WQ0003626_More Information (Received)_20130710

Dewberry°
ARCHITECTS ENGINEERS CONSULTANTS EL.
Campbell Soup Supply Company, LLC
Non -Discharge Permit WQ0003626
Modification Application
Response to Additional Information Request
Campbell Soup Supply Company, LLC
July 10, 2013
RECEIVEDIDENRIDW(>
JUi_ u0413
Aquifer Protection Se
RECEIVEOIOENRIDWW
Aquifer Protectiorr So
DENR-FRO
JUL 15.2013
PREPARED BY:. -
Dewberry Engineers; Inc_.
2301:Re5owoods Drive:
Suite200;
-Raleigii,ND 27607
' NC License'No.:. F;0929'•..
'PREPARED -FOR: r
NC'Department of Environmentand
Natural Resource (NC,DENR)Building
Aquifer Protection Section
Attn: Jon Risgaard, Unit Supervisor'
Archdale Building
512 N. Salisbury Street
Raleigh, NC 27699

NOTES
1. PROPERTY LINES SHOWN ARE APPROXIMATED FROM ROBESON COUNTY GIS DATA.
2. SETBACKS ARE BASED ON 15A NCAC 02T.0506(b) SETBACKS FOR TREATMENT AND ST
REGULATION CALLS FOR A 100 FOOT SETBACK FROM ANY WELL (EXCEPT MONITORING
OF INDIVIDUAL RESIDENTIAL WELLS ARE UNKNOWN, THEREFORE THE SETBACK WAS THE
A 100 FOOT PROPERTY UNE OFFSET.
LEGEND:
- - - - - 500 FT LAGOON BOUNDARY
PROPOSED CONTOUR .
- - - - - - - EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
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RECEIVED!DENRJDWQ
JUL i f/
Aquifer Protection Section
PROPOSED
SITE MAP
"B" FIELD EXPANSION
ELL SOUP SUPPLY COMPANY
SHEET NO.
SK-1

Dewberry.
Dewberry Engineers Inc.
2301 Rexwocids Drive. tite-200
Raleigh, NC 27607-3366
919.881.9939
019.8815923 fax
www.dewberry.com
,J11 ? 033
NC Department of Environment and Natural Resource (NC DENR)— Aquifer Protection Section
Attn: Nathaniel D. Thornburg, Environmental Engineer
, 1 Aquifer Protection Section
1 , ,512 N. Salisbury Street
,....J :Raleigh, NC 27699
RE; Cainpbell *oup xipply Company, Non;DiSelmjegeiet'mit WQtioci3626
Modific#0011 Application ItPstionSe to Additional InfMtnation Request
Dear Mr; Thornbtirg:
Per your additional information request dated May 23,2013, Dewberry is pleased to provide the enclosed
information relative to the Campbell Soup Supply Company, LLC (CSSC) Non -Discharge permit
modification request. In, addition, the enclosed information also includes documentation that has been ,
modified or added due to project changes necessitated by additional geotechnital inforination. This
•includes resitbinittal Of all previously Submitted engineering drawings;
Theproposed project design still includeSinstall ationpftWo earthen wastewater effluent irrigation
storage lagoons with synthetic liner systems ; The total effective volume of the two storage lagoons is 30
.thilliongalt�ns(MG),4 MG for the small oil 00 mG for the large lagoon..
'The new lagoOns will replace Pield B. The pFOpose0)opution fOr the lageons e*compasses all Of the
existing .Field B area, which currently serves as the emergency standby 8.0 acre row and furrow system to
be used by CSSC during power outages or dining inclement weather. Construction will be sequenced such
that Field B will be available for use durmg the construction of the 4 MG lagOon, When the 4 MG lagoon
is potip service, construction of the 26 MG -lagoon will commence taking Field B out of Service. Therefore
'during construction activities an effluent outlet will be available if a power outage Or inclement weather
occurs,
Since the twowastewater irrigation storage lagoons provide Significant storage for use in power outages
and inclement weather, we are requeSthig removal of Field B from the Non -Discharge permit. CSSC is
currently permitted to irrigate on 456-.62 acres (Fields A, )3, ,C; 0; E, F, G, H, I, and J). To accommodate
the 8.6 acre reduction in available irrigation area due to the removal Of Field B, CSSC is requesting a
reduction m daily niaximan-lperniitted:flqw from 5,660, -761. gallons per day (gpd) to 4,969,959 gpil. The
proposed ratio of the reduction in permitted flow: equals the proposed reduction in available irrigation
acres.
poring cori‘truetiOn,phUse..uctivities, a*OPIIKkarY.conStfuetiOei stOckijilOStaging area WilibeloCated near •
the northwest corner of the 4 MG lagoonnficljnst to the south of field A. To access this skit* area, a
tehipofatijOriVe will 'be located along the southern perimeter of a portion of Field A. During construction
phase activities, we are requesting a temporary reduction in the Field A acreagehi:0'72.S to.74$2 to
atebinittorThe drive (see Application Item vj.1.8).
To fecilitateDENieSsevieW, we have liated.beloW the sections included irr this submittal.:

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Mr. Nathaniel Thornburg
Julyt�, 2013
Page 0f4
1. Modified Wastewater Irrigation SysteniAppliCatiOn (VW* WW1$ b87-1.4i
Natural geiitage Program -= Threatenedor Endangered Aquatic Species Report
EfigirieeringPlans
4. Modified or l•feW:ppeciOcaticins
5. ;$iteiVlap
•
In addition, and per your requirements, we have provided below a summary response (italicized) to each
DgNg.corlinlelit 'ineltided within the arlditicinal.hiforinatiOri request and a reference as to the location of
the requested information in the updated application paCkage.
A.Cover Letteri
1. The cover letterrequests that theperiiiitted average monthly daily flOwbe.:tedOced..fraiii 4 million
:gallbas per day (MGD) to 3.95 MdD; : Division review of the permitted annual loading igeo,in,„
Attachment B of the permit issued October 22,2010, indicates that removal of Field B upon completion of
.phases I. and IT will result iri an average daily flow disposal reduction of 99,80gallons per day (Gp0).
currently, all permitted irrigation fields combined are capable of diposing 5,009,761 GPD, which exceeds,
the permitted average daily floW Of2Em9D.
Therefore, m lieu of approving the flow reduction request, the Division suggests that the monthly average
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daily flow remain it 4 MOD; but the daily maximum flow rate be reduced to 4i90,9, 059 .ppvtb reflect the
loss of field.B. The Division suggests that the monthly average daily flow remain the Smile because even
With the loss of Field B, the remojpiok irrigation fields have more than enough. capacity to acCOMMOdate4
IAGD Of treated effluent:
The cover letter has been nzoi100to i elect the monthlyaverage and daily maximumPolo rates as
p•opSeclbypE:N.g,
-6. Application:
Applicant intends on submittmg; Erosion and
Sedunentation dontrol.Plap..(E4SCP). apphcation on Of about May 28; 294 Per i$A'N(....A.0
0105(e)(6), the application for the E&SCP shall be submitted to the Division of Energy, Mineral and 'Land
4eSoiircetl)riortO the issuance of thia.non,discliate permit.
Dewberry to:satin-0 the E&SeRto 'the itisi�n'QfFithrgy,Mneral Divisionand Land keSattrees
Ohre inlp..19; 09:43r 4./jP1f0fiQP P'OrniV.4.has been reiPilettand-sealed,
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AilI.O0APplidation item IV 6 to reflect the permitted monthly average daily and inakininfil daily
:flows •based on the CornMent in Section A Cover Letter,
415.0*000.41tero IV 6 hasbeen rgt,40.104*00frct,
3, Per Application Instruction P and.i5AK4c 02T oiOgoxio); amend Application wool W 9 to state
that documentation of the presence or absence of threatened or endangered aquatic species has been
provided : See Section Documentation for fnrther coMMents,
Application Item MOhas been revised and sealed ; TheNatiiral Heritage Program ='Threatened, or
gncicingereclAratic$pecies Report documentation isprovided tSegtfoh R.
4. •AmeAdAPPliCation Item IV:i9,:to.include the inforittatiatacit the monitoring well pkoposedto replace
_ the to -be -abandoned Please ribte that the new itionitOrhig,Well cannot be named MW-3, therefore
MUStbe renainecl (i.o.,gw,34. or MW-ia),
Dewberry.

