SW8000612_HISTORICAL FILE_20091119

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE-
YYYYMMDD

iA
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
November 19, 2009
Mr. Jeffrey L. Zimmer, Manager
Z-1 Commercial Properties, LLC
111 Princess Street
Wilmington, NC 28402
Division of Water Quality
Coleen H. Sullins
Director
Subject: Session Law 2009-406 — Permit Extension
Stormwater Permit #SW8 000612
High Density -- Kinkos Retail Store
New Hanover County
Dear Mr. Zimmer:
Dee Freeman
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of
Chapter 143 of the General Statutes, which is current and valid at any point between
January 1, 2008, and December 31, 2010. The law extends the effective period of any
stormwater permit that is set to expire during this time frame to 3 years from its current
expiration date.
Accordingly, Stormwater Permit # SW8 000612, which was set to expire on July 6,
2010, is now in effect until July 6, 2013. Please resubmit the renewal application and
fee at least 180 days prior to July 6, 2013, which would be January 6, 2013. A
copy of the Renewal Application can be obtained from the following website:
http://h2o.enr,state.nc.us/su/bmp forms.htm.
If you have any questions, please contact the Division of Water Quality in the
Wilmington Regional Office at 910-796-7215.
Sincerely,
Z� S , 6l
Georgette Scott
Stormwater Supervisor
Division of Water Quality
S:\WQS\STORMWATER\RENEWAL\SL2009-406\000612.novO9
CC' Wilmington Regional Office
Central Files
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St, Ralegh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
L
An Equal Opportunity 1 Affumalive Action Zmployer
NorthCarolina
JVaturally

P. 1
H
FILE MODE
671 ^MEMORY TX
* * * COMMUNICATION RESULT REPORT ( 3UL. 6.2000
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
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93429141
9:29AM )
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MCDENR WIRO
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E-4) NO FACSIMILE CONNECTION
State of North Carolina
Departinent of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James B, Hunt, Governor Bill Holman, Secretary
FAX COVER SKEET
Date: July 5, 2000 Na. of Pages: 1
To: Mark Hargrove, P.E. From: Linda Lewis .9O,----
Company: Eastwind Engineering Water Quality Section - Stormwater
FAX #; 910-342-9141 FAX #: [phone]
Phone #; 910-395-3900
DWQ Stor'mwater Proj ct #SW8 000612
Project Name: K. ko's
MESSAGE:
Mark,
I still don't understand the trench height. The detail indicates that the difference between the
trench bottom and the top ofthe pipe should be 2, 8166, but the difference between the trench bottom
elevation of 41,29 and the overflow elevation of 43.79 reported on the supplement is 25. Please
revise as needed to match up the detail and the supplement,
I'll hold onto the original supplement and let you come in to make any necessary changes.

State of North Carolina
-` Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James B. Hunt, Governor
FAX COVER SHEET
Date: July 5, 2000
To: Mark Hargrove, P.E.
Company: Eastwind Engineering
FAX #: [phone]
DWQ Stormwater Project #SW8 000612
Project Name: Kinko's
MESSAGE:
Mark,
Bill Holman, Secretary
No. of Pages: 1
From: Linda Lewis
AO ----
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
1 still don't understand the trench height. The detail indicates that the difference between the
trench bottom and the top of the pipe should be 2.8166', but the difference between the trench bottom
elevation of 41.29 and the overflow elevation of 43.79 reported on the supplement is 2.5'. Please
revise as needed to match up the detail and the supplement.
I'll hold onto the original supplement and let you come in to make any necessary changes.
v
S:IWQSISTOPMWAT\LETTERS1000612.JLL
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 'telephone [phone] FAX [phone]
An Equal Opportunity ARinuative Action Employer

P. 1
COMMUNICATION RESULT REPORT ( LIN.27.20bD 10:12AM )
_ OPTION
--
r=..---- ------------------
ADDRESS (GROUP)
9-3429141
NCDENR WIRO
P,ESULT PAGE
04C- ----- ---P -3i3
- ------------------- --- - ----------------------------------------
PE.A�:;E; N FOR ERROR -------------- ----
E-1) HANG UP OR LINE FAIL- E-21 BUSS'
--....._. _-- . E-?} NO ANSWER E-;) NO FACSIMILE CONNECTION
State OfNor h Carolina
Departmem of Ea- irctlaiient and Natwai Resources
Division of Wwwr Quality
-Wilmington Regional Office.
James13. Hunt, Governor Bill Holman, Secretary
FAX COWER SHICET
Date: June 27, 2000 No iPages: 3
To: Mark Hargrove, P.E. F orn: Linda Leers
Company: Eashvind Engineering Company `4 ate
Quality S Yon - Stormwater
FAX 9: 342-9141 (Local) FA 910-350-2004
Phone #: [phone]
DWQ Stor'mwater Project #SW8 060612
Project Name: Kinko's Retail Store
�- /1'2 /�- tz-' 6"'e C/

State ofNorth Carolina
Department of f iivironment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James 13. Hunt, Governor Bill Holman, Secretary
FAX COVER SHV,ET
Date: ,tune 27, 2000 No. of Pages: 3
To: Mark Hargrove, P.E. From: Linda Lewis
Company: Eashvind Engineering Company' Water Quality Section - Stor-snwater
FAX #: [phone] (Local) FAX #: [phone]
Phone #: [phone]
DWQ Storm►vater Project #SWR 000612
Project Name: Kinko's Retail Store
S:IWQSIS`I'ORMWA'1'1L1 'FTLRS1000612.JUN
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 `I'dephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State of North Carolina
Department of Environment
and Natural Resources
Wilinim,,lon Re Tonal Office
,lames B. Hunt, Jr., Governor
Bill Holman, Secretary
Division of, Water Quality
.tune 26, 2000
Mr. Jeffrey Zimmer; Manager
Z-1 Commercial Properties, Inc.
1 1 I Princess Street
\ llminc�ton, NC 28401
Subject: ACKNOWLEDGMENT OF R1 CEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 000612
Kinko's Retail Store
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a Stormwaier Management Permit Application for
11"inko's Retail Store on .lure 6, 2000. An on -site soils evaluation was conducted on .lone 26, 2000, to
determine the suitability of the soils for the proposed underground infiltration system. As reported in the
soils S&.ME, Inc, the site was found to have a sandy -clay soil laver that has caused a perched water
condition, however, the seasonal high water table was at approximately 6' below existing ground. The soils
report indicates that Nvater was hit at 8' below the surface, however, it does not report the Seasonal High
Water Table. The application is not compiete at this time. The following information is needed to continue
the stormwater review:
Delineate all wetlands on site, disturbed or undisturbed, or note on the plans that none exist.
2. There are three roof drains on the adjacent building (two on the side and one in the back)
which drain onto this site. Please show how the drains will be redirected, or revise the
calculations to account for the offsite drainage. If you choose to account for the runoff,
please provide a plan that clearly delineates the offsite drainage area.
Please determine the Seasonal High Vllater "rabic Elevation and add this to the report. Some
sii[ Ledesion will need to be done in order to raise the bottom elevatio�i orthe trench to meet
the 2' separation requirement.
127 Cardinal Dr. Ext., Wilmington, north Carolina 28405) Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50'Y11 post -consumer piper

Mr. Zimmer
.tune 26. 2000
Stormwater Project No. S\V8 000612
----------------------------------------------
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 July 26, 2000, or the application will he
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please snail or fax ),our request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the state by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-21 5.1 and is subject to enforcement action
Pursuant to NCGS 143-215.6A.
Please reference the State assiC7ned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be returned or
new originals must be provided. Copies are not acceptable. if you have any questions concerning this
matter please feel fi-ee to call me at [phone].
Sincerely,
d" .
Linda Levis
Environmental En-Ineer
RSSlarl: S:\WQSISTORMWAT1ADDINF01000612-.J1.JN
cc: Linda Lewis
Mark Hargrove, P.E.
Dave Mayes, P.E.
127 Cnrdinal Ur. Ext., Wilminl;ton, North Carolina 2R405 Telephone [phone] FAX [phone]
An Equal opportunity Affirmative Action Crnployer 50'%, recycled/10'%o post -consumer paper

Z-1 Commercial Properties, LLC
l 11 Princess Street * Post Office Box 2628
Wilmington, North Carolina 28402
[phone]
RECEIIVEID`
June 21, 2000 JU N 2 j 2000
PROJ #
RE: Kinkos
Oleander Place
Wilmington, North Carolina
To Whom It May Concern:
DWQ
.SW5 000Q (L.
This is to formally advise you that Z-1 Commercial Properties, LLC, the owner of
the above -referenced property, does hereby grant permission to Richard Collier, P.E. to sign any and
all applications that may be necessary for obtaining the necessary permits for the development of
the above -referenced site, specifically including the application for the Stormwater Management
Permit.
If I can provide you with any additional information, please feel free to contact me.
Sincerely yours,
Z-i Commercial Properties, LLC, a North Carolina
limited liability company
M.
JLZ/dld

EA.STWIND ENGINEERING COMPANY, LLP '
OLHAND K114 13121VE - IN, II MINGTON, NC �)8403 - (£110):34'2.-£1144- FAN C110) 347:-0141
ZDC #
Date July 7, 2000
TO:
Ms. Linda Lewis
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive
Wilmington, NC 28405
We are sending the following:
[ ] Bluelines
[ ] Samples
[x] Originals
[ ] Submittal
[ J Specifications
[ ] Addenda
[ ] Shop Drawings
Copy of Letter
[ ] Other: Reports
VIA: [ ] Mail
[ ]Overnight
Letter of Transmittal
RE:
Kinko's Retail Store
4700 Oleander Drive
Wilmington, NC
Purpose:
[xi For Approval [ ]Returned for Approval
[ ] Approved as Submitted [ ] For Your Use
[ ] Approved as Noted [ jAs Requested
[ Other:
] ] 2nd Day [I Other:
Quantity
Drawing/Spec
Latest Date
Description
2
7/6/00
Revised Detail Sheet C9, Weir Elevation
Remarks:
Copy:
BY: Robert Balland, Proiect Design Engineer
EASTWIND ENGINEERING COMPANY, LLP
RECEIVED
s u L 0 6 2000

