO -FT)
(CFS)
18" PIPE
STOR-IND+TRANS
METHOD
0.0 -0.0
0.00
PEAK DEPTH=
1.50 FT
.2 .1
.38
n= .012
PEAK VELOCITY=
11.6 FPS
.3 .3
1.58
LENGTH= 36 FT
TRAVEL TIME =
.1 MIN
.5 .4
3.52
SLOPE= .025 FT/FT
SPAN= 10-15 HRS, dt=.02 HRS
1.1 1.3
15.06
1.2 1.5
17.59
1.4 1.7
19.18
1.4 1.7
19.35
1.5 1.8
19.18
1.5 1.8
17.99

Data for MR. STORE -IT, PHASE 2 Page 12
FIFTY YEAR 24-HOUR RAINFALL= 9.0 IN
' Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 25 Mar 97
HvdroCAD 4.523 000479 c 1986-1996 Applied Microcom uter Systems
POND 1
DETENTION POND #1
Qin = 28.90 CFS @ 12.05 HRS, VOLUME= 2.69 AF
Qout= 21.43 CFS @ 12.44 HRS, VOLUME= 2.10 AF, ATTEN= 26%, LAG= 23.3 MIN
Qpri= 14.45 CFS @ 12.44 HRS, VOLUME= 1.85 AF
Qsec= 6.99 CFS @ 12.44 HRS, VOLUME= .25 AF
ELEVATION
AREA
INC.STOR
CUM.STOR
(FT)
(SF)
(CF)
(CF)
31.0
10700
0
0
32.0
12200
11450
11450
32.6
13100
7590
19040
33.0
13700
5360
24400
34.0
15300
14500
38900
34.5
17900
8300
47200
STOR-IND METHOD
PEAK STORAGE = 47853 CF
PEAK ELEVATION= 34.5 FT
FLOOD ELEVATION= 35.0 FT
START ELEVATION= 31.0 FT
SPAN= 10-15 HRS, dt=,02 HRS
Tdet= 62.2 MIN (2.09 AF)
#
ROUTE
INVERT
OUTLET DEVICES
1
P
31.0'
2" ORIFICE/GRATE
Q=.6
PI r^2 SQR(2g) SQR(H-r)
2
P
32.6'
3' x
.2' ORIFICE/GRATE X 2
Q=.6
Width 2/3 SQR(2g) (H-1.5 - [H-Height}'1.5)
3
P
34.2'
10'
SHARP -CRESTED RECTANGULAR WEIR
'Q=C
L H^1.5 C=3.27+.4 H/3 L=Length-0(.1 H)
4
S
34.3'
20'
BROAD -CRESTED RECTANGULAR WEIR X 1.81
Q=C L H-1.5 C=1.72, 1.88, 1.98, 0, 0, 0, 0, 0
Primary Discharge
f----1=Orifice/Grate
F---2=Orifice/Grate
L--3=Sharp-Crested Rectangular Weir
Secondary Discharge
I4=Broad-Crested Rectangu

— — Andrew & Kuske
CONSULTING ENGINEERS, INC.
John R. Andrew, P.E.
J.A. Kuske, P.E.
J, Phillip Norris, P.E.
902 Market St.. Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone]
March 25, 1997
Ms. Linda Lewis
NC DEHNR/Div. of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Mr. Store -It, Phase II
New Hanover County
DWQ Project No. SW8 970303
A&K Project No. 96217
Dear Ms. Lewis:
MAR % 6 1997
BY
Attached for your review are three copies each of revised plans and calculations.
The revisions reflect your' comments of March 11 with the following similarly
numbered comments or exceptions:
2. .dames Rice is President of Rice Development and Construction Co., Inc.
3. A plan is provided indicating off -site drainage.
4. A note was placed on the plans stating that the only wetlands are the
creek channel along the west property line.
5. An easement will be recorded over the pond for access and drainage.
7. An energy dissipator detail has been added as the flow distribution device.
9. Pavement is shown on the off -site plan.
10. As these are two separate projects and owners, we cannot provide deed
restrictions for off -site properties. However, the Sandridge project was
approved and permitted prior to 1989. Any change would require

Ms. Linda Lewis/NC DEHNR-DWQ
March 25, 1997
Page 2
modification of the ' Grading Permit and therefore bring it under your
review.
11. 1 have reviewed my calculation of impervious area and believe it to be
correct.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
C. Lawrence Sneeden, Jr., P.E.
CLSlsbs
enclosures
cc: Jim Rice/Rice Construction and Development Co.
96217-3