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Mr. NathanielThornburg
July los 2gi8
Page Of .4
Application:Item Nzo,nhas been revised to reflect IVIVF-J4 and seeded.
5. Application Item yr..• states that the:27 million gallon (MG) lagoon contains a discharge point
However, review of the Englaeeting Plans does not indicate an overflow or spillway for the 4' MG lagoon.
Please aniend.
Application Item IV3 hast#nrevisecijOr thelarge lagoon and the Sinai, lagoon and sealed.
5. Please amend AppliCntion Item VII 8 to include the post-Phasei acreage for Field B.
Application item V1L8. hdsbeen revised tO request i*mOved of Field B following Phase I and Sealed,
-APPliciztiOnItem VII.8. has also been reuised to reflect temporary reduction in Field A acreage during
construction phaseactivities toprovide a construction access road
, .
- j, Engineering Plans
PerApplication Instruction L please submit two set of gggineetitig Plans m 11 )F foith4L.
Two sets of 010in0011001),1dtP,in llxi7fbrinat areprotnded in Section
Amend Plan Sheet G-2 to' note that lvINV3 is to -be -abandoned, as Well as indicate the location of the
proposed well to replace monitoring well MW-3
Plansheot G-2 has been revised to depiet as abandoned and the location q rivIW-JA proiiided
-— - • •, , • - •-
(Section j).-
' sesap
1... PerApplication tiOtriictiOn L, pleoe.:Oovide,t'WO dOple$ of an h. x #7ilich Site. Maps PePaittOATO 016
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planaets, Please 'Mite the Site; maps shall be attached tO the issued ,fiepitit,
Two copzes-of 0.0 Ore-rop*iiiqzftitintit are provided in Section .v. 1
"--1 2: Per APPlieatiOn Instruction L and 15AlkItAC-0T .0864(d), Please ensure the site map for the
.prOposed facilities include: -
- --, a. I..A. .;,11:ed map ofthe itei with topographic contour iaterval§ nOt•exceeding ici feet or 25 percent Ofti)tal
site relief and showing all.facilitylalatea structures and fences within the wastewater treatment and
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"stqrage 'stems.
,--- li., The location of all proposed, existing and to be0aridoJiecl:Welt§ (including nionitothig), streams,
*tinge, lakes, ponds, & other surface drainage features within 500feet of wastewater treatment outi.
storage.•)riterps..-,
, . .
-c.. Actual most restrictive setbacks as required by 15A NW 02T .096(a)An4 (hi. and as listed. .
1 , Application I0A. Vila.
-Show the location of all property boundaries Within 500 feet of the wastewater treatment and storage
Vstems.
Dewberry.
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Mr. Nathafiiet Thoniburg
July 10,2013
Page4of4
e. All habitable residences ot.i*c6s of publicassembly tir44irizo0 feet of the WaStewater treatment and
Storage systeMs.
The site map includes thqiiiforinifitin as fecizifriel'(Sectio 5).
Additional noonoeFtwiopt
Threatened or Endangered Aquatic Species tiOciithentation:
PerApplication Instruction P and iA NCAC 02T .61.95(e)(1o), provide .documentation concerning the
- _ • . - .
'presence or absenCe, of threatened or endangered aquatic speeies.
PoentnetiNtion provided frt;Settiorz gi.
Please•feel.fiento contact us With any questions regarding this modified application package We
apprebiatejoiir asSittahee with this matter:
Sincerely,
pewbetwEilgineets tne.
14/14,-Er 73. ,)A.)
Daiiia:p:. "Wilkinson
Vice President
Dewberry

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Section 1
Form V1lWIS 08-11
(Partial)
www.dewberry.com

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.GENERAL REQUIREMENTS ISA NCAC 02T .0100:
i. Application type: aNew El Major Modification 0 Minor Modification
If a modification, provide theexisting permit number : WQ0003626 and most recent issuance date! October 27., 2010
2. Application fee: S395 - Standard - Major Facility - Major Mod
3. DoeSThis project Mike. public monies or lands? 0 Yes or to No
If yes, was an Environmental -Assessment required under 15A NCAC Old 0 Yes or 0 No.
If yes, which final environmental document is subniitted? 0 Finding of No Significant Impact or 0 Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
, •
permiKeitiAcation
. Date
Submitted
. Date
Approved
Peimit/Ceitifieation
H : :. NuMbei
Agency Reviewer
:
•driliectimiSYstern (0 .200.600 GPD)
N/A
N/A
N/A
N/A
Dain•SafetY s .
N/A
....•.._...
' N/A ':
.... ,'N/A.
. :--
N/A
. .
Erosion & Sedimentation Control Plan
Anticipated
07/19/2013
TBD
, 'op
'
TBD
Nationwide 121SeCtion 464
' N/A '
N/A
N/A:
'
N/A ..
. . .
Pretreatment
NIA
N/A
NiA.
,
N/A
Sewer System
N/A
N/A
N/A
_ .
N/A
Storniwater*anagenient Plan
1 N/A
' N/A
N/A
N/A
-
Wetlands:4ot
NIA: 1
N/A
N/A
" . N/A
_
Other: . .
.
• .
.
.
. — .
5.. VithatiS thwastewatertype?D Domestic or XI industrial (See 15A NCAC02T 103(20)
'•,;>- Is there a Pretreatment Program in effect'? 0 Yes or No
Has a wastewater chemical analysis been submitted? Ejl Yes or 0 No
6. Wastewater monthly average daily flow: 4,MOD Wastewater daily maximum flow: 4 969 959 GPD.
Limited-by:,12 Treatment, 0 Storage, El Field Hydraulics, 0 Field Agtononiids or 0 Groundwater Mounding
7; Explain how the wastewater flow was determined : 15A NCAC 02t :0114 or El Representative Data (past 2 year average)
Hasa flow reduction been approved under 15A NCAC 02T .01i 4(f)? 0 Yes OD No
Establishment Type
Daily Design Flow
No. of Units
. Flow
" •
GPD
gal/
GPD •
gal/
. _
GPD
GPD
gal/
GPD
•
gaIi
GPD
Vv..0
er.ffee
Fbial;
Wit
Total
NCAC 02T .0114 b , (d), (e)(I) and (e)(2) ter caveats to wastewater design flow rates (1.9„ minimum flow per
roposed unknown non residential development uses; public access facilities located near WO public use
sidential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
.S. etiA-4
GPD
Page 2:of 13
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IV. GENERAL REQUIREMENTS — ISA NCAC 02T .0100 (continued)t
8. What is the nearest 0-year flood elevation to the facility? 207.5 feet mean sea level. Source: DFIRM Panel #9308
Are an tteatment, storage or irrigation facilitiei:located within the 100-year Mod plain? El Yes Or El No
If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with §143 Article 21 Part 6? El Yes or El No
9. Has the Applicant provided documentation of the presence Or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? El Yes or 0 No
10,, 'Does the facility have a proposed or existing groundwater monitoring Well'network? El Yes or 12 No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed: -
If yes, complete the following table (NOTE— This table may be expanded for additional wells):
Well Name
Status
. -
Latitude a
Longitude u
..
. Gradient
. ...
Location
MW-3A
Proposed
34.8937°
279.3134°
Down Gradient
Outside Compliance Bou
Select.
- 0
_ 0
Select
Select
Select
0
°
-. .Select
Select
Select
o
o
Select
Select
Select
. d
- . 9
Select
Select
Select
. 6
- .
Select
Select
Select
0
.
- . 0
Select
Select
Select
0
ii
- .
Select
Seledi
,
Select
°
- . 0
Select
Select
Select
: 0
- . 0
Select
Select
Provide the following latitude and longitude coordinate determination information.;
Datum t NAD83 "Level of-accuracy:UnknowitMethod-of measurement : Cadastral Survey
11, If the Applicant is a Privately -Owned Public Utility, has 4 'Oqrtificaip Of Public Convenience and Necessity been submitted?
!laYes,,EINo or EN/A
12. If the Applicant iS'a Developer of lots to be sold, has a DeveloPer'S Operational Agreement (FORM: DEV) been subinitted?
E=1*; D119 Or E1N/A
1.3. If the:Applied* is a Home/Property Owners' Association, has an Association Operational Agreement (FORM HOA) been
subinittedI 0 YOs;:ElNo or ON/A
14. Demonstration tifhisteriegl.conSideratitin for permit apprOVai.-; 15A NCAC 02T .0120:
Has the Applicantitifoy otobt subsidiary or Other affiliate exhibited the following?
Has been 'convicted ofgnifirolimental crimes under Federal, law or aS..143-215,6B?, Er Yes or No
- .
b. previously abandoned a Wastewater treatment facility without properly closing that fatility? El yo or,lEl No
:C., Has unpaid civil Penalty; where all appeal§ have been abandoned or exhausted?yo pc No
d. Is nOn,coMpliant with an existing •iibb-clischpfie permit, settlement agreement or order? Yes or ggc.,
e, Has unpaid annual feesin accordance with 15A,NCAC 02T :0105(e)(2)10 Yos of El NO
IttSh
a/c ,
Page 3 of 13