1 f� y .r'4�- '�„
_ it . � � . � -, Jtj

EASTWIND ENGINEERING COMPANY, LLP
1f)311-G OLHANDER DR►VE - 1P11 MINGTON. NC 28403 - (910) 342-J144 - FAX (910) :142-0141
Letter of Transmittal
ZDC #
Date June 22, 2000
TO:
Ms. Linda Lewis
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive
Wilmington, NC 28405
We are sending the following;
[ ] Bluelines
[ ] Samples
[x] Originals
[ ] Submittal
[ ] Specifications
(] Addenda
[ ] Shop Drawings
[ ] Copy of Letter
[ ] Other: Reports
VIA: [ ] Mail
[ ]Overnight
-. 1.1 - C FIVE
JUN 2 2 2000
RE:
Kinko's Retail Store
4700 Oleander Drive
Wilmington, NC
Stormwater Permit Application
Purpose:
[x] For Approval [ ]Retumed for Approval
( ] Approved as Submitted [ ] For Your Use
[ ] Approved as Noted [ ]As Requested
[ ] Other:
[ ] 2" Day [ ] Other:
Ouantity Drawing/Spec Latest Date Description
l Original supplement for Underground
Remarks:
Copy:
BY: Mark N. Hargrove, P.E. - Project Manager
EASTWIND ENGINEERING COMPANY, LLP

Eastwind Engineering Company, LLP
Engineering • Planners • Architects
1 I I Princess St. P.O. Box 2628 Wilminaton, North Carolina, 28402 910-342-9144 FAX [phone]
.Tune 29, 2000
Ms. Linda Lewis
N.C. Department of Environment
and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: SW8 000612
Kinko's Retail Store
New Hanover County
Dear Ms. Lewis:
F
CEIVEUN 2 9 20001
We have addressed your comments in the letter dated June 26, 2000. The following is a response to your
comments.
1) A note has been placed on the plans indicating that no wetlands exist on site.
2) Notes have been added to the plan to reflect changes that were required by NCDWQ to divert
offsite drainage from gutter downspouts away from the subject property.
3) The infiltration system has been revised and redesigned such that the seasonal high water table
was assumed to be 6 feet. Thus the bottom of the infiltration trench was raised 2 feet.
Enclosed are the following:
• Two (2) copies of revised sheets C-4 and C-9
• Two (2) copies of the revised calculations and page 2 of 4 of the "Underground Infiltration Trench
Supplement".
Please feel free7to call if you have any questions.
Very truly yours,
EASTWIND ENGINEERING COMPANY, LLP
14k w, Ay-,w�
Mark N. Hargrove, P.E.
cc: Jeffrey L. Zimmer — Zimmer Development
Frank T. Grzandziel — Zimmer Development
Rod Young — Zimmer Development

,,
,.
- t'
'��-

Eastwind Engineering Company, LLP
Engineering • Planners • Architects
111 Princess St. P.O. 13ox 2628 Wilmington, North Carolina, 28402 910-342-9144 FAX [phone]
July 5, 2000
Ms. Linda Lewis
N.C. Department of Environment
and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: SW8 000612
Kinko's Retail Store
New Hanover County
Dear Ms. Lewis:
We received the original copy of the permit application to revise after we had already re -submitted the
revisions of the plans to you last Thursday, June 29, 2000. We are providing you with one original and
one copy of the changes.
1 am also including two revised copies of Sheet C9. The elevation of the overflow weir previously shown
in detail No. 7 was incorrect.
Please feel free to call if you have any questions.
Very truly yours,
EASTWIND ENGINEERING COMPANY, LLP
i44- A
Mark N. Hargrove, P.E.
cc: Jeffrey L. Zimmer — Zimmer Development
Frank T. Grzandziel — Zimmer Development
Rod Young — Zimmer Development

June 26, 2000
Mr, Jeffrey Zimmer, Manager
Z-1 Commercial Properties, Inc.
1 l I Princess Street
Wilmington, NC 28401
Subject: ACKNOWLEDGMENT OF RECELPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 000612
Kinko's Retail Store
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received a Stormwater Management Permit Application for Kinko's
Retail Store on June 6, 2000. An on -site soils evaluation was conducted on June 26, 2000, to determine the
suitability of the soils for the proposed underground infiltration system. As reported in the soils S&ME, Inc, the
site was found to have a sandy -clay soil layer that has caused a perched water condition, however, the seasonal
high water table was at approximately 6' below existing ground. The soils report indicates that water was hit at
8' below the surface, however, it does not report the Seasonal High Water Table. The application is not complete
at this time. The following information is needed"to continue the stormwater review:
Delineate all wetlands on site, disturbed or undisturbed, or note on the plans that none exist.
2. There are three roof drains on the adjacent building (two on the side and one in the back) which
drain onto this site. Please show how the drains will be redirected, or revise the calculations to
account for the offsite drainage. If you choose to account for the runoff, please provide a plan
that clearly delineates the offsite drainage area.
3. Please determine the Seasonal High Water Table Elevation and add this to the report. Some site
redesign will need to be done in order to raise the bottom elevation of the trench to meet the 2'
separation requirement.
Mr. Zimmer

June 26, 2000
Stormwater Project No. SW8 000612
---------------------------------------------
Please note that this request for additional linformation is in response to a preliminary review. The
requested information should be received by this Office prior to July 26, 2000, or the application will be returned
as incomplete. The return of a project will necessitate resubmittal of all required items, including the application
fee.
If you need additional time to submit the information, please mail or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. The request must indicate the date
by which you expect to submit the required information. The Division is allowed 90 days from the receipt
of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
P pp
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project nuImber on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent. All original documents must be returned or new
originals must be provided. Copies are not acceptable. If you have any questions concerning this matter please
feel free to call me at [phone]. 1
Sincerely,
'Linda Lewis
JEnvironmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINFO\000612.JUN
cc: Linda Lewis
Mark Hargrove, P.E.
Dave Mayes, P.E.

EASTWIND ENGINEERING COMPANY, LLP
Civil Engineering 1929-G Oleander Drive
Land Planning Wilmington, North Carolina 28403
[phone] Fax: [phone]
Stormwater Permit Application
KINKO'S RETAIL STORE
Oleander Drive/South College Road
Wilmington, North Carolina
TO R M' V VA T E F1
&iECEIVEI).
J U N 0 ' 6 2000
DWQ
PROD # SW 8 aooCV r Z
Prepared for:
Z-1 Commercial Properties, LLC
111 Princess Street
Wilmington, North Carolina 28402
tit III
\�r CLS.3��}A.e4�
February 1, 2000 t � ~ �9� L
Z'1(/V 0

Stormwater and Erosion Control Narrative
Kinko's Retail Store
Oleander Drive/South College. Road
Wilmington, North Carolina
Property Owner
Z-1 Commercial Properties, LLC
111 Princess Place
Wilmington, North Carolina 28402
[phone]
Attn: Mr. Rod Young, Director of Pre -Development Services
Civil En ineering and Land Planning
Eastwind Engineering Company, LLP
1929-G Oleander Drive
Wilmington, North Carolina 28403
[phone]
Attn: Mr. Mark Hargrove, P.E.
Purpose of Land -Disturbing Activity
Z-1 Commercial Properties plans to construct a Kinko's retail center located on Oleander Drive
near the corner of Oleander Drive and South College Road in Wilmington, North Carolina. The
parcel is currently zoned RB, Retail Business. The total parcel size is 0.80 acres. The proposed
uses are permitted within the RB zoning and will not require any special use permits.
The property is approximately 5% impervious today. The redevelopment of the property will
increase the amount of impervious surface to approximately 67%.
Project Description
The project will consist of a new 5,000 square foot Kinko's retail store. New parking, landscape
islands, and landscape verges will be installed to reduce the amount of impervious surface. An
additional '17 parking spaces will be constructed on Lot 1 Oleander Place that will be accessed
through Kinko's driveway with a cross access agreement.
Stormwater Control Devices
The project will also provide stormwater treatment by means of an infiltration system designed
to store, treat, and infiltrate the difference between the pre and post -development runoff (10-year,
6-hour storm). The infiltration system will provide an emergency outlet for the 50-year storm
event. A copy of a soils and infiltration report has been provided as an attachment. The

infiltration report states that the existing soils will infiltrate an average rate of 8.7 inches per
hour. See the attached construction plans for details.
The surface runoff will be collected in a series of City of Wilmington standard drop inlets and
dispersed into infiltration pipes, The drop inlets will be designed to have a 3-foot settling pool in
the bottom of the inlets. These settling pools will allow for additional stormwater treatment prior
to entering the infiltration piping. The overflow from the system in higher frequency storms will
outlet into the existing City of Wilmington storm drainage system.
Erosion Control Devices
The total drainage area of the development is 0.80 acres. The disturbed area of the property will
be 0.54 acres. The erosion control devices have been designed to limit the effects of the erosion
and sedimentation for the disturbed area.
Silt fencing will be installed along the northern and eastern perimeter of the property. This will
prevent erosion from exiting the property and entering the surrounding roadways and adjacent
properties. Silt fence type inlet protection devices will be installed around the existing and
proposed drop inlets within the property boundary. A temporary gravel construction entrance
pad will be installed at the entrance.
Adjacent Property
All surrounding property is zoned RB and is retail in nature. The proposed development should
not cause an adverse impact on the surrounding properties.
Maintenance Plan
1. The general contractor will check for stability and operation following every runoff -
producing rainfall but in no case all erosion and sedimentation control devices less than once
every week. Any needed repairs will be made immediately to maintain all devices as
designed.
2. Sediment will be removed from behind the sediment fencing when it becomes six to nine
inches deep at the fence. The fencing will be repaired as necessary to maintain a sufficient
barrier.
3. All seeded areas will be fertilized, re -seeded as necessary, and mulched according to the
plans and specifications to maintain a vigorous, dense vegetative cover.
4. See the construction plans for additional notes and details.