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
March 11, 1997
Mr. Larry Sneeden, P.E.
Andrew and Kuske Engineers
902 Market Street
Wilmington, NC 28401
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970303
Mr. Store -It, Phase II
New Hanover County
Dear Mr. Sneeden:
The Wilmington Regional Office received a Stormwater Management Permit Application for Mr.
Store -It, Phase II on March 3, 1997. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
5.
6.
7.
8.
A vicinity map on the plans.
Title of James Rice.
A map delineating the 5 acres of off -site drainage area, including contours.
Delineate all wetlands on site, or note on the plans that none exist.
Locate the pond in a recorded access/drainage easement.
Seal the plans and calculations.
be he "Vegetated Filter" detail. Detail the flow di ' .ution device. �64 25 0er1
� b
Report the surface area provided at the storage pool.
Indicate the extent of the`proposed Troy Drive pavement that will drain into this pond.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 0 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Sneeden
March 11, 1997
Stormwater Project No. SW8 970303
ON,10.
D�h
orh
11.
Please note that this request for additional information is in response to a relimin review. The
sp A ary
requested information should be received by this Office prior to April 11, 1997, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
Provide deed restrictions limiting Sandridge Phase 2 and 3 to 3.26 acres of impervious area.
My calculation of the impervious area within Troy Drive as shown is over 6,000 ft2 mare than yours.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
/-"�& A� -
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIADDINFO1970303.MAR
cc: Linda Lewis
Central Files
17

_= M 197�� John R. Andrew, P.E.
Andrew & Kuske tJ J.A. Kuske, P.E.
CONSULTING ENGINEERS, INC. ��+ J. Phillip Norris, P.E.
902 Market St. • Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone]
February 27, 1997
STORMWATER
NC DEHNR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Mr. Store -It, Phase 2
New Hanover County
A&K Project No. 96217
Dear Linda:
Enclosed are three sets of plans for the subject project, calculations, the Division
of Water Quality stormwater management permit application, and a $385.00
check for the processing fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
c z J-2,//
C. Lawrence Sneeden, Jr., P.E.
CLS/sbs
enclosures
cc: Jim Rice/Rice Construction and Development
962175W

A&K Project No. 96217
POND MAINTENANCE REQUIREMENTS CONTINUED
PAGE 2
IV. General
A. Mow the side slopes, not including normally submerged vegetated shelf, according to the season.
Maximum grass height will be 6"
Q. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter; however, they
must be removed when they cover the entire surface area of the pond.
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not accomplished in that
time, the system may be clogged. The source of the clogging must be found and eliminated.
D. All components of the detention pond system must be kept in good working order.
V. Special Requirements.
i, James Rice, Rice Const[Ltction and Development Co.Anc. , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined above, as part of the
Certification of Com nce with Storm ater Regulations received for this project:
Signature:
Date: a� ) A4—Cj 1
1, Ji,-r; oL `'j'}1 . _C O(ema ,r. , a Notary Public for the State of
County of -A*Lk) Ha no J er _ , do hereby certify that
personally appeared before me this 144 t' day of T'�_bv t&o - _ , 19 q and
acknowledge the due execution of the foregoing instrument. Witness my hand and o
My Commission Expires: 7 -.)-U -q-7
Epdf�
!�P 9
! QIARy.
SEAL14
R Gw_.•er

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
May 1, 1997
Mr. Larry Sneeden, P.E.
Andrew and Kuske Engineers
902 Market Street
Wilmington, NC 28401
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970303
Mr. Store -It Phase II
New Hanover County
Dear Mr. Sneeden:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Mr. Store -It Phase II on April 14, 1997. 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. The vegetated filter is not a ditch section that is hydraulically connected such that the grassed
area is underwater. The filter is supposed to act as a final polisher prior to the runoff being
released to the stream. By drawing the contours as you have, and with the invert you show,
a ditch section rather than a true vegetated filter has been created. Enclosed is a detail of the
correct way to design a -vegetated filter. If this vegetated filter detail cannot be followed as
shown, including the Ievel spreader, then the pond must be designed for 90% TSS removal.
The flat topography around here does not lend itself to using a vegetated filter very often.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

N
Mr. Sneeden
May 1, 1997
Stormwater Project No. SW8 970303
. "A
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 June 1, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIADDINFO1970303.MAY
cc: Linda Lewis
Central Files
4

VEGETATIVE FILTER
rinw Spreader
a -m N ttirni or M.m nil
JAI- 41P 30 car SO Foot
AD-
- I I ter
41�
AL 0-
-Ar
OUTLE I-
TURIE
'R c-cr_- I \j I f-j
-x so, m('O.-Fbr -aA w.-Jers.
SECTIOK) /A -A
DETE I,)To�
D