P. Additional Documentation (continued):
> Operational Agreements All Application Packages for Herne/Property OWnere Associations and Developers 'of Lots to .be
sold):
> Hoine/PrePertV OWnersi Associations
: • NOT 0 Per ISA NCAC 02T10115(c); submit the properly executed Operational Aereenient (FORM: HOA).
APPLICABLE D Per :15A:NCAC 02T..0115(C), submit the proposed or approved Articles -of Incorporation, Declarations and By laws
> Developers Of lots to be sold
,EI Per 15A NCACO2T::0115(b), submit the properly executed Operational Aereement (FORM: DEV):
> Threatened Or Endangered Aquatic Species Documentation (All Application Packages):.
121 Per 15A NCAC 02T :0105i0(10), submit documentation from the Department's Natural ,Heritaee Promarn
'demonstrating the presence or absence of threatened or endangered aquatic species within the boundary Of the
wastewater treatment, storage and irrigation facihties
0 If the 4046; directly impacts such species, this documentation shall provide information on the -peed for permit
conditions pursuant to .ISA NCAC 0213,.0110.
Wastewater chemical Analysis (All Application Packages treating Industrial Waste):
NoT 0 Per ISA NCAC 02T .0504(11), provide a complete Diviston certified laboratory chemical analysis of the effluent to be
.
APPLICABLU.. irrigated for the following parameters (For new facilities ; an analysis from a similar facility's effluent is acceptable)!
0 Armenia Nitrogen (NI-1:3-0)
'0 Caldium
0 Chemical Oxygen Demand (COD)
El Chloride
o Fecaltoliform
o S.:day tiodheniieallOicYgen Demand (30p5)
o Magnesium
O Nitrate Nitrogen (NO0)-
0 pH
phefiel
0 Sodium
o Sodium Adsorption Ratio (SO)
1:1 Total Dissolved solici
1;1 Total kjeldahl Nitrogen (TKN)
0 Total Organic Carbon
El TotalPhoSphopus
El Total Trihalemethines
El Total Volatile Cot:girlie Componrids
0 torticityTest Parameters
THE COMPLETED APPLICATION Arni:supppONGDOCUMENTATION sHipallg..1,1:13:*TTEI) TO-
NORTH,CAROL.' INA DEPARTMENT OF ENVIRONMENT AND. NATURAI, RESOURCES
OF WATER QUALITY
• AQUIFER PROTECTION SECTION
1,AND-AppticATioN UNIT:*
By us. Postal 'Service:.
1636 MAIL SERVICECEN,IR*
RALEIPH, NORTH CAROL.INA 27699406
TELEPHONE NUMBER: [phone]
q0;f9goinbot
INSTRUCTIONS FOR.ApPI.,ICATIONWWIS 08,11 & SUPPORTING ppdt.iiONTATION,
,By Courier/Special Delivery:
512 N. SALISBURY ST.
,RALEIGH. NORTH CAROLINA 27604
FAX NUMBER (919) 007,6496
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V1. EARTHEN MPOUNONIENT DESIGN CRITERIA- I5A NCAC 021' .0505: LARGE LA000N
IF MORE THAMONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY_
1, What is the earthen impoundment type? Effluent Storage
Storage Impoundment Coordinates (Decimal Degrees): Latitude: 34.8036' Longitude: i 21°
Datum NAD83 Level of accuracy: Unknown Method of measurement ; Cadastral survey
3. Do any impoundments include a discharge point (pipe; spillway, etc)? 0 Yes or El No
4. Are subsurface drains present beneath or around the impoundment to control groundwater devatiOn? 0 Yes or [g] No
5. Is the impoundment designed to receive surface runoff? ID Yes or NO
&yes-, what is-thedrainage area? ft2, and was this runoff incorporated into the Water balance? ID Yes or D No
6. !fa liner is present, how will it be protected from wind driven wave action?: synthetic liner
1.. Will the earthen impoundment water be placed directly into or in contact with GA classified goimtlWater? 0 Yes or EiNo
! Ifyes, has the Applicantprovided predictive calculations or Modeling demonstrating that such placement will net result in a
contravention cif PA groundwater standarcl§? El Yes orti No
8. What is the depth to bedrock from the earthen inipOthidMent bottom elevation? 4..ft
If the depth to bedrock is less than four feet has thp Applicant provided a linetwith a hydraulic conductivity nogreater than
1 x 104 cm/s? laYes, No or N/A
Has the Applicant provided predichVe calculations or modeling demonstrating that surface
Water or groundwater Standards will not l*contravened? 0 Yesor D No
If the earthen.iiiiPennidinent is excavated into bedrock i has the Applicant provided Predictive calculations or Modeling
deMonStrating that surface water or groundwater standards will not be contravened9 0 Yes, D No or.° N/A
•9.. If the earthen inpoundtpent is lined and,the.mean seasonal high water table is higher than the impoundment bottom
elevation, how Will the liner be protected (0.g„ bubbling, groundwater infiltration, etc.)? Bottom of lagoon designed above
.the meanSeaSonal high Watettable-
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10. Ifatiplicablc, provide the specification page references for the liner ifistallatieti andiesting requirementS:,Specification
Section 33 47.10
11. 'If the,eartherliMPOlindment, is legated within the 100:•Year flood plain, has a minimum Of two feet of protection top of
,einbankindit elevation t� 1007year flood plain,cleVatiOn) been provided? 0 Yes or El No:
12. Provide the requested earthen impoimdment-design elements and dimensions:;
Earthen Impoundment Design Elements
, . ,
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Earthen Dtmensions
Liner type:
E Clay ...i4
Synthetic
0 Unlined
Top of embankment elevation:
• z
228.5 h
0 Other
Liner hydraulic conductivity:
2 x 10 13cm/s
Freeboard elevation;
: 226.5 ft
Hazard class :
Not Applicable
Toe of slopeelevation:
215 ft
.,..
Designed r o freebad:
'2 ft
Impoundment bottom elevation!
. _ 215 ft
Total volume:
4,303,09ft3
32493,663 gallpni
Mean seasonal high water table depth: '
214. [t (approximate)
Effective Volume:
3 510,813 te
26.20 MG
Embankment sic lie:
3 : 1
Effective storage time;
14.6 days
Top of dam water surface area:
- ..,
40 3;620 fr
Plan Sheet Reference:
C6, C9
Freeboard elevation water surface area:
388,71 1, 112
Specification Section;
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33 47 10
Bottom of impoundment surface area:
322;116 ft2
e effectiVe vein* shall be the vOlume betWeen the two fciot freeboard elevation and the: (1) pump intake pipe
mpOiindnient bottom elevation Or (3) mean seasonal high water table, whichever is closest to the two foot
'on,
Page 8 of 13