STORM DRAINAGE DESIGN
DATA SHEET
PrajersNumber - 2000100 3:1- ..:Designed9y; '.RPB Date: 7121100 " ,.. ..,
IGnkos Checked By: r MNH _ s Shaet l.of 1 2 yr, 24 hs raln[a� 4 5
n s Storm Frequency - 10 Year E Pipe Type ADS ri 12 ` , - rrVsfue..'=. 0.612 rl value fl.011
.2 '3J. - _ M1 -
1.;
4.-
5 6 7 6 9 10
11 12 13 14 I 15 16
17 1B 19
L H I S I Ti
Location
Area
PIPE DATA
DRAINAGE BASIN DATA
From"
To.,
Sab.T
(acres)-
Total
-
(mores)
Inlet
Time ^
r.- -
Pips
Tone 5
TC.
Tlmeot
-r.
Cvnc
min
w T.
` is
1nte
(ki Rnr }r,(
'
C ,
.Runoff
�.-
:i" "M
.OGCIA,
)
K
S e
'-'
)
Min P1pe
Site
��n)
! C
,rSlzE
{in)
_Y.3. ,=
;_V ful( .-
IfPs)
.iE
.tLe -
(feep :
�9nren-,us.-;US
s Time -
Amin)
i. -.x.i}
.
Invert (ft)
-. DS. t
Invert {ft }
.'
To B.
fie.}.
Besm
_-8asln,
rie M"
In
'S1
IGrpsdt
^8heet+
DI-3
DI-2
0.150
0.150
1.43
0.00
1.43
7.23
0.77
0.6
0.0001
16.0
36
1.0
94
1.53
40.92
40.78
45.44
113
1.25
0.01
1.69
1.43
DI-2
DI-1
0.180
0.330
0.72
1.53
2.96
7.23
0.77
1.8
0,0001
21.5
36
1.0
97
1.58
40.78
40,73
45.30
59
1
0.02
0.87
0.72
DI-1
OUT
0.1ID
0.440
0.87
3.12
4.55
7.23
0.77
2.4
0.0025
13.1
15
2.8
52
0.30
43.75
43.62
45.25
58
0.58
0.01
1.05
a87

Eastwind Engineering
Company, LLP
Sheet No. 1 of 2
Jab I ko's Subject infgroVQo Svatem Design Job No.
Designed by RPB Date !1 12IBo Checked by Date
Kinko's Oleander Drive
Determine runoff amount:
Total area = 0.80 acres < 20 acres, therefore use the rational method
Impervious area = 0.54 acres
Pervious area = 0.26 acres % impervious = 67%
NCDENR DESIGN: (j� 1 • ✓ +'
Collect the runoff from the first i 1 inch of rainfall.
Determine Composite "C" val e:
C (pavement) = 0.95 X 0.67 - 0.64
C (grass) = 0.20 X 0.33 = 0.07
Composite C = 0.71
Volume to store = Runoff = CIA = 2,100 ft3
CITY OF WILMINGTON:
Store the volume of runoff minus the volume infiltrated during the storm.
Use 10-year design storm, 6 hr duration per City of Wilmington standards.
Depth = 4.80 inches = P
Use SCS Curve Number
Asphalt = 98
Baymeade Soil = 39
CN = (% impervious)(Asphalt C)+ (% pervious) (pery i o us C)
CN = 79
Soil storage Capacity, S = 1000ICN-10 = 2.70
Runoff, R = (P-0.2S)2 - 2.6 inches
(P+0.8S)
Runoff volume = Runoff Depth X Area = 7,573 ft3
Volume to store = 7,573 ft3
Minimum Volume to Store (prior to subtracting infiltrated amount) = 7,573 ft

Eastwind Engineering 1117100
Company, LI*P
Sheet No. 1 of 4
Job Kinko's Subject lnfitrabon System Design Job No.
Designed by RPB Date 1112100 Checked by Date
Design Post Development Discharge Rate To Equal Pre -Development Discharge Rate
Hydrogra2h Formulation Kinko's Oleander Drive
1.) Estimate Peak
Watershed Area = 0.80 acres
Pre -Development Discharge Rate Determination, Qp,e Qpre=CIA C= 0 2Qk ` eYk
Determine Rainfall Intensity, l
Kirpich Method(<20 acres) _04.= sun
L H TC I (10 Year) 1 (50 Year) (cfs) (cfs)
185} .2 2 7.23 8.87 1.16 1.42
Post Development Discharge Rate Determination, Q po5t QPosl=CIA C= 0 Z3
Determine Rainfall Intensity, 1
Kirpich Method(<20 acres) g un go-=
L H T, I (10 Year) 1 (50 Year) (cfs) (cfs)
z...68:...`... D°7 1 7.23 8.87 4.22 5.18
2.) Estimate Volume of Run-off
Use 90-year design storm, 6 hour duration. Depth ...' ,4 8© inches
Pre Devel. Soil Storage Capacity, S = 10001CN -10 = 15.64 where CN = 9
Pre Devel. Run-off, R=( P - 0.2 S)2l( P + 0.8 S) P = 4.8 R = 0.16
Post Devel. Soil Storage Capacity, S = 10001CN -10 = 2.70 where CN =79
Post Devel. Run-off, R=( P - 0.2 S)2/( P * 0.8 S) P = 4.8 R = 2.61
3.) Set the shape of the hydrograph
Pre Devel. Time to Peak, Tp = 43.5 * Area * Runoff - 4.9 min.
Qpre10
Post Devel. Time to Peak, Tp = 43.5 * Area * Runoff - 21.5 rain.
Qpostl0
4.) Estimate the Required Storage, S
S = (Qpost-Qpre) x Tpl Opost x 1.39 x1 5,496 CF
5.) Hydrograph Formulation
CAEastwindlkinkosW1_-1 10-Year Hydrograph

Eastwind Engineering
ill O
Company, LLP
Shoot No. 2 of 4
Job Kinko's
Subject Infitration System Design
Job No.
Designed by
RPB
Date 1112100 Checked by
Date
Discharge
(Q)
Time(t)min.
Post
Pre
Time Increment= .,Q. :*To
0
0.00
0.00
2.15
0.10
0.47
4.30
0.40
1.12
6.45
0.87
0.89
8.60
1.46
0.50
10.75
2.11
0.28
12.90
2.76
0.16
10-Year Storm Event Inflow Hydrograph
15.
3.
0.09
17.19
19
82
3.82
0.05
--*-Post Devel Inflow -0-- Pre Devel Inflow
19.34
4.12
0.03
5 _
r
21.49
4.22
0.02
4=
�v
23.64
4.12
0.01
4
PAL{
25.70
3.82
0.01
0
3 :
L
J
27.94
3.38
0.00
c-
3
x
r z
ra
v
30.09
2.97
0.00
F
�i
L
,f
y
a
32.24
2.61
0.00
cL
irr'
2
t
u{
fTXX
s
34.39
2.29
0.00
n
36.54
2.01
0.00
0
38.69
1.77
0.00
0
20 40 60
80 100
40.84
1.55
0.00
42.99
1.36
0.00
Time, t (min)
45.13
1.20
0.00
47.28
1.05
0.00
49.43
0.92
0.00
51.58
0.81
0.00
53.73
0.71
0.00
55.88
0.62
0.00
58.03
0.55
0.00
60.18
0.48
0.00
62.33
0.42
0.00
.64.48
0.37
0.00
66.63
0.33
0.00
68.78
0.29
0.00
70.93
0.25
0.00
73.08
0.22
0.00
75.22
0.19
0.00
77.37
0.17
0.00
79.52
0.15
0.00
81.67
0.13
0.00
83.82
0.12
0.00
85.97
0.10
0.00
88.12
0.09
0.00
90.27
0.08
0.00
92.42
0.07
0.00
94.57
0.06
0.00
CAEastwindlkinkosUnfil_-1 10-Year Hydrograph

Eastwind Engineering
Company, LLP
Job Kinko's Subject Infitration System Desiun Job No.
Designed by 2E—B Date 1112100 Checkad by Date
MM-- 1- - --1-
Kinko's Oleander Drive
1.) Determine Trench Volume per linear foot Including stone:
pipe inside diameter (in) =
36
clear width between pipes (ft) =
1.57
pipe outside diameter (in) =
42.25
trench width (in) =
61.1
rock void ratio (%) =
40
pipe volume (cf) =
7.07
rock volume (co =
9A8
void volume (cf) =
3.95
Total volume of water per linear foot (cf): 11.02
2.) Determine Infiltration Rate For Full Trench:
Use 36" ADS Pipe
5.09 feet
From Darcy's Law, q = MA = (k)(h/L)(A), where hIL is the hydraulic gradient.
min, distance to SHVVT (ft) =
2
min. depth, EP to top of pipe (in) =
12
depth of stone under pipe (in) =
4
depth to seasonal high water table (ft) =
8
coefficient of permeability, k (cmis) =
0.0061
proposed bottom area of trench (sf) =
891
head loss, h(ft) =
-5.85
unit length, L(ft) =
-2.00
q (cfsllf) = 0.00298
q (cfs) = 0.52
Check the outflow from the pipe, (ADS Tech Note 2.105).
Outflow, Q= 0.02+1.15(h;)+0.052(hi)2 Q = 0.242 cfSlft
Therefore infiltration rate of 0.0030 cfs/If is OK.
3.) Approximate Infiltration Time For Full Trench:
-1.15
-2.15
-5.67
-6.00
-8.00
h; = 36
> 0.00298 cfs/If
Depth of water in trench will vary. Use one half of depth as an average.
qw2 (cfsllf) = 0.00149 q (cfs) = 0.26
Time for water to exfiltrate from trench = 8.1 hours
cAEastwindlKinkoslinfil_-1lnfiltration-36" pipe

Eastwind Engineering
Company, LLP
4.) Determine Infiltration Rate during Storm Event
Ideally, the trench will completely fill with water at the and of the storm event,
The amount infiltrated during the storm will vary with time, based on the driving N
Since infiltration rate varies linearly with the driving head as shown below, assum,
the trench is half full for the entire storm period as an average to determine amou
infiltrated during the storm event.
Amount infiltrated during the storm event = 6hrs x infiltration rate at h(ft) =
Rate of infiltration qw2 (cfsllf) = 0.00149
7.0
Infiltration Rate vs. Driving Head
-'
6.0
5.0
4.0
3.0
2.0
1.0
0.0
" 'mot �r V M M M M M M M M M M
W W WW W W W W W W W W W W W
N lO M M r N N M M �r le 4' 0 U] in
0 0 o r? u, r rn 7M u� r rn
r 0 47 Ih Cn N N N N N
5.) Size The Infiltration System
Linear feet required for storage(wlo infiltration): 687
Adjust layout until Runnoff - Q16 = Storage
Try 1 rows at 175 feet. End length = 3.5 feet.
Linear feet used for infiltration: 175 infiltration Rate, q (cfs) = 0.26
Storage = 2,007 (cf)
Amount Infiltrated, Q16 = 5,635 (cf)
Runoff - Q16 = 1,938 (cf) < 2,007 (cf)
c:lEastwindlKinkoslinfil_-1 Infiltration-36" pipe