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
April 4, 1997
Mr. Larry Sneeden, P.E.
Andrew and Kuske Engineers
902 Market Street
Wilmington, NC 28401
Subject: ACKNOWLEDGEiVIENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970303
Mr. Store -It Phase II
New Hanover County
Dear Mr. Sneeden:
The Wilmington Regional Office received a Stormwater Management Permit Application for Mr.
Store -It Phase II on March 26, 1997. A preliminary review of that information has determined that the
application is not complete. The following- information is needed to continue the stormwater review:
I. I find myself guessing as to how the map of off -site drainage correlates to the proposed plans.
Does CI-2 on the map correspond to CI-9 on the proposed plans? Does the dark line across
the pavement at that point signify the extent of the Troy Drive pavement that is collected into
the new pond?
2. The energy dissipator device does not qualify as a flow distribution device. Please see the
enclosed vegetated filter detail for information. The idea of the flow distribution device is to
evenly disperse the runoff over the width of the filter to provide a non -erosive flow.
3. Please show the calculations for the velocity in the vegatated filter. I found Reach 1 out of
the pond, but nothing else beyond that.
4. Will Mr. Rice accept the Sand Ridge runoff after they develop? Technically, they can propose
up to 3.26 acres of impervious, new and existing, to be treated in the pond without additional
ponds needed, and I can permit Sand Ridge as an off -sits system.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Sneeden
April 4, 1997
Stormwater Project No. SW8 970303
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 May 4, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWAnADDINF01970303:APR
cc: Linda Lewis
Central Files
01

RECEIVED
APR 14 1997 John R, Andrew, P.E.
Andrew & Kuske BY: 1A. Kuske, P.E.
CONSULTING ENGINEERS, INC. 1 Phillip Norris, P.E.
902 Market St.. Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone]
April 10, 1997
Ms. Linda Lewis
NC DEHNR/Div. of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Mr. Store -It, Phase 2
Project # SW8 970303
A&K Project No. 96217
Dear Linda:
We have reviewed your comments of April 5 and have the following responses:
1. Attached is a marked -up map of Sandridge showing upland drainage
areas. If there is still some confusion, please call me so that we can meet
and come to an understanding.
2 1 do not understand why the energy dissipator does not "qualify" as a flow
distribution device. The 18" flared end section is 3 feet wide at its mouth
(detail attached). Discharge from the flared end section flows across a
riprap bed that is 8' wide by 10' long, which transitions the channel from 3'
wide with 3.1 slopes at the flared end section to 2' wide with 5:1 slopes at
the vegetated filter. It would be highly unlikely that the channel could
transition from 3' wide down to 2' wide and the flow not be evenly
distributed. It is my professional opinion that the design proposed will
function far better than the device in the detail provided to us. We would
like to see some justification for changing our design to an inferior system.
3. Calculations are attached for the vegetative swale, indicating a 1.6 fps
velocity for a 10-year storm.
4. The plans, calculations, and applications for this project all clearly indicate
the intention of Sandridge Apartments to discharge into the Mr. Store -it
pond and for Mr. Store -It to accept it into the system. Mr. Rice is aware of

Ms. Linda Lewis/Div. Of Water Quality
April 10, 1997
Page 2
this discharge and included that in his negotiation to purchase this
property form the Sandridge owners.
Please contact us if further information is required.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
C. Lawrence Sneeden, Jr., P.E.
CLSlsbs
enclosures
cc: Jim Rice/Rice Construction and Development
96217

Data for MR. STORE -IT, PHASE 2 Page 1
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS,INC 10 Apr 97
Hy_droCAD 4.52.3 000479 (c)1986-1996 Applied Microcomputer Systems
REACH 2
VEGETATED SWALE
Qin = 8.41 CFS G 12.61 HRS, VOLUME= 1.34 AF
Qout= 6.41 CFS 0 12.62 HRS, VOLUME= 1.34 AF, ATTEN= 0%, LAG= .5 MIN
DEPTH END AREA
DISCH
_1FT)_
(SQ-FT)
(CFS)
0.0
0.0
0.00
.2
.6
.41
.4
1.6
1.62
.6
3.0
3.80
.9
5.4
8.43
1.2
9.6
18.17
1.6
16.0
35.99
2.0
24.0
61.86
2' x 2' CHANNEL
SIDE SLOPE= .2
n= .027
LENGTH= 30 FT
SLOPE= .002 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= .86 FT
PEAK VELOCITY= 1.6 FPS
TRAVEL TIME = .3 MIN
SPAN= 10-15 HRS, dt=.02 HRS

Precast Concrete
Flared End Sections
i —rr.
Q Oldcastle
I.F7NCP
REINFORCED
:.1a�L.l,.:,:4 ..iha ',1' i"r,. 1 k. h1,. >.Y;fi• �r..�H "e. 'im 'r. ��!'.' e�Yk"!; i"r't�J?., -�
Flexible Piastic Type Joints
Specifications: N.C. Department of Transportation
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11650
N.C. PRODUCTS P.O. BOX 27077 RALEIGH, NC 27611 [phone]
1-800-662-1983