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SMALL: LAGOON
IF MORE THAN ONE IMPOUNDMENT. PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
13. Whatis the earthen impoundment type? Effluent Storage
14 Storage Impoundment.coordinates (Decinial Degree's): Latitude: 34.8047° Longitude : 49J121-°
. Datum: NAD83 -Level ofaccuracy: -.Unknown MethOtl'of Measurement: Cadastial survey
15. Do any impOundment,sinctude a discharge point (pipe, spillway; etc)? 0 Yes or [2] No,
16. • Are subsurface drains present beneath or around the impoundment to control groundwater elevation? 0 Yes or E]No
17. Is the impoundment designed to receive surface runoff? 0 Yes or 12 No
If Yes, what is the drainage arca7 ft2, and was this runoff incorporated into the water balance? 0 Yes or 1:1Nci
• 18. If a lines is present. how Will it be protected frOni wind driven vvave actiOn?:.sYnthetie liner
19. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? 0 Yes or El No
If yes; has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of -GA groundwaterstandards? 0 Yes Or 0 No
20. What is the depth to bedrock from the earthen impoundment botiOnieleVation? 4 'ft*
If the depth (0 bedrock is less than four feet, has the Applicant provided A liner with a hydraulic conductivity no greater than,
• I- x 104.cm/s?:E1 Yes, •No or El N/A
• ' Has the Applicant provided predictive caloidations or Modeling demonstrating that surface
•• Water,or groundWater esMorlardi will not be contravened? 0 Yes or Ell\To.
If the earthen !itriPOiicinent2i$ excavated into Wreck; has. the Applicant provided predictive calculationsjir Modeling
,deinonStrating that surface water or groundwater standards Will not be contravened?0 YeS, 0 No or ID NIA
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21, If the earthen impoundment is -lined and the man seasonal high Water table is higher than the impoundment bottom
elcvauon how will the liner be protected (eig., hubbling,.grOtindwater infiltration, etc.)? BottOm-oflagoon.designed above
• the -Mean seaStnial Innh'water table
22. If applicable,• provide the specification page references for the liner installatiotrand testing requiretnents: Specification
Section -33(47 10
'23: If impoundment located within the 106-year flood plain, has a iniiiinium of two feet'of protection (i.e., top of
embanktrien(eleyation to, 109-year-flood plain eleVation)been provided? 0 Yes.or [E'rsiO.
24, Provide the requested earthen impoundment design clemeittadd.ditriensiotw
. .
Earthen Inipoindment Design Elements
- -
Earthen .Impoundment Dimensions _ .
Liner.type::
0 CI y
iii -Synthetic
0 Unlined .
'
Top of embankinent eleVation:
- : - - •
221.5 ft
El Other
Liner hydraulic conductivity:
2 it 10 43- cm/s
Freeboard elevation:
._ .
219.5 ft
-.
Hazard el*:
.
Not Applicable
Toe of slope elevation:
215ft
Designed freeboard: ..,
2 ft
Iritpoochitent bottom elevation
215 ft
Total Volume:
920,513ft3
0385.897 gallops
Mean seasonal high water table depth:
214 ft (appit*iipate)
Effective Volume!
518,343 fr3
3.87 mq,
Embankment sloPe!
3 : 1
Effective e t a storgime;-:
2.15 s day
Top of dam water Surface area:
207,849 ft
- ;... ,-..--
Plan Sheet Reference
C4, C9 •
Freeboard elevation water surface area;
194,116 ft2
Specification Section :
-
33 47 10 i
Bottom of impoundment surface area;
.
175552 ft2
NOTE —The effective volatile shall be the volume between the two footfreeboard elevation and the: (1) pump intake pipe
2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
:don.
•Page 9 of 13

VII . IRRIGATION SYSTEM DESIGN CRITERIA —1SA NCAC.02T .0505 (continued):
8. Field Information (NOTE —This table may be expanded for additional fields):
Field
A
(Request
for
temporary
acreage
reduction
during
construction
phase
activities)
Area
(acres)
71.82•
Dominant.
Soil Series
Designed
Loading
Rate
(in/hr)
Designed
Loading
Rate
(in/yr)
Latitude
Longitude 0
.o
Waterbody
Stream Index
No..
Classification
13
(Following
Phase.I
construction
.activities)
0
0
.0
0
0
0
0
0
0'
0
0
0
0
0.
.0.
-O
0
0
0
0
o.
0
o-
Total.
Provide the following latitude and longitude coordinate determination information:
• elect Level of.accuracy: Select Method: of ineasuretrient; Select,
•
determining the Waterbody stream index number and its associated classification; instructions may be
• http:IIportaIncdenr:org/web/wq/aps/laulapplications#Agreements
Page ma 13

Section 2
Natural Heritage Program —
Threatened or Endangered Aquatic
Species Report
www.dewberry.com

6/6/13 NCDENR - NHP Map Viewer
r1
NC Department of Environment and Natural Resources
Natural Heritage Program - NHP Map Viewer
Natural Heritage Program Map Viewer
(Data last updated.on April 4, 2013)
Help ( http://partaLrcdenr.org/c/document_library/get_file?uuid=6c334d20-a4a3.4ff2-9.454-34e4ff945bd7&groupld=61587 )
699 Modest Road, Maxton, NC 28364, USA
134.8047 }
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1 mile
179.3121
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(decimal degrees)
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iUP
SHOW RESULTS FOR: © Element Occurrences 0 Significant Natural Heritage Areas 0 Managed Areas
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EO
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Filter search results: Y
State
Status
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:Map data ©2013 Google
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Community
Blackwater Bottomland Hardwoods (High
Subtype)
Current
4 - Low
S2S3
G3G4
Natural
Community
Cypress --Gum Swamp (Blackwater Subtype)
Current
3 - Medium
S4
G4?
Reptile
Heterodon sinus
Southern Hognose
Snake
Current
4 - Low
SC
FSC
S2
G2
www.ncnhp.org/web/nhp/nhp-map-viewer
1/2

6/6/13
NCDENR - NHP Map Viewer
Reptile
Pituophis metanoleucus melanoleucus
Northern Pine Snake
Current
5 - Very
Low
SC
FSC
S2
G4T4
Amphibian
Rana heckscheri
River Frog
Historical
4 - Low
SC
SH
G5
Reptile
Regina rigida
Glossy Crayfish Snake
Current
5 - Very
Low
SR
S2S3
G5
Vascular Plant
Rhexia aristosa
Awned Meadow-
beauty
Current
4 - Low
SC-V
FSC
S3
G3
Vascular Plant
Rhexia aristosa
Awned Meadow-
beauty
Historical
-
4 - Low
SC-V
FSC
S3
G3
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The Natural Heritage Program Map Viewer provides information on Natural Heritage Program data occuring within a 2-mileradius of auser-selected location. Information
is provided on element occurrences, significant natural heritage areas, and managed areas. Below are'brief notes on use of the map viewer. For more information on
- use of the map viewer or for an explanation of the values returned by the search, see the ,Help (http://portaLncdenr.org/c/document_library/get_file?uuid c2dbaa9f-a40a-4552-bde0-
859518c6a30e&groupld=61587 ), -
• Results are displayed for element occurrences by default. To display results for significant natural heritage areas or managed areas, click the appropriate radio
button in the "SHOW RESULTS FOR" section above the results table. Locations of element occurrences are not displayed; locations of significant natural heritage
areas and managed areas are displayed.
• Clicking on a column name in the results table will sort all entries in that column; clicking a second time on the column name will reverse the sort-
• The results can be further refined by entering a text string in the "Filter search results" field. Entries not containing the text string will be removed from the
table of results.
• Clicking the "Download Results' button will give you the option of saving the results table to a comma -separated -values file. This type of file can be opened in
most spreadsheet programs, including Microsoft Excel.
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technical issues regarding the application, contact the Conservation.lnformation Manager
Use of North Carolina Natural Heritage Program datashould not be substituted .for actual field surveys, particularly if the project area contains
suitable habitat for rare species. If a database search lists no records for a project area, it does not necessarily mean that they are not present.
The area may not have been surveyed by biologists, or the data may not have been reported to NC Natural Heritage Program.
Information obtained from the North Carolina Natural Heritage Program Map Viewer should be cited as follows: North Carolina Natural Heritage
Program Online Map Viewer. [search date]. Department of Environment and Natural Resources, Office of Conservation, Planning, and Community
Affairs, Raleigh, NC. Available at: www.ricnhp.org. -_
NORTH CMOLINA
Natural
Here e
Prograrrn
SCIENCE GUIDING CONSERVATION
(http://portalncdenr.org/web/nhp )North Carolina Natural Heritage Program • 1601 MailService Center • Raleigh, NC 27699-1601
Archdale Building: 512 N. Salisbury St.
Toll Free: [phone]
www.ncnhp.org/web/nhp/nhp-map-viewer
2/2