*4-120Smooth Interior Pipe
N_12_has bui an impressive sery
ice record in storm water and other
drainage applications where
hydraulics are important and durabili-
ty is critical. The pipe is offered in
diameters from 4" through 36", in 20
fl, lengths,
Corrugated exterior adds
strength
The natural toughness of HDPE is
enhanced by the corrugated exterior
which increases the structural
strength of N-12 pipe. It is designed
for use under both H2O and E80 live
loads, or with fill heights of 50 feet or
more. In fact, field research shows
the pipe performing well at depths
exceeding 100 feet. Even under
harsh backfill conditions and shifting
soils, N-12 has continued to give out-
standing performance.
Smooth interior provides
superior flow
In order to meet the most demanding
hydraulic requirements, N-12 is man-
ufactured with a smooth inner wall.
This design insures maximum flow
capacity, and PE`s resistance to
abrasion and corrosion will sustain
•�,: r��� Wit.,- ae
this capacity for years into the future.
With its 0.012 rating, the pipe is ideal
for applications requiring low
Mannings "n" values.
Fast, easy joining
and installation
N-12's light weight leads to a number
of job site economies: more pipe per
delivery truck, easier handling, small-
er crews, less heavy equipment,
less pipe damage, and better safety.
The pipe cuts easily and requires no
beveling for joining,
Additional information
available from ADS:
1. AASHTO Specification M 252 ,
2. AASHTO Specification M 294
3. ASTM D 2412
4. ADS Tech Note 2.115, "Com-
parative Pipe Stiffness"
5" ADS Farm# 1 1062193, ADS
N-12 Pipe"
6, ADS Tech Note 4.103, "Plastic
Pipe Design" by James B.
Goddard
7. PennDOT Deep Burial Study
7 .
I

200
b ,
0 150 ,
[!l
100LL
04 s
cz gtn9ye W a � I
50
c) I
0 i
0.1 0.2 0.3 0.4 0.5
Slope
Weight• • •d•
Pounds per Foot
Pipe Dia.
N-12/N-12 HC
I Concrete
i Corrugated Steel
10"
2.0
50
9.0
12"
3.2
79
10.5
15"
4.6
103
12.9
18"
6.4
131
15.8
24"
11.5
217
19.4
30"
15.4
384
30.4
36"
18.1
624
36.0
42"
26.5
650
57.0
48"
32.0 I
780
65.0
Minimum Cover:
H-20 loads: 12" E-80loads: 24"
Maximum Cover: Typically 50.60 feet but will vary
depending on application and engineering design.
Notes:
1. Cover heights are measured from the lop of the pipe.
2. Calculations Gasod on load factor design per AASHTO procedures.
3. Assume soil density of 100 lbs./cu. ft.
4. Backflll compacted to 90% density per AASHTO T-99,
S. If a hydro -hammer is used for compaction, at least 48" of cover
rnust be provided.
N-12 & Std. Corrugated: (Corrugated
Pipe Dla. N-12 HC I HDPE Pipe Concrete Steel
4"-15" 010—.012 018 .011—.015 .022—.026
15"-48" .010,012 .020 .011—.015 .022—.026
AASHTO M 294, Standard Specification for Corrugated
Polyethylene Pipe
AASHTO MP6, Standard Specification for Corrugated Polyethylene
Pipe, 1050 and 1200 mm Diameter (42" and 48")
ASTM F 667, Standard Specification for large Diameter Corrugated
Polyethylene Pipe and Fittings
ASTM D 2321, Standard Practice for Underground Installation of
Thermoplastic Pipe for Sewers and Other Gravity Flow Application

It is the intent of this Technical Note to provide current hydraulic performance data
for use by the engineering community. A bibliography is included for the
engineer's use if further information or guidance is needed.
Manning's "n" values are offered for design purposes based on the best available
data assembled from a variety of sources as indicated. Table 1 presents the
Manning's "n" values recommended by the A.D.S. engineering staff for use in
design.
Table 1
Manning's °n" Value For Design
(Storm & Sanitary Sewer and Culverts)
Pipe IxlQ. _�L
A,D.S. Corrugated Polyethylene Pipe
3" - 6" Diameter 0.015
8" Diameter 0.016
10" Diameter 0.017
12" - 15" Diameter 0.018
18" - 36" Diameter 0.020
A.D.S. N-12 0.012
Concrete Pipe
0.013
Corrugated Metal Pipe (2 2/3" x 1/2" corrugation)
Annular
Plain
0.024
Paved Invert
0.020
Fully Paved (smooth lined)
0.013
Helical
Plain 15" Diameter
0.013
Plain 18" Diameter
0.015
Plain 24" Diameter
0.018
Plain 36" Diameter
0.021
Spiral -Rib
0.012
Plastic Pipe (SDR, S&D, Etc.)
0.011
Vitrified Clay
0.013
3300 RIVERSIDI= DRIVE COLUMBUS, OH 43221 [phone] http://Www.ADS•Pipe-com

TABLE 4
CIRCULAR PIPE FLOW CAPACITY
Full Flow (cubic feet r*-r second)
Mannings "n 0.012
Dia. lConv. % Slope (feet per 100 feet)
(in.) Factor 0.02 0.05 0.10 0.20 0.35 0.50 0.75 1.00 1.25 1.50 1.75 2.0 2.5 5.0 10.0 20.0
3 0.957 0.014 0.021 0.030 0.043 0.057 0.068 0.083 0.096 0.107 0.12 0.13 0.14 0.15 0.21 0.30 0.43
4 2.062 0.029 0.046 0.065 0.092 0.122 0.146 0.179 0.206 0.231 0.25 0.27 0.29 0.33 0.46 0.65 0.92
5 3.738 0.053 0.084 0.118 0.167 0.221 0.264 0.324 0.374 0.418 0.46 0.49 0.53 0.59 0.84 1.18 1.67
6 6.079 0.086 0.136 0.192 0.272 0.360 0.430 0.526 0.608 0.680 0.74 0.80 0.86 0.96 1.36 1.92 2.72
8 13.091 0.185 0.293 0.414 0.585 0.774 0.926 1.134 1.309 1.464 1.60 1.73 1.85 2.07 2.93 4.14 5.85
10 23.74 0.34 0.153 0.75 1.06 1.40 1.68 2.06 2.37 2.65 2.91 3.14 3.36 3.75 5.31 7.51 10.61
12 38.60 0.55 0.'186 1.22 1.73 2.28 2.73 3.34 3.86 4.32 4.73 5.11 5.46 6.10 8.63 12.21 17.26
15 69.98 Q.99 1.56 2.21 3.13 4.14 4.95 6.06 7.00 7.82 8.57 9.26 9.90 11.06 15.65 22.13 31.30
18 113.80 1.61 2.54 3.60 5.09 6.73 8.05 9.86 11.38 12.72 13.94 15.05 16:09 17.99 25.45 35.99 50.89
21 171.65 2.43 3.84 5.43 7.68 10.16 12.14 14.87 17.17 19.19 21.02 22.71 24.28 27.14 38.38 .54.28 76.77
24 245.08 3.47 5.48 7.75 10.96 14.50 17.33 21.22 24.51 27.40 30.02 32.42 34.66 38.75 54.80 77.50 109.60
27 335.51 4.74 7.50 10.61 15.00 19.85 23.72 29.06 33.55 37.51 41.09 44.38 47.45 53.05 75.0 106.1 150.0
30 444.35 6.28 9.94 14.05 19.87 26.29 31.42 38.48 44.44 49.68 54.42 58.78 62.84 70.26 99.4 140.5 198.7
36' 722.57 10.22 16 A 22.85 32.31 42.75 51.09 62.58 72.26 80.79 88.50 95.59 102.19 114.25 161.6 228.5 323.1
42 1089.9 15.41 24.37 34.47 48.74 64.5 77.1 94.4 109.0 121.9 133.5 144.2 154.1 172.3 243.7 344.7 487.4
48 1556.1 22.01 34.80 49.21 69.59 92.1 110.0 134.8 155.6 174.0 190.6 205.9 220.1 246.0 348.0 492.1 695.9
* Comreyance Factor = 0.486 x R2/3 x A) / n

Introduction
In order to provide guidance to engineers in designing drainage or recharge systems, ADS
conducted a series of exfiltration tests on pipe with standard perforations. It should be
emphasized that these values are based on a free outlet (no backfill) through the perforations.
Infiltration is assumed to equal the measured exfiltration rates.
Tests were conducted in accordance with AASHTO standard specification M176 for porous
concrete pipe. Although intended for use with porous concrete pipe, the test method is
applicable to perforated pipes of all types.
Test Procedure
A 2-foot-long section was used for each size tested. The level of water in the pipe was
measured by means of a floating staff scale accurate to 1/16th of an inch.
For small diameter pipes, the flow rate was determined by the time to fill a 21.25 liter bucket.
For larger sizes, a V-notch weir was used.
Results
The results of the tests showed a consistency in the manner in which flow rate increased with
increasing height of water in the pipe and were in line with the theory of flow through orifices.
Variation in the inlet area of the perforations impacted the flow rates in a linear manner with
flow increasing uniformly with increased open area for equal head.
A quadratic equation is used to represent the data. The best fit curves by the method of least
squares using a logarithmic transformation are shown for each size. The equation constants
are included in the graphs and tables.
The equation is: Q = Afl --j AIR + A2T12
Where: Q = Quantity of water in GPM/ft.
H = Head of water above pipe invert in inches
Ao, A1, & A2 are equation coefficients
3300 RIVERSIDE DRIVE COLUMBUS, OH 43221 [phone] http://www.ADS-pipe.com

OUTFLOWS -ADS PIPE
36" N-12 PIPE TYPE S
1B0 T
160
140
120
LL 100
1
ppn�
r n�rn 80
v
0 ^0
`yy
20
0
HEAD (INCHES)
FACTORS FOR OUTFLOW CALCULATIONS
ADS 36" N-12 PIPE TYPE S
OPEN
AREA
AO
Al
A2
H2
H
Q-GPMIFf
1.2
0.02
1.15
0.052
0
0
0.02
1.2
0.02
1.15
0.052
4
2
2.53
1.2
0.02
1.15
0.052
16
4
5.45
1.2
0,02
1.15
0.052
36
5
8.79
1.2
0.02
1.15
0.052
64
8
12.55
1.2
0.02
1.15
0.052
100
10
16.72
1.2
0.02
1.15
0.052
144
12
21.31
1.2
0.02
1.15
0.052
196
14
26.31
1.2
0.02
1.15
0.052
256
16
31.73
1,2
0,02
1,15
0.052
324
18
37.57
1.2
0.02
1.15
0,052
400
20
43.82
1.2
0.02
1.15
0.052
484
22
50.49
12
0.02
1,15
0.052
576
24
57.57
1.2
0.02
1.15
0.052
676
26
65.07
1.2
0.02
1.15
0.052
784
28
72.99
1.2
0.02
1,15
0.052
900
30
81.32
1.2
0.02
1.15
0.052
1024
32
90.07
1.2
0.02
1.15
0.052
1156
34
99.23
1,2
0.02
1.15
0.052
1296
36
108.81
1.2
0.02
1.15
0.052
1444
38
118.81
1.2
0.02
1.15
0.052
1600
40
129.22
1.2
0.02
1,15
0.052
1764
42
140.05
1.2
0.02
1.15
0.052
1936
44
151.29
1.2
0.02
1.15
0.052
2116
46
162.95
1.2
0.02
1.15
0.052
2304
48
175.03
NOTE: Q = AO + (Al "H) + (A2"H2)