n
Section 3
Engineering Plans
www.dewberry.com

Engineering plans provided
separately as full-size and 11 x17.
www.dewberry.com

•
• 1{
Section 4
Specifications
www.dewberry.com

Project Manual for
CAMPBELLS SOUP SUPPLY
COMPANY
"B" FIELD EXPANSION
SPECIFICATIONS
Final - Not for Construction
(Revised Sections Only)
Maxton, NC
July 2013
SUBMITTED BY:
Dewberry Engineers Inc.
2301 Rexwoods Drive
Suite 200
Raleigh, NC 27607
NC License No.: F-0929
SUBMITTED TO:
NC Department of Environment and
Natural Resources (NC DENR)
Aquifer Protection Section
Attn: Jon Risgaard, Unit Supervisor
Archdale Building
512 N. Salisbury Street
Raleigh, NC 27699

n
iI
CAMPBELL SOUP SUPPLY COMPANY
"B" FIELD EXPANSION
TABLE OF CONTENTS
(Only Revised Sections Shown in Bold Included)
TECHNICAL SPECIFICATIONS
DIVISION 3 - CONCRETE
03 30 00
03 50 00
CAST -IN -PLACE CONCRETE
PRECAST CONCRETE VAULTS AND STRUCTURES
DIVISION 13 - SPECIAL CONSTRUCTION
13 12 00 PRECAST CONCRETE BUILDINGS
DIVISION 26 - ELECTRICAL
26 0100
26 05 00
26 05 19
26 05 33
26 05 53
26 2419
26 2816
BASIC ELECTRICAL REQUIREMENTS
BASIC ELECTRICAL MATERIALS AND METHODS
LOW -VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES
RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS
IDENTIFICATION FOR ELECTRICAL SYSTEMS
MOTOR -CONTROL CENTERS
ENCLOSED SWITCHES AND CIRCUIT BREAKERS
DIVISION 31 - EARTHWORK
31 00 01
31 1000
31 23 00
3124 00
31 32 11
SITE PREPARATIONS
SITE CLEARING
EXCAVATING, BACKFILLING AND COMPACTING FOR UTILITIES
SITE GRADING
SOIL EROSION CONTROL
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 11 23
32 31 13
AGGREGATE AND/OR GRADED -CRUSHED AGGREGATE BASE COURSE
CHAIN LINK FENCES AND GATES
DIVISION 33 — UTILITIES
33 47 10 GEOSYNTHETIC LAGOON LINER
CSSC `B" FIELD EXPANSION
July 2013
TOC - 1

DIVISION 40 - PROCESS INTEGRATION
40 0515
40 9010
SEWER FORCE MAIN HDPE PIPE
PROCESS CONTROL DESCRIPTIONS
DATA SHEETS
DS-001 SELF PRIMING CENTRIFUGAL PUMPS
DS-002 DUCTILE IRON PIPE
REFERENCES
GEOTECHNICAL REPORT
ADDENDUM TO GEOTECHNICAL REPORT
CSSC "B" FIELD EXPANSION TOC - 2
July 2013

I
SECTION 26 01 00
BASIC ELECTRICAL REQUIREMENTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
Drawings and general provisions of Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this and the other
sections of Division 26.
1.1.2 All sections of Division 26 are interrelated. Where materials are required to
complete work associated with equipment in a specific section, but thematerials are
not specified within that specific section, the requirements for those materials shall
be as specified elsewhere in Division 26.
1.2 SUMMARY
1.2.1 This Section includes general administrative and procedural requirements for
electrical installations. The following administrative and procedural requirements
are included in this Section to expand the requirements specified in Division 01:
1.2.1.1 Submittals.
1.2.1.2 Coordination drawings.
1.2.1.3 Record documents.
1.2.1.4 Maintenance manuals.
1.2.1.5 Rough -ins.
1.2.1.6 Electrical installations.
1.2.1.7 Cutting and patching.
1.2.1.8 Inspections
1.2.2 Related Sections: The following sections contain requirements that relate to this
section:
1.2.2.1 Division 26 Section "Basic Electrical Materials and Methods," for
materials and methods common to the remainder of Division 26.
1.3 SUBMITTALS
1.3.1 General: Follow the procedures specified in Division 01 Section "Submittal
Procedures".
1.3.2 Specific Requirements to Electrical Product Data and Shop Drawing Submittals:
1.3.2.1 Submit newly prepared information, drawn to scale where applicable.
Do not reproduce Contract Documents or use Contract Document
images in the preparation of submittals.
CSSC "B" Field Expansion 26 01 00 - 1
July 2013

k J
1.3.2.2 Any deviations from Contract Documents shall be clearly noted and
highlighted, encircled, or otherwise visually identified.
1.3.2.3 Product Data and Shop Drawings are separate items and shall be
submitted with separate submittal numbers. Where both Product Data
and Shop Drawings are required by the same specification section (i.e.
Fire alarm) both items shall be submitted for review at the same time.
Product Data and Shop Drawings will be reviewed separately by
Engineer, but Engineer reserves the right to withhold review until both
items have been received.
1.3.2.4 Submittal Documents Quality: Facsimile documents are prohibited.
Submittals containing sheets copied from facsimile documents will be
automatically Rejected and returned to Contractor without review. Also
submittals containing poor quality copies will be automatically Rejected
and returned to Contractor without review.
1.3.2.5 Submittal Document Binding: Use report covers with 3-hole, dual -prong
tang fasteners or slide fasteners. Velo- and comb bound documents are
also acceptable. Use of 3-ring binders is prohibited and will be
automatically Rejected and returned to Contractor without review.
1.3.3 Additional copies may be required by individual sections of these Specifications.
1.3.4 Substitution of Equivalent Products: Where individual sections require submittal for
substitution of manufacturers and products equivalent to those listed under
Manufacturers paragraph, submittals shall be in accordance with that section.
Engineer has final authority on equivalence and acceptance.
1.3.4.1 Submittal of Substitution Request Forms are permitted by Prime Bidders
only. Substitution Request Forms submitted by a vendor, distributor, or
sub -contractor will not be accepted or reviewed.
1.4 RECORD DOCUMENTS
1.4.1 Prepare record documents in accordance with the requirements in Division 01
Section "Closeout Procedures." In addition to the requirements specified in Division
01, indicate installed conditions for:
1.4.1.1 Major raceway systems, size and location, for both exterior and interior;
locations of control devices; distribution and branch electrical circuitry;
and fuse and circuit breaker size and arrangements.
1.4.1.2 Equipment locations (exposed and concealed), dimensioned from
prominent building lines.
1.4.1.3 Approved substitutions, Contract Modifications, and actual equipment
and materials installed.
1.5 OPERATION & MAINTENANCE MANUALS
1.5.1 Prepare maintenance manuals in accordance with Division 01 Section "Closeout
Procedures" In addition to the requirements specified in Division 01, include the
following information for equipment items:
CSSC "B" Field Expansion 26 01 00 - 2
July 2013

1.5.1.1 Product data for all equipment installed during construction. Product
f-1 data shall be manufacturer literature, cut -sheets, and/or catalogs and
shall clearly depict manufacturer and model number along with standard
features and optional features where applicable.
1.5.1.2 Where available for installed equipment, Contractor shall include
manufacturer's published Installation and/or Owner's manuals.
1.5.1.3 Description of function, normal operating characteristics and limitations,
performance curves, engineering data and tests, and complete
nomenclature and commercial numbers of replacement parts.
1.5.1.4 Programming report/summary for all systems with conditional logic
programming (i.e. fire alarm, lighting control system, and PLCs)
1.5.1.5 Maintenance procedures for routine preventative maintenance and
_ troubleshooting; disassembly, repair, and reassembly; aligning and
adjusting instructions.
(—� 1.5.1.6 Warranty Information: Copies of documentation for all additional and
secondary warranties shall be included.
1.6 DELIVERY, STORAGE, AND HANDLING
1.6.1 Deliver products to the project properly identified with names, model numbers,
types, grades, compliance labels, and other information needed for identification.
PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION
3.1 ROUGH -IN
3.1.1 Verify final locations for rough -ins with field measurements and with the
requirements of the actual equipment to be connected.
n
1 3.1.2 Refer to equipment specifications in Divisions 26 for rough -in requirements.
3.2 ELECTRICAL INSTALLATIONS
3.2.1 General: Sequence, coordinate, and integrate the various elements of electrical
systems, materials, and equipment. Comply with the following requirements:
3.2.1.1 Coordinate electrical systems, equipment, and materials installation with
other building components.
3.2.1.2 Verify all dimensions by field measurements.
3.2.1.3 Arrange for chases, slots, and openings in other building components
during progress of construction, to allow for electrical installations.
3.2.1.4 Coordinate the installation of required supporting devices and sleeves to
be set in poured -in -place concrete and other structural components, as
they are constructed.
CSSC "B" Field Expansion 26 01 00 - 3
July 2013

3.2.1.5 Sequence, coordinate, and integrate installations of electrical materials
and equipment for efficient flow of the Work. Give particular attention
to large equipment requiring positioning prior to closing in the building.
3.2.1.6 Where mounting heights are not detailed or dimensioned, install
systems, materials, and equipment to provide the maximum headroom
possible.
3.2.1.7 Coordinate connection of electrical systems with exterior underground
utilities and services. Comply with requirements of governing
regulations, franchised service companies, and controlling agencies.
Provide required connection for each service.
3.2.1.8 Install systems, materials, and equipment to conform with approved
submittal data, including coordination drawings, to greatest extent
possible. Conform to arrangements indicated by the Contract
Documents, recognizing that portions of the Work are shown only in
diagrammatic form. Where coordination requirements conflict with
individual system requirements, refer conflict to the Architect.
3.2.1.9 Install systems, materials, and equipment level and plumb, parallel and
perpendicular to other building systems and components, where installed
exposed in finished spaces.
3.2.1.10 Install electrical equipment to facilitate servicing, maintenance, and
repair or replacement of equipment components. As much as practical,
connect equipment for ease of disconnecting, with minimum of
interference with other installations.
3.2.1.11 Install access panel or doors where units are concealed behind finished
surfaces.
3.2.1.12 Install systems, materials, and equipment giving right-of-way priority to
systems required to be installed at a specified slope.
3.2.2 Basis of Design: Where specific systems and products are shown or specified with a
Basis of Design, the supporting work and appurtenances are shown and specified
uniquely for the Basis of Design. Where systems and products other than the Basis
of Design are installed, Contractor shall adjust circuiting, raceway infrastructure,
cable type, wire size, supporting means, backbox type, and any other appurtenance as
required for a complete, fully functional and operational system or product.
3.3 CUTTING AND PATCHING
3.3.1 General: Perform cutting and patching in accordance with the following
requirements:
3.3.1.1 Perform cutting, fitting, and patching of electrical equipment and
materials required to:
a. Remove and replace defective Work.
b. Remove and replace Work not conforming to requirements of the Contract
Documents.
c. Upon written instructions from the Engineer, uncover and restore Work to provide
for Engineer observation of concealed Work.
3.3.1.2 Cut, remove, and legally dispose of selected electrical equipment,
components, and materials as indicated, including but not limited to
CSSC "B" Field Expansion 26 01 00 - 4
July 2013
I t

1
fl
removal of electrical items indicated to be removed and items made
obsolete by the new Work.
3.3.1.3 Protect the structure, furnishings, finishes, and d adjacent materials not
indicated or scheduled to be removed.
3.3.1.4 Protection of Installed Work: During cutting and patching operations,
protect adjacent installations. Provide and maintain temporary partitions
or dust barriers adequate to prevent the spread of dust and dirt to
adjacent areas.
3.3.1.5 Patch existing finished surfaces and building components using new
materials matching existing materials and experienced Installers.
Installers' qualifications refer to the materials and methods required for
the surface and building components being patched.
3.4 INSPECTIONS
3.4.1 Authority Having Jurisdiction: Notify and schedule all inspections, with a minimum
of 10 days notice in writing prior, to the Authority Having Jurisdiction.
END OF SECTION 26 01 00
CSSC "B" Field Expansion 26 01 00 - 5
July 2013

SECTION 26 05 00
BASIC ELECTRICAL MATERIALS AND METHODS
PART 1 GENERAL
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1 This Section includes the following:
1.2.1.1 Electrical Equipment Installation.
1.2.1.2 Sleeves and sleeve seals for raceway and cable.
1.2.1.3 Concrete equipment bases.
1.2.1.4 Cutting and patching for electrical construction.
1.2.1.5 Touchup painting.
1.3 QUALITY ASSURANCE
1.3.1 Electrical Components, Devices, and Accessories: Listed and labeled as defined in
NFPA 70, Article 100, by a testing agency acceptable to authorities having
jurisdiction, and marked for intended use.
1.3.2 Comply with NFPA 70.
1.4 COORDINATION
1.4.1 Coordinate chases, slots, inserts, sleeves, and openings with general construction
work and arrange in building structure during progress of construction to facilitate
the electrical installations that follow.
1.4.1.1 Set inserts and sleeves in poured -in -place concrete, masonry work, and
other structural components as they are constructed.
1.4.2 Sequence, coordinate, and integrate installing electrical materials and equipment for
efficient flow of the Work. Coordinate installing large equipment requiring
positioning before closing iri rooms.
1.4.3 Coordinate electrical service connections to components furnished by utility
companies.
CSSC "B" Field Expansion 26 05 00 - 1
July 2013

1.4.3.1 Coordinate installation and connection of exterior underground and
overhead utilities and services, including provision for electricity -
metering components.
1.4.3.2 Comply with requirements of authorities having jurisdiction and of
utility company providing electrical power and other services.
1.4.4 Coordinate location of access panels and doors for electrical items that are concealed
by finished surfaces.
PART 2 - PRODUCTS
2.1 SLEEVES FOR RACEWAYS AND CABLES
2.1.1 Steel Pipe Sleeves: ASTM A 53/A 53M, Type E, Grade B, Schedule 40, galvanized
steel, plain ends.
2.1.2 Sleeves for Rectangular Openings: Galvanized sheet steel.
2.1.2.1 Minimum Metal Thickness:
a. For sleeve cross-section rectangle perimeter less than 50 inches
(1270 mm) and no side more than 16 inches (400 mm), thickness
shall be 0.052 inch (1.3 mm).
b. For sleeve cross-section rectangle perimeter equal to, or more than,
50 inches (1270 mm) and 1 or more sides equal to, or more than,
16 inches (400 mm), thickness shall be 0.138 inch (3.5 mm).
2.2 CONCRETE BASES
2.2.1 Concrete Forms and Reinforcement Materials: As specified in Division 03 Section
"Cast -in -Place Concrete."
2.2.2 Concrete: 3000-psi (20.7-MPa), 28-day compressive strength as specified in
Division 03 Section "Cast -in -Place Concrete."
2.3 TOUCHUP PAINT
2.3.1 For Equipment: Equipment manufacturer's paint selected to match installed
equipment finish.
2.3.2 Galvanized Surfaces: Zinc -rich paint recommended by item manufacturer.
PART 3 - EXECUTION
3.1 ELECTRICAL EQUIPMENT INSTALLATION
CSSC "B" Field Expansion 26 05 00 - 2
July 2013