UNLOADING AND HANDLING
1. Fallow all OSHA safety requirements.
2. When the truck load of pipe is initially received, it should be inspected for dam-
age and quantities should be verified with shipping papers. Any damage or dis-
crepancies should be noted on the delivery receipt and the supplier notified.
ADS pipe is designed to withstand normal field handling and can be easily un-
loaded by hand or with equipment. To avoid damage, the pipe should not be dropped.
When using equipment to unload or move the pipe, a fork extension can be used.
When unloading by hand, gloves should be worn.
3. Do not use chains or wire rope to lift the pipe. Use nylon slings and do not pickup 20 foot sticks from only one place
on pipe.
4. Weight (no coupling):
3300 RIVERSIDE DRIVE COLUMBUS, ON 43221 (0141457.3051 http./Iwww.ADS•pipo.com

TRENCHING
An excellent reference for trenching practice and bedding materials
is ASTM D2321.
1. The trench must be wide enough to accommodate compaction
equipment. See table below:
�l��i'�t ttif�f2ecorTlmendedi� ���i
Diameter p D In - ,,it Arent oMdth In` it
4 4 ,
`± ,..rlry611
t�4.,l'ti''tJ6�l,t
'�10". r •;�j4t77�31��s��1�' 4';�a���``11�;28 �(`�y�,t'•;�'7�'yf,,
12 c <y�,
15 4 j r ", 1 i b5 ;it f ,}�t� �r 3�•4',f �`tl:'.
18 y39
J R - I' l 111 fit ✓�'I A hi 1 • �•
24„ ,28 3t); ,r �w CIF �8
3011
]�',i3610t
•3fi" � ; t�t42 25'�i F�,'�I, 1y�i �'y' ,78 ,,i 3 '°
42
c4
„�',�7 ag.r�l��,�I SC�IInA 83 J A4'i�K h�j%
4Bit.,' 53 00, it al t�' t�3 r� ,ia'•; ;`
2. Excessive groundwater necessitates dewatering. N-12 pipe will
float in standing water, requiring immediate haunching and ini-
tial backfill to hold line and grade.
3. An unstable trench bottom must be stabilized at the engineer's
direction. In such cases install special foundation and bedding
materials in 6 inch layers and compact.
Excavation from 0 to 12 inches below the pipe should be
filled with acceptable bedding material and compacted to a mini-
mum 90 percent Proctor density. Fill areas of over -excavation
beyond 12 inches with processed stone or gravel.
4. Before installing pipe, bring bedding material to grade along the
entire length of the pipe. For a 42" and 48" pipe, a shallow (11
"bell hole" should be dug so the pipe is fully supported.
5. When excavating in Class IV materials (silt, silty clays, and clays),
provide a uniform, improved trench bottom.
FIELD CUTTING
1. Use a handsaw or power pipe cutoff saw. -
2. Cut in the valley of a corrugation. Do not cut into the side
wall of an annular corrugation. For pipe with external spiral
corrugations, place a split coupling around it and use the
coupling edge as a cutting guide.
3. It is not necessary to bevel the cut pipe edge prior to installing
our o-ring gasket joint system (Series 35).
4. Skew or bevel cut ends should be reinforced with concrete
slope -collars, headwalls, or mortared rip -rap.
5. If pipe is to be air tested, plug the vent hole to prevent false air
test results. I
ACTAA fl_1111
Initial
Backlill
EMBEDmENT
Haunching MATERIAL
Bedding (0-6"1
Foundation
(may not be required)
TRENCH CROSS SECTION
- .- ' - : �,+<•.�_ � � .. '�=.tom-,

LAYING AND JOINING N-12 PIPE:
Split couplings
(This joint system is used where a soil -tight system is required.)
1. N-12 pipe can be easily carried to the trench and in sizes be-
low 24 inches, installed by hand without the use of special
equiprnent. This allows equipment to continue digging without
costly interruptions. However, we do nor recommend dropping
the pipe into the trench.
2. Split couplings are used on pipe up through 36". The sides of
these split couplings are "hinged" so they easily open up to
accept each end of adjacent pipe sections. There are matching
holes at the split in the top of the coupling that are secured for
a tight fit with nylon ties.
3. N-1 2 pipe is very easy to install, but there is one "technique" to know about if the pipe has external spiral corruga-
tions. There are paint marks on each end of each 20 foot piece. After placing the pipe ends in the coupling, twist or
rotate the pipe until the paint marks are opposite each other. This will make any gap between sections smaller. Then
close and tighten coupling.
LAYING AND JOINING N-12 PIPE;
O-Ring joints (Pro -Link Series) and 42" & 48" w/integral
bell and spigot joint
(These joint systems are available in soil -tight (ST) and water -tight (WT)
systems.)
1. Thoroughly clean the bell and spigot ends making sure they are
2.
3.
4
free of mud and grit. If the gasket has been removed, make sure
the gasket seat is clean. Reinstall the gasket by stretching it over
the spigot end and nesting it into the seat, with marking toward
the coupling. Remove 30"-48" shrink-wrap from gasket. Remove
shipping collars prior to placing pipe in trench.
Use a johnny mop or brush to apply a liberal amount of gasket
lube to the gasket and to swab the inside of the bell. Take care
to tube the chamfered (leading) edge of the bell ("WT" joint).
The "ST" joint system is a lubeless, stab joint. Simply align coupling with cleats at 2, 5, 7, and 10 o'clock positions
and insert pipe until cleats "click" twice.
Align the joint and push the spigot home. Use a bar and wood block on larger diameters when necessary, making sure
the block protects the pipe end from the bar. When pushing the joint home, make sure the bedding material is not
pulled into the bell by the spigot. material such as small stones or sand pulled into the bell as the pipe is stabbed can
cause leaks.
Integral bell pipe should be laid with the green stripe up. Home mark stickers are provided to prevent over insertion.
CURVILINEAR INSTALLATION
N-12 pipe can be laid on a curved alignment but is actually_aseries-of----
tangents (straight sections) deflected horizontally at each joint.
1D;,i:
ia.
:'h{az:5 -
'Q a Joint'...,
;• ';toad: (ft) per pipe length (ft)
ri' g• ::•„
10
20
228
4Z". r•;
:.3de .:
-::96
191
383
48" . _
.: • 3de
1'::'96 `x
191
383
(Vote: Consult your ADS representative for water -tight curvilinear
installations.

EMBEDMENT FOR BEDDING, HAUNCHING, AND INITIAL BACKFILL
(See ASTNI D-2321 for complele reference)
Embedment materials
Embedment materials are those used for bedding, haunching, and initial backfill. ASTM D-2321 classifies soil materials as:
Class I Angular crushed stone or rock, dense or open-graded,with little or no fines ('/4 inch to '11/2 inches in size).
Class tl Clean, coarse -grained materials, such as gravel, coarse sands, and
gravel/sand mixtures (1'/z inches in size).
ASTM D-2321*
Class III Coarse -grained materials with fines including silty or clayey grav-
els or sands. Gravel or sand must comprise more than 50 percent of Class I
111 materials (1'/2 inches maximum size).
Class 1V Fine-grained materials, such as fine sand and soils, containing 50
percent or more clay or silt. Soils classified as Class IVa (ML or CL) have
medium to low plasticity and are not recommended in the embedment
zone. Soils classified as Class IVb (MH or CH) have high plasticity and are
not recommended for embedment materials.
Class V Theses materials include organic silts and clays, peat, and other
organic materials. They are not recommended for embedment materials.
Note: Do not place lumps of frozen soil or ice in the embedment zone.
TRENCH CR055 SECTION!
Initial
Backfill
EMBEDMENT
NiATERIAL
Haunching
} Bedding (4°•6"1
Foundation
(may not be required)
Bedding
The bedding material provides uniform support to hold the pipe on fine and grade. A 4 inch compacted bedding thick-
ness is usually adequate. Bedding materials under pipe can be Class 1, II, or III and should be firm but not hard.
'This specification is a guide and is not a substitute for local agency/designer standards
Haunching
Proper haunching provides a major portion of the pipe's strength and stability. Poor
workmanship will lead to excessive pipe deflection and grade and alignment prob-
lems. Haunching materials can be Class I, II, or I11, and must be compacted to mini-
mum 90 percent standard Proctor.
Haunching Guide
1. Work enough material under the haunch of the pipe to provide proper compaction
and side support.
2. Where trench walls are unstable, prevent loss of side support by controlling slough-
ing, etc.
3. Don't let the pipe move when placing material under the haunch of the pipe.
4. Take care not to damage the smalier size pipe with shovels or tamping equipment.
5. Haunching should be in 6 inch lifts.
6. Controlled low strength material (CLSM) slurry is suitable for embedment. Trench
width may be narrower if allowed by the engineer. Prevent floating with stakes or
other methods.
Initial Backfill
Initial backfill materials extend from the springline to 6 inches to 12 inches above
the pipe to provide the remainder of the pipe support and protect the pipe from
stones or cobbles in the final backfill. Class I, 11, 111 or low plasticity Class 1V mate-
rials may be used. However:
Class I materials must be used in wet trenches if Class I bedding and haunching
materials are used.
Class If materials must be compacted in 6 inch lifts to 90 percent -
standard -Proctor -density.
Class I[I materials must be compacted in 6 inch lifts to 90 percent standard Proctor
density. See note.
Class [Va low plasticity materials (CL-ML) are not recommended since they must
be compacted in thin lifts while they are at or near optimum moisture content to
provide proper pipe support. These materials may be used only under the direction
of the Engineer -
High plasticity clays and silts (Class lVb) and ail Class V materials are not recom-
mended for initial backfill.
Nate: Flooding or jetting as a procedure for compaction should only be used with the Engineer's approval
and never with initial backfill material such as aggregate base.