3.1.1 Headroom Maintenance: If mounting heights or other location criteria are not
indicated, arrange and install components and equipment to provide the maximum
possible headroom.
3.1.2 Materials and Components: Install level, plumb, and parallel and perpendicular to
other building systems and components, unless otherwise indicated.
3.1.3 Equipment: Install to facilitate service, maintenance, and repair or replacement of
components. Connect for ease of disconnecting, with minimum interference with
other installations. Provide any additional supporting means not provided by
manufacturer to install equipment.
3.1.4 Right of Way: Give to raceways and piping systems installed at a required slope.
3.2 SLEEVE INSTALLATION FOR ELECTRICAL PENETRATIONS
3.2.1 Electrical penetrations occur when raceways, cables, wireways, cable trays, or
busways penetrate concrete slabs, concrete or masonry walls, or fire -rated floor and
wall assemblies.
3.2.2 Concrete Slabs and Walls: Install sleeves for penetrations unless core -drilled holes
or formed openings are used. Install sleeves during erection of slabs and walls.
3.2.3 Use pipe sleeves unless penetration arrangement requires rectangular sleeved
opening.
3.2.4 Fire -Rated Assemblies: Install sleeves for penetrations of fire -rated floor and wall
assemblies unless openings compatible with firestop system used are fabricated
during construction of floor or wall.
3.2.5 Sleeves for power raceway and cables: Steel, cut sleeves to length for mounting
flush with both surfaces of walls.
3.2.6 Sleeves for telecommunication cables: Rigid galvanized steel conduit, extend sleeves
2" on each side of wall. Provide plastic bushing on each end.
3.2.7 Extend sleeves installed in floors 2 inches (50 mm) above finished floor level.
I 3.2.8 Size pipe sleeves to provide 1/4-inch (6.4-mm) annular clear space between sleeve
and raceway or cable, unless indicated otherwise.
3.2.9 Seal space outside of sleeves with grout for penetrations of concrete and masonry
.3.2.9.1 Promptly pack grout solidly between sleeve and wall so no voids remain.
Tool exposed surfaces smooth; protect grout while curing.
3.2.10 Interior Penetrations of Non -Fire -Rated Walls and Floors: Seal annular space
between sleeve and raceway or cable, using joint sealant appropriate for size, depth,
and location of joint. Comply with requirements in Division 07 Section "Joint
Sealants.".
CSSC "B" Field Expansion 26 05 00 - 3
July 2013

3.2.11 Aboveground, Exterior -Wall Penetrations: Seal penetrations using steel pipe sleeves
and mechanical sleeve seals. Select sleeve size to allow for 1-inch (25-mm) annular
clear space between pipe and sleeve for installing mechanical sleeve seals.
3.2.12 Underground, Exterior -Wall Penetrations: Install cast-iron pipe sleeves. Size sleeves
to allow for 1-inch (25-mm) annular clear space between raceway or cable and sleeve
for installing mechanical sleeve seals.
3.3 SLEEVE -SEAL INSTALLATION
3.3.1 Install to seal exterior wall penetrations.
3.3.2 Use type and number of sealing elements recommended by manufacturer for raceway
or cable material and size. Position raceway or cable in center of sleeve. Assemble
mechanical sleeve seals and install in annular space between raceway or cable and
sleeve. Tighten bolts against pressure plates that cause sealing elements to expand
and make watertight seal.
3.4 CONCRETE BASES
3.4.1 Construct concrete bases of dimensions indicated, but not less than 4 inches
(100 mm) larger, in both directions, than supported unit. Follow supported
equipment manufacturer's anchorage recommendations and setting templates for
anchor -bolt and tie locations, unless otherwise indicated. Use 3000-psi (20.7-MPa),
28-day compressive -strength concrete and reinforcement as specified in Division 03
Section "Cast -in -Place Concrete."
3.5 CUTTING AND PATCHING
3.5.1 Cut, channel, chase, and drill floors, walls, partitions, ceilings, and other surfaces
required to permit electrical installations. Perform cutting by skilled mechanics of
trades involved.
3.5.2 Repair and refinish disturbed finish materials and other surfaces to match adjacent
undisturbed surfaces. Install new fireproofing where existing firestopping has been
disturbed. Repair and refinish materials and other surfaces by skilled mechanics of
trades involved.
3.6 REFINISHING AND TOUCHUP PAINTING
3.6.1 Refinish and touch up paint. Paint materials and application requirements are
specified in Division 09 Section "Interior Painting" and Division 09 Section
"Exterior Painting"
3.6.1.1 Clean damaged and disturbed areas and apply primer, intermediate, and
finish coats to suit the degree of damage at each location.
CSSC "B" Field Expansion 26 05 00 - 4
July 2013
J

n
n
1i
3.6.1.2 Repair damage to PVC or paint finishes with matching touchup coating
recommended by manufacturer.
3.7 CLEANING AND PROTECTION
3.7.1 On completion of installation, including outlets, fittings, and devices, inspect exposed
finish. Remove burrs, dirt, paint spots, and construction debris.
3.7.2 Protect equipment and installations and maintain conditions to ensure that coatings,
finishes, and cabinets are without damage or deterioration at time of Substantial
Completion.
END OF SECTION 26 05 10
CSSC "B" Field Expansion 26 05 00 - 5
July 2013

SECTION 26 05 19
LOW -VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1
Section Includes:
1.2.1.1 Building wires and cables rated 600 V and less.
1.2.1.2 Connectors, splices, and terminations rated 600 V and less.
1.3 ACTION SUBMITTALS
1.3.1 Product Data: For each type of product.
1.4 INFORMATIONAL SUBMITTALS
1.4.1 Qualification Data: For testing agency.
1.4.2 Field quality -control reports.
1.5 QUALITY ASSURANCE
1.5.1 Testing Agency Qualifications: Member company of NETA or an NRTL.
1.5.1.1 Testing Agency's Field Supervisor: Certified by NETA to supervise on -
site testing.
PART 2 - PRODUCTS
2.1 CONDUCTORS AND CABLES
2.1.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the work include, but are not limited
to, the following:
CSSC "B" Field Expansion 26 05 19 - 1
July 2013
�1

2.1.1.1 Alcan Products Corporation; Alcan Cable Division.
2.1.1.2 Alpha Wire.
2.1.1.3 Belden Inc.
2.1.1.4 Encore Wire Corporation.
2.1.1.5 General Cable Technologies Corporation.
2.1.1.6 Southwire Incorporated.
2.1.1.7 Or equal.
2.1.2 Copper Conductors: Comply with NEMA WC 70/ICEA S-95-658.
2.1.3 Conductor Insulation: Comply with NEMA WC 70/ICEA S-95-658 for
Type THHN-2-THWN-2.
2.2 CONNECTORS AND SPLICES
2.2.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the work include, but are not limited
to, the following:
2.2.1.1 AFC Cable Systems, Inc.
2.2.1.2 Gardner Bender.
2.2.1.3 Hubbell Power Systems, Inc.
2.2.1.4 Ideal Industries, Inc.
2.2.1.5 Ilsco; a branch of Bardes Corporation.
2.2.1.6 NSi Industries LLC.
2.2.1.7 O-Z/Gedney; a brand of the EGS Electrical Group.
2.2.1.8 3M; Electrical Markets Division.
2.2.1.9 Tyco Electronics.
2.2.1.10 Or equal.
2.2.2 Description: Factory -fabricated connectors and splices of size, ampacity rating,
material, type, and class for application and service indicated.
2.3 SYSTEM DESCRIPTION
2.3.1 Electrical Components, Devices, and Accessories: Listed and labeled as defined in
NFPA 70, by a qualified testing agency, and marked for intended location and
application.
2.3.2 Comply with NFPA 70.
PART 3 - EXECUTION
3.1 CONDUCTOR MATERIAL APPLICATIONS
3.1.1 Feeders: Copper. Solid for No. 10 AWG and smaller; stranded for No. 8 AWG and
larger.
CSSC "B" Field Expansion
July 2013
260519-2 j I