MANHOLE CONNECTIONS (Sanitary Sewer and/or air tested installation)
1. ADS HDPE manholes: Use standard connection or adaptors as recommended by ADS.
2. Concrete manholes: At manholes, flexible manhole connections, Pike rubber boots, A-Loks, etc. are recommended.
With rubber boot manhole connectors, use an "A-Lok" sized for SDR-35 PVC pipe. Insert an ADS N-12/SDR-35
adaptor into the 'A-Lok."
3, if the N-1 2 pipe is run straight through a poured -in -place manhole, place an ADS fofnt gasket in a pipe corrugation at
the approximate center of each manhole wall, to act as a water -stop.
MANHOLE CONNECTIONS (Storm/Culvert)
1. ADS HDPE manholes: Couple the N-12 pipe to the N-12 pipe stubs on the manhole with split couplings.
2. Concrete manholes: Grout the N-12 pipe into the manhole wall using non -shrink grout.
CONSTRUCTION LOADS
2.
R
4.
ADS N-1 2 pipe is designed to carry H-20 live loads (32,00ft
axle - legal load) with 12 inches of cover. This assumes well -
compacted embedment.
During construction, avoid heavy equipment wheel loads over
the pipe or place additional cover at vehicle crossings. If a
hydro -hammer or hoe-pak is to be used to compact the trench
at least 48 inches of cover must be provided.
When connections to structures, laterals, deep laterals, risers,
or drop manholes are required, the installation must be de-
signed to ensure thatthe pipe and fittings are not damaged by
loads generated due to soil settlement, dragdown, and/or poor
installation practices. Generally, as depths increase and/or em-
bedment quality declines, additional attention must be given
to these loads to ensure a satisfactory installation.
When removing sheeting or other trench protection, don't disturb the embedment material. if sheeting or trench
protection most be used below the top of the pipe, consider leaving it in place so as not to jeopardize side support for
the pipe.
REPAIRS - N-12 CULVERT AND STORM SEWER PIPE (SPLIT COUPLING JOINT SYSTEM)
1. If the damage is a hole or crack in the corrugated waH only, and is less than one -quarter the pipe diameter in area and
the pipe is not under pavement, clean the pipe and center a split coupling over the damaged area and secure snugly
with nylon ties.
2. If the damage exceeds the above criteria or if the pipe is under pavement, cut out the damaged pipe, cut a replace-
ment piece to fit, lay a spilt coupling under each exposed end, place the new pipe section in the trench and secure the
couplings.
NOTE: The above are guidelines. The final repair decision should be determined by the project engineer.
REPAIRS - N-12 "PRO -LINK" WT OR ST JOINT SYSTEM
Cut out the damaged section. Cut a replacement piece. Clean the first corrugation of the remaining pipe ends and insert
a lubricated o-ring gasket in the two end corrugations. Slide an ADS repair coupling onto each end back beyond the
joint. Place the replacement pipe in the trench and slide each repair coupling forward until centered over each cut end.
Other methods may be suitabie. Consult your local ADS safes engineer.

TESTING THE INSTALLED N-12 SANITARY SEWER PIPE'
I. Leakage test - when required
After the pipe has been laid and backfilled, each section of pipeline between manholes may be tested by a low
pressure air test or a water infiltration or exfiltration test. All caps and end plugs should be blocked by a stake or other
means prior to air testing. This will prevent dislodging of the end cap or plug and prevent failure of the air test. Air
testing criteria is up to the engineer but is typically at 4-5 p.s.i. with an allowable drop over a designated time.
2. Deflection test - when required
An odd -leg mandrel (go -no-go) is pulled through the installed pipe. We recommend an initial allowance of 5 percent,
per table below; testing to be done within iQ days of installation.
'Tests on storm drain pipes are normally not required.
•"fit Pe
,r��
rcent Defection Criteria'or` ys^,.
4 inch, 48 inch diameter N l2 S Wiii'Qipe .
fitt:nr�;�yv:�i,t;j�a
I]tame ter {tn 1't � r; 5 ercenti trtt eft°}V��Z
�rtat '-'i FFi�%r�{I�t
,.:
y�i �h sip ct�� tt� �l1Yh1� S l5 V1
3,6
9
Yi. 1:hr�t9�lApl�'fC!�`����,. Y 4T �'�, y.y• "�RI},
-
tt; �d'i<,eased on"jndusfry standards �1y��!'�'lf �^ k�s.tr r
..h fM'k'dt'IY.,rii,... :il .r8 .S.R�iI Y...• k
The suggestions contained herein are based on our experience and observations. They are not intended to replace project specifications prepared
by qualified engineers. Installation practices encountered throughout the country are many and varied. Those described here are considered
sound, although it is recognized that there may be other equally satisfactory methods. Technical data presented are considered reliable, but no
guarantee is made or liability assumed.
I_rAim
ADVANCED DRAINAGE SYSTEMS, INC.

Geotechnical Report
Proposed Kanko's Store
Oleander Drive
Wilmington, North Carolina
Job No. 1061-99-492

S&ME
:•�..
Zimmer Development Company
Post Office Box 2628
Wilmington, North Carolina 28402
Attention: Mr. Rod Young
Reference: Geotechnical Report
Proposed Kinko's Store
Oleander Drive
Wilmington, North Carolina
Job No. 1061-99-492
Dear Mr. Young:
S&ME, Inc. has completed the authorized geotechnical study at the proposed Kinko's
store located on the south side of Oleander Drive and cast of South College Road in Wilmington,
North Carolina. Subsurface conditions at the site were investigated with eight test borings which
were drilled at the approximate locations shown in Figure 1. Four borings (Borings B-1 through B-
4) were drilled to a depth of 15 feet below the existing ground surface at the proposed building site,
and four borings (Borings B-5 through B-8) were advanced to a depth of 10 feet in the proposed
pavement areas. Soil samples were obtained by the standard penetration test method (ASTM
D-1586) to determine the consistency of the subsurface soils.
This report presents the findings of our study with recommendations for support of
the facility based on these findings.
PROJECT DESCRIPTION
The project site is located in a heavily commercialized area of Wilmington. A small
shopping center is located west of the site and a medical office is located east of the site. A fast
food restaurant, which had been on this site, has been razed. What appears to be a walk-in freezer
was noted near the center of the property.
It is our understanding that the proposed Kinko's store will have plan dimensions of
approximately 50 feet by 100 feet. Although structural detailing of the proposed building has not
been completed at this time, we have assumed that the building will be supported by load -bearing
walls and interior columns with design loadings on the order of 2 to 3 kips per lineal foot and 40
kips, respectively. We have also assumed that final grade at the building site will be approximately
one to two feet higher than existing grade in order to provide positive surface water runoff away
from the building.
S&ME, Inc. [phone]
6409 Amsterdam Way, Building B-3 (910( 799-9958 fax
Wilmington, North Carolina 28405 www smeinc.com

Zimmer Development Company
January 4, 2000
Page Two
SUBSURFACE CONDITIONS
The subsurface conditions encountered at the test boring locations generally consisted
of the following:
Depth
Ft.
Soil Description
0-1
Clean Sand and Base Course
Stone
1-6
Loose to Medium Dense Clean
SAND or Clayey SAND
6-1 S
Medium Dense to Dense Clean
SAND or Silty SAND
Penetration Resistance
Values (Blows/Ft.
7to14
11 to 47
Water was noted during the drilling operations at a depth of approximately 8 feet
below the existing ground surface. The site water level will fluctuate with climatic and seasonal
changes, however, and might be higher at other times of the year. The resence of the near -surface
clayey sands could cause a perched water condition to occur after periods of heavy or extended
rainfall. Perched water would adversely affect the site preparation and foundation construction
work during wet weather.
A generalized subsurface profile, which has been prepared from the subsurface data
to graphically illustrate the subsurface conditions encountered at the test borings, is attached to tlus
report as Figure 2. Variations from the generalized subsurface profile described above and a snore
detailed description of the subsurface conditions are presented in the attached Test Boring Records.
RECOMMENDATIONS
This report has been prepared in accordance with generally accepted geotechrucal
engineering practice for specific application to tl-iis project. The conclusions and recommendations
contained in this report are based upon applicable standards of our practice in this geographic area at
the time this report was prepared. No other warranty, express or implied, is made.

Zimmer Development Company
January 4, 2000
Page Tlu•ee
The analyses and recommendations submitted herein are based, in part, upon the data
obtained from the subsurface exploration. The nature and extent of variations between the borings
will not become evident until construction. If variations appear evident, then we will re-evaluate the
recommendations of this report. In the event that any changes in the nature, design, or location of
the building are planned, the conclusions and recommendations contained in this report will not be
considered valid unless the changes are reviewed and conclusions modified or verified in writing.
We strongly recommend that S&ML be provided the opportunity to review the final
design plans and specifications in order that earthwork and foundation recommendations are
properly interpreted and implemented.
Foundation Support. Following site preparation as discussed below, the structure
may be supported on shallow foundations designed for a soil contact pressure of 2000 pounds per
square foot (psf). All shallow foundations should bear at least 18 inches below exterior grade to
develop the allowable foundation bearing pressure. In addition, all wall footings and interior
column footings should have a minimum width of 18 inches and 24 inches, respectively. The use of
this allowable foundation bearing pressure should limit total foundation settlements to
approximately one inch or less with differential settlements on the order of '/2 inch or less. This
magnitude of movement is typically considered acceptable for structures such as the one proposed
on this site; however, this should be confirmed by either the project structural engineer or the
architect.
The floor slabs should be constructed on a minimum 6-inch thick layer of clean sand
overlain with a polyethylene vapor barrier. The floor slabs may be designed for an assumed
subgrade modulus value of 150 pounds per square inch per inch.
Site Preparation. Site preparation should be initiated by removing the existing
abandoned freezer and clearing the proposed building and pavement areas of any construction
debris. In addition, any underground utilities located beneath the proposed building should be
relocated.
After the required site stripping work has been completed, we recommend that the
exposed subgrade sands be proofrolled with a 10-ton vibratory steel -wheeled roller to densify the
exposed sands and to locate any areas of soft or otherwise unsuitable surface conditions. However,
the roller should maintain a distance of at least 15 feet from existing buildings to reduce the level of
ground vibration at those structures. Compaction within 15 feet of the existing structures should be
accomplished with hand-held vibratory compactors. Any area which pumps or ruts excessively
should be undercut and replaced with a granular structural backfill as described below. The
contractor should be prepared to undercut any loose sands encountered at the proposed footing
locations and backfill with either No. 57 stone or compacted sand as discussed below.

Zimmer Development Company
January 4, 2000
Page Four
Where structural fill is required to reach finished grade, we recornrnend that a clean
sand, slightly silty sand, or slightly clayey sand having a Unified Soil CIassifcation of SP, SP-SM,
or SP-SC be used. The fill should be placed in 6 to 8-inch thick lifts and should be compacted to at
least 95 percent of the standard Proctor maximum dry density (ASTM D-698); however, the
compaction of the upper 12 inches of subgrade in the building and pavement areas should be
increased to at least 98 percent of the standard Proctor maximum dry density. To confirm that the
specified degree of compaction is being obtained, field density testing should be performed in each
fill lift by a soils technician. At those areas where no structural fill is placed on site, we recommend
that the upper 12 inches of the in -place subgrade materials be compacted to at least 98 percent of the
standard Proctor maximum dry density.
In order to verify that the soils encountered in the foundation excavations are similar
to those encountered in the soil test borings, we recommend that all footing subgrade surfaces be
evaluated by an experienced soils technician or engineer using a dynamic hand cone penetrometer
prior to concrete placement. The purpose of this testing is to confirm that the foundation subgrade
soils consist of suitable bearing material. The foundations should be constructed as soon as possible
after any excavation has been completed to prevent degradation of the exposed soils due to
inclement weather.
Pavement Construction. The near surface sands and compacted sand fill will provide
adequate support for properly designed and constructed pavement sections. After the site
preparation work has been completed as discussed above, the prepared subgrade should exhibit a
design CBR value on the order of 8 to 10.
An actual pavement design cannot be made until traffic loadings and volurnes are
provided; however, the following pavement designs have been used for similar projects. For areas
subject to only car parking, a minimum of 6 inches of base course stone overlain by 2 inches of
NCDOT 1-1 asphaltic concrete is often used. In areas subject to channelized car traffic or
occasional heavy truck traffic, the pavement structure is often thickened to include 3 inches of
asphalt over 8 inches of base course stone. Material gradations and placement densities should meet
the minimum requirements presented by the North Carolina Department of Transportation.
Infiltrometer Testin . S&ME personnel conducted one double -ring infiltrometer test
at a randomly -selected location between Borings B-7 and B-8. This test was conducted at a depth
of approximately 8 inches below the existing ground surface in general accordance with the
American Society for Testing and Materials (ASTM.) procedure D-3385 entitled, "Infiltration Rate
of Soils in Field Using Double -Ring Infrltrometer".

Zimmer Development Company
January 4, 2000
Page Five
The subsurface soils encountered at the test location generally consisted of
intermittent layers of clean sand, slightly clayey sand, and clayey sand that extended to the
completed hand-augered boring depth of 10 feet. However, a layer of weakly -cemented silty sand
was noted from a depth of about 7 to 8'/2 feet. No water was observed in the borehole at the time of
our site visit.
After the double -ring infiltrometer test had been in progress for 10 minutes, the
measured infiltration rates at the test location ranged from about 7.5 to 10 inches per hour with an
average infiltration rate of approximately 8.7 inches per hour.
Laboratory Soils Testing. Selected soil samples obtained during this geotechnical
study were selected for gradation testing and moisture content determinations. The results of this
laboratory testing are presented in Table 1.
CLOSING REMARKS
S&ME appreciates having the opportunity to be of service to you during this phase of
the project. If you have any questions or comments after reviewing this report, or if we can be of
additional service to you, please do not hesitate to contact us at your convenience.
Very truly yours,
S&ME, INC.
Steven e ly, P.E.
N. C. Registr tion No. 17638
TAIL 1-/- 3rA --,
Michael W. Behen, P.E.
N.C. Registration No. 8384
SDK:MWB/jns
Attaclunents

TABLE 1
Laboratory Test Results
Proposed Kinko's Store
Oleander Drive
Wilmington, North Carolina
Job Number 1063-99-492
A. Moisture Content
Boring Number: B-6 B-6 B-7 B-7
Depth (Feet): 6-T5 8.5-10 1-2.5 3.5-5
Percent Moisture: 15.1 16.8 4.3 12.5
B. Gradation
Sample Location:
B-6
B-7
Depth:
6-7.5
3.5-5
Soil Description:
Dark Brown Nine to Medium
Tan -Brown Fine to Medium
SAND — Trace of Clay
SAND — Some Clay
Percent Moisture:
15.1
12.5
Sieve Size
Percent Passing,
By Weight
#4
100.0
99.7
#10
100.0
99.6
#20
99.5
98.7
#40
96.0
93.5
460
68.4
76.7
#200
4.8
17.8

I! B-5 M"M FEWL
B- 2
r
�I
� I
� � I
B"3 If -------
U-661 I T
I
. I
B-4
r
dew 0-
B-8 B-7 I
xw
O EAMER DRIVE ..
Note: Site plan provided to S&ME by Zimmer Development personnel.
PROJECT
PROPOSED KINKO'S
OLEANDER DRIVE
WILMINGTON, NORTH CAROLINA
LEGEND
0B-1 APPROXIMATE BORING LOCATION
SUE
041 t .
SCALE'.Not to Scale
J Q B NO: 1061-99-492
F IG NO'. 1

DEPTH
(FT.)
GENERALIZED SUBSURFACE PROFILE
B-2
B-a
13-4
B-5
S-8
B-7
B-8
13
20
B
io
28
9
a
15
13
It
is
B
7
32
7
7
17
li
B
11
14
10
25
22
19
15
21
LL
47
21
29
22
22
t2
29
NOTE: See Legend and attached Test Boring Records for soil descriptions.
The subsurface conditions may vary intermediate of the soil test
boring locations.
PROJECT MF SCALE' Not to Scale
.
PROPOSED KINKO'S I
OLEANDER DRIVE * J 0 B NO. 1061-99-492
WILMINGTON, NORTH CAROLINA I Vr I F IG NO'. 2

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
IFS.
(Shown in Graphic Log)
Asphalt/Concrete
Topsoil
Gravel
Sand
silt
JFSTVE SOILS
STD. PENETRATION
RESISTANCE
8I-QW51F00T
.051SIEUCY
Very Soft
0 to 2
Soft
3 to 4
Firm
5 to 8
Stiff
0 to 15
Very Stiff
10 to 30
Hard
31 to 50
Very Hard
Over 50
Clay
Organic
RELATIVE DENSITY
Very Loose
Loose
Sandy
Medium Dense
Dense
Very Dense
Silty
Clayey
Silty Sand
Clayey Sand
Sandy Silt
Clayey Slit
Sandy Clay
Silty Clay
Partially Weathered
Rock
Cored Rock
WATER LEVELS
(Shown in Well Diagram .Area)
Water Level Al Termination Of Boring
Water Level Taken After 24 Hours
Loss Of Drilling water
Hole Cave
STD. PENETRATION
RESISTANCE
BLOW5(FOOT
0to4
5to10
1t to 30
3t to 50
Over 50
SAMPLER TYPES
(Shown in Samples Column)
Shelby Tube
® split Spoon
I Rock Core
0 No Recovery
Standard _ The Number of Blows of 140 ib. Hammer
Penetration Falling 30 in. Required to Drive 1.4 in.
Resistance I.D. Split Spoon Sampler I Foot.
(SPR) As Specified in ASTM 0-1586
AEC - Total Length of Rock Recovered in the Core Barrel
Divided by the Total Length of the Core Run Times
100%.
ROD - Total Length of Sound Rock Segments Recovered
that are Longer Than or Equal to 4" (mechanical
breaks exluded) Divided by the Total Length of
the Core Run Times IOOX.
OVlf - Organic Vapor Meter.
ELEVATION - Refers to Ground Surface at Location of Well
Environmental S&ME
Testing

PROJECT: PROPOSED KINKO`S FACILITY TEST BORING RECORD B-1
WILMINGTON. N.C.
PROJECT NO.: 1001-99-492 ELEVATION: o NOTES:
LOGGED BY- PB BORING DEPTH: 15 FEET
DATE DRILLED: 12-29-09 WATER LEVEL: 8'
DRILLING METHOD: WASH BORING DRILL RIG: CHE45
a ; a o Soil Description
c
a L
Gray Fine Sand and Base Course Stone
Medium Dense Gray Fine SAND (SP)
Loose Brown Fine SAND] — Some Clay
5 (SC)
Medium Dense Dark Brown Fine SANE) —
Trace of Silt (SP--SM)
10
Medium Dense Brown and Tan Fine SAND
(SP)
Boring completed at 15'.
w a 7 Standard Penetration Test Data
"' SBiaws/1t1 m
� � w
10 30 50 T08
—10
—f5
—25
Page :laf1
$WE
Engineering x Testing
13
s
20
22
it

Pago:IDfI
$&ME
Engineering rt Testing

PROJECT: PROPOSED KINKO'S FACILITY WILMINGTON, N.C. TEST BORING RECORD B-3
PROJECT NO 1061-99-492 ELEVATION: 0 NOTES:
LOGGED BY: PB
BORING DEPTH:
15 FEET
DATE DRILLED: 12-29-99
WATER LEVEL:
8'
DRILLING METHOD: WASH BORING
DRILL RIG:
CME46
wW V
a v
Sall Description
n
CL
W
o
w
-'
w
Gray Fine Sand and Base Course Stone
Loose Tan Fine SAND (SP)
Loose Brown Fine SAND - Trace of Clay
5 (SP-SC) -5
Medium Dense Brown Fine SAND - Some
Clay (SC)
10 —10
Medium Dense Gray Fine SAND (SP)
15 —15
Boring completed at 15'.
ft*
1 25--� 1 1 1 1 f -25
1 3
Standard Penetration Test Data
(Blows/it)
10 30 50
Page., i at
Environmental ServieeS
Engirteering * Testing
9
B
15
15
12

PROJECT! PROPOSED KINKO'S FACILITY
WILMINGTON, N.C. TEST BORING RECORD 13-4
PROJECT NO 1061-99-492 ELEVATION: 0 NOTES:
LOGGED BY. PB BORING DEPTH: 15 FEET
DATE DRILLED: 12-29-99 WATER LEVEL: 8'
DRILLING METHOM WASH BDRINS DRILL RIG: CHE45
U_ _
CL
n o Sail Oescriptlon y ¢
Lo
cn
Gray Fine Sand and Base Course Stone
Medium Dense Brown Fine SAND (SP)
5 —5
Medium Dense Dark Brown Fine SAND -
Trace of Slit (SP--SM)
10 —10
Medium Dense Brown and Tan Fine SAND
(Sp)
15 -15
Boring completed at 15'.
1 20
1 25-1 1 1 1 1 1 —25
Standard Penetration Test Data
(Blows/it)
10 30 50 TO
Page :fof1
$WE
Englneering * Testing
a
m
13
11
19
21
29

PROJECT: PROPOSED KINKO'S FACILITY TEST BORING RECORD B--5
WILMINGTON, N.C.
7 d ' lt781-99-492 ELEVATION: 0 NOTES:
PROJEC N ..,
LOGGED BY: PB BORING DEPTH: 10 FEET
DATE DRILLED: 12-29--99 WATER LEVEL: 6•
DRILLING METHOD: WASH BORING DRILL RIG: CHE45
zt� E w LU
a y
a. - a o Sail Description o v w Ui ¢CC
�LU
LD
Gray Fine Sand and Base Course Stone
Loose Gray and Tan Fine SAND (SP)
5-
D
ense Dark Brown Fine SAND - Some SIR
(SM)
1 10—
Boring completed at 10'.
I is-
120
1 25
-10
-25
-3
Standard Penetration Test Data
(Blows/it)
io 30 !
Pooe:foff
Environment a# Services
Engineering x Testing
LL
a
m
a
7
32
47

PROJECT: PROPOSED KINKO'S FACILITY bfIL.MINGTON. N.C. TEST BORING RECORD 6-6
PRO1ECT NO ' I061-99--492 ELEVATION• 0 NOTES:
LOGGED BY: PB
BORING DEPTH:
10 FEET
DATE DRILLED: 12-29-99
WATER LEVEL:
a'
DRILLING MEfHOEt WASH BORING
DRILL RIG:
CH 45
z
aUjo
Soil Description
a n
w
Q
7
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J
Q
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III
1 20
1 25
1 36
0.-�� Gray Flne Sand and Base Course Stone
i Loose Gray and Tan Fine SAND (SP)
Medium Dense Dark Brawn Fine SAND
(SP)
Medium Dense Black Fine SAND - Some
Silt (SM)
Boring completed at 10'.
--15
-25
Standard Penetration Test Data
(Blows/it)
10 30 50
Papa:lnfI
$&ME
Engineering x Testing

PROJECT: PROPOSED KINKO'S FACILITY WILMINGTON, N.C. TEST BORING RECORD B-7
PROJECT NO.: 1061-99-492 ELEVATION: 0 NOTES:
LOGGED BY• PB BORING DEPTH: 10 FEET
DATE DRILLED: 12-29-99 WATER LEVEL: 8'
DRILLING METHOi3: WASH BORING DRILL RIG: CME45
oQ o Sall Oescriptlan
ra
Gray Fine Sand and Base Course Stone
Medium Dense Gray Fine SANG (SP)
Loose Brown Fine SAND - Some Clay
s (SC)
Medium Dense Tan and Gray Fine SAND
(SP)
10
Boring completed at 10'.
25
Standard Penetration Test Data
w a (Blows/it)
a w
`n 10 30
-10
-15
-25
-3
Page : ! n1 1
$WE
Engineering * Testing
11
29

PROJECT: PROPOSED KINKO'S FACILITY WILAIINGTON. N.C. TEST BORING RECORD B-S
Pan IC7rT NO 1081-98-482 ELEVATION: 0 NOTES:
LOGGED BY: PB BORING DEPTH: f0 PEEr
DATE DRILLED: 12-29-99 WATER LEVEL: 8'
DRILLING NETNOD: WASH BORING DRILL RIG: CHE45
w
a o Sall Description > e w
y a > 4- w
Ui ^' < O ..r � W
L.;2�4 Gray Fine Sand and Base Course Stone
Medium Dense Brown Fine SANG (SP)
Loose Tan Fine SAND - Trace of Clay
5 (Sp -SC)
mom
Medium Dense Black Fine SAND - Some
Slit (SM)
Boring completed at 10'.
-25
Standard Penetration Test Data
(Blows/it)
10 30 !
page: J of
$&ME
Engineering )r Testing
U-
a
m
14
10
25
22

RECEIVED
Eastwind Engineering Company, LLP
JUN 2 12000
Engineering • Planners • Architects BY•
11 l Princess St. P.O. Box 2628 Wilmington, North Carolina, 28402 910-342-9144 FAX [phone]
June 21, 2000
Ms. Linda Lewis
N.C. Department of Environment
and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: SW8 000612
Kinko's Retail Store
New Hanover County
Dear Ms. Lewis:
We have addressed your comments in the fax dated June 20, 2000. The following is a response to your
comments.
1) A letter designating Mr. Collier as an authorized signing agent for Mr. Zimmer is attached.
2) The infiltration calculations have been revised for the 1.5-inch storm.
3) The invert of the overflow weir has been changed as well as the invert of the infiltration culvert.
The detail of Drop Inlet No. 1 has also been revised to reflect the changes on sheet C-4.
4) Detail No. 1 on sheet C-9 has been revised to reflect the changes to the plans. The trench height
of 4.52 feet is the correct height of the infiltration trench. Details No. 5 & 6 have also been
revised.
5) The 36" infiltration pipe has been labeled and the overall trench width has been shown on Detail
No. 1 of sheet C-9.
Enclosed are the following:
• Two (2) copies of revised sheets C-4 and C-9
• Two (2) copies of the revised calculations
Supplement".
Please feel free to call if you have any questions.
Very truly yours,
EASTWIND ENGINEERING COMPANY, LLP
/AkkN, Ayc�
Mark N. Hargrove, P.E.
cc: Jeffrey L. Zimmer -- Zimmer Development
Frank T. Grzandziel — Zimmer Development
Rod Young — Zimmer Development
and the revised "Underground Infiltration Trench

5- .

P. 1
\/
rt COMMUNICATION RESULT REPORT ( JUN.20.2000 11:50AN )
TTI NCDENR WIRO
€= 1'..E. MODE OPTION ADDRESS (GROUP) ESULT PACE
--------------------------
L122 €•iEMOR`t T-' ' 9-3429141 0€C P. 1/1
a
--____________________ F,En50N FOR ERROR
E-1) HANG UP OR LINE FAIL
F--3) NO +INSWEP,
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Offioe
Jam cs B. Htult, Governor
Bill Holman, Secretary
FAX COVER SHEET
Dee: June .20, 2000
To: Mark Hargrove, P.E.
Company: Eastivind Engineering Company
FAX : [phone] (Local)
DWQ Stormwater project #SWS 000612
Project Name: Kinko's Retail Store
M SSACE:
Mark:
Upages: 1
In: Linda L,ewi
AQL--
Wa eetion - Stormwater
E.A.X #: 910-350-2004
Phone #: [phone]
I have doge a quick review of the project. The following items must be provided by July 20,
2000, in order to continue the review.
1: please provide a signed agent authorization from Mr. Zimmer for Mr. Collier to sign
the application, or have Mr. Zimmer sign the application.

. ` State ofNorth Carolina
Department of I-Ltn7ironment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James B. HUM, Governor Bill Holman, Secretary
FAX COVER SHEET
Date: .tune 20, 2000 No. of Pages: 1
To: Mark Hargrove, P.E. From: Linda Lewis
Company- Eastwind Engineering Company Water Qwdity Section - Stormwater
FAX #: [phone] (Loeal) FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project #SWS 000612
Project Name: Kinko's Retail Store
MESSAGE:
Mark:
I have done a quick review of the project. The following items must be provided by July 20,
2000, in order to continue the review.
Please provide a signed agent authorization from Mr. Zimmer for Mr. Collier to sign
the application, or have Mr. Zimmer sign the application.
2. The classification of Hewletts Creek is SA, therefore, the design storm is 1.5", but
the calculations use a 1" storm. The required volume to store is closer to 2,800 cubic
feet, not.2,100. 1 f you can provide a chlorides test, taken at least 3 days after a rainfall
event, which indicates that the chlorides concentration is less than 500 ppm at a point
in the receiving stream that is at least 1/2 mile downstream from the proposed
discharge point, then you will be allowed to use a l" design storm.
3. If the invert of the 15" overflow pipe is 43.75, and the bottom of the trench is 40,25,
then the trench height is only 3.5% not 4.85' as reported on the supplement. The
overflow invert must be raised to 45.1, or you need to put in a smart weir to separate
the overflow from the trench. You'll need to show a revised D1- I detail, if you choose
the latter. In order to make this system truly offline, as required by the rules, each
catch basin must have it's own overflow pipe.
4. The trench detail on sheet C9 indicates that the trench height is 4.52'. Where did the
4.85' used in the calculations and shown on the supplement come from? Please
revise the detail as needed to show the correct height.
5. Please label the 36" pipe diameter and the overall trench width on the trench detail.
S:1WQSISTORMWA'r1LI'-TTERS1000612.JUN
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An l;qual Opportunity Affirmative Action Employer

5
I
� ri T T � T T�� T ,
EAS l « IN D LN GINS+ ERIN G COMPANY, LLP
OLEANDER DRIVE - 1VIIAIINGTON. N(; 28403 - (910)34_-9144 - FAX (S)IM 84'_-IJ141
ZDC #
Date June 5, 2000
TO:
Ms. Linda Lewis
N.C. Department of Environment
And Natural Resources
Division of Water Quality
] 27 Cardinal Drive
Wilmington, NC 28405
We are sending the following:
[ ] Bluelines
[ ] Samples
[x] Originals
[ ] Submittal
[ ] Specifications
[ ] Addenda
[ ] Shop Drawings
[ ] Copy of Letter
[ ] Other: Reports
VIA: [ ] Mail [ ]Overnight
Letter of Transmittal
Kinko's Retail Store
4700 Oleander Drive
Wilmington, NC
Stormwater Permit Application
Purpose:
[x] For Approval [ ]Returned for Approval
[ ] Approved as Submitted [ ] For Your Use
[ ] Approved as Noted [ ]As Requested
[ ] Other:
[ ] 2"d Day [ ] Other:
Quantity
Drawing/Specl
Latest Date
Description
2
sets
5/22/00
Preliminary Construction plans for Kinko's Retail Store.
2
application
5/22/00
Permit Applications
I
check
$420.00 Application Fee J
Ads
4.0. T 1JF
Remarks: I have provided two sets of plans and one original and one copy of the permit
application. If I can be of any assistance, please call so we can discuss the project.
Thank you.
Copy:
70,11IN
'VE BY: Robert P. Balland, Desi=n Engineer
2000 EASTWIND ENGINEERING COMPANY, LLP