3.1.2 Branch Circuits: Copper. Solid for No. 10 AWG and smaller; stranded for No. 8
AWG and larger.
3.2 INSTALLATION OF CONDUCTORS AND CABLES
3.2.1 Complete raceway installation between conductor and cable termination points
according to Section 260533 "Raceways and Boxes for Electrical Systems" prior to
pulling conductors and cables.
3.2.2 Use manufacturer -approved pulling compound or lubricant where necessary;
compound used must not deteriorate conductor or insulation. Do not exceed
manufacturer's recommended maximum pulling tensions and sidewall pressure
values.
3.2.3 Use pulling means, including fish tape, cable, rope, and basket -weave wire/cable
grips, that will not damage cables or raceway.
3.3 CONNECTIONS
3.3.1 Tighten electrical connectors and terminals according to manufacturer's published
torque -tightening values. If manufacturer's torque values are not indicated, use those
specified in UL 486A-486B.
3.3.2 Make splices, terminations, and taps that are compatible with conductor material.
3.3.3 Wiring at Outlets: Install conductor at each outlet, with at least 6 inches (150 mm) of
slack.
3.4 FIELD QUALITY CONTROL
3.4.1 Perform the following tests and inspections:
3.4.1.1 After installing conductors and cables and before electrical circuitry has
been energized, for compliance with requirements.
3.4.1.2 Perform each visual and mechanical inspection and electrical test stated
in NETA Acceptance Testing Specification. Certify compliance with
test parameters.
3.4.2 Cables will be considered defective if they do not pass tests and inspections.
END OF SECTION 26 05 19
CSSC "B" Field Expansion 26 05 19 - 3
July 2013

SECTION 26 05 33
RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1 Section Includes:
1.2.1.1 Metal conduits, tubing, and fittings.
1.2.1.2 Nonmetal conduits, tubing, and fittings.
1.2.1.3 Boxes, enclosures, and cabinets.
1.2.1.4 Handholes and boxes for exterior underground cabling.
1.3 DEFINITIONS
1.3.1 GRC: Galvanized rigid steel conduit.
1.4 ACTION SUBMITTALS
1.4.1 Product Data: For raceways, wireways and fittings, hinged -cover enclosures, and
cabinets.
1.4.2 Shop Drawings: For custom enclosures and cabinets. Include plans, elevations,
sections, and attachment details.
PART 2 - PRODUCTS
2.1 METAL CONDUITS, TUBING, AND FITTINGS
2.1.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the Work include, but are not limited
to, the following:
2.1.1.1 AFC Cable Systems, Inc.
2.1.1.2 Allied Tube & Conduit; a Tyco International Ltd. Co.
2.1.1.3 Anamet Electrical, Inc.
CSSC "B" Field Expansion 26 05 33 - 1
July 2013

2.1.1.4 Electri-Flex Company.
2.1.1.5 O-Z/Gedney; a brand of EGS Electrical Group.
2.1.1.6 Picoma Industries, a subsidiary of Mueller Water Products, Inc.
2.1.1.7 Republic Conduit.
2.1.1.8 Robroy Industries.
2.1.1.9 Southwire Company.
2.1.1.10 Thomas & Betts Corporation.
2.1.1.11 Western Tube and Conduit Corporation.
2.1.1.12 Wheatland Tube Company; a division of John Maneely Company.
2.1.1.13 Or equal.
2.1.2 Listing and Labeling: Metal conduits, tubing, and fittings shall be listed and labeled
as defined in NFPA 70, by a qualified testing agency, and marked for intended
location and application.
2.1.3 GRC: Comply with ANSI C80.1 and UL 6.
2.1.4 LFMC: Flexible steel conduit with PVC jacket and complying with UL 360.
2.1.5 Fittings for Metal Conduit: Comply with NEMA FB 1 and UL 514B.
2.1.6 Joint Compound for GRC: Approved, as defined in NFPA 70, by authorities having
jurisdiction for use in conduit assemblies, and compounded for use to lubricate and
protect threaded conduit joints from corrosion and to enhance their conductivity.
2.2 NONMETALLIC CONDUITS, TUBING, AND FITTINGS
2.2.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the Work include, but are not limited
to, the following:
2.2.1.1 AFC Cable Systems, Inc.
2.2.1.2 Anamet Electrical, Inc.
2.2.1.3 Arnco Corporation.
2.2.1.4 CANTEX Inc.
2.2.1.5 CertainTeed Corp.
2.2.1.6 Condux International, Inc.
2.2.1.7 Electri-Flex Company.
2.2.1.8 Kraloy.
2.2.1.9 Lamson & Sessions: Carlon Electrical Products.
2.2.1.10 Niedax-Kleinhuis USA, Inc.
2.2.1.11 RACO; a Hubbell company.
2.2.1.12 Thomas & Betts Corporation.
2.2.1.13 Or equal
2.2.2 Listing and Labeling: Nonmetallic conduits, tubing, and fittings shall be listed and
labeled as defined in NFPA 70, by a qualified testing agency, and marked for
intended location and application.
CSSC "B" Field Expansion 26 05 33 - 2
July 2013

r-
2.2.3 RNC:, Type EPC-40-PVC, complying with NEMA TC 2 and UL 651 unless
otherwise indicated.
2.2.4 LFNC: Comply with UL 1660.
2.2.5 Rigid HDPE: Comply with UL 651A.
2.2.6 Continuous HDPE: Comply with UL 651B.
2.2.7 RTRC:. Comply with UL 1684A and NEMA TC 14.
2.2.8 Fittings for RNC: Comply with NEMA TC 3; match to conduit or tubing type and
material.
2.2.9 Solvent cements and adhesive primers shall have a VOC content of 510 and 550 g/L
or less, respectively, when calculated according to 40 CFR 59, Subpart D (EPA
Method 24).
2.3 BOXES, ENCLOSURES, AND CABINETS
2.3.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the Work include, but are not limited
to, the following:
2.3.1.1 Adalet.
2.3.1.2 Cooper Technologies Company; Cooper Crouse -Hinds.
2.3.1.3 EGS/Appleton Electric.
2.3.1.4 Erickson Electrical Equipment Company.
2.3.1.5 FSR Inc.
2.3.1.6 Hoffman; a Pentair company.
2.3.1.7 Hubbell Incorporated; Killark Division.
2.3.1.8 Kraloy.
2.3.1.9 Milbank Manufacturing Co.
2.3.1.10 Mono -Systems, Inc.
2.3.1.11 O-Z/Gedney; a brand of EGS Electrical Group.
2.3.1.12 RACO; a Hubbell Company.
2.3.1.13 Robroy Industries.
2.3.1.14 Spring City Electrical Manufacturing Company.
2.3.1.15 Stahlin Non -Metallic Enclosures; a division of Robroy Industries.
2.3.1.16 Thomas & Betts Corporation.
2.3.1.17 Wiremold / Legrand.
2.3.1.18 Or equal.
2.3.2 General Requirements for Boxes, Enclosures, and Cabinets: Boxes, enclosures, and
cabinets installed in wet locations shall be listed for use in wet locations.
2.3.3 Sheet Metal Outlet and Device Boxes: Comply with NEMA OS 1 and UL 514A.
2.3.4 Cast -Metal Outlet and Device Boxes: Comply with NEMA FB 1, ferrous alloy,
Type FD, with gasketed cover.
CSSC "B" Field -Expansion 26 05 33 - 3
July 2013

2.3.5 Nonmetallic Outlet and Device Boxes: Comply with NEMA OS 2 and UL 514C.
2.3.6 Small Sheet Metal Pull and Junction Boxes: NEMA OS 1.
2.3.7 Device Box Dimensions: 4 inches square by 2-1/8 inches deep (100 mm square by
60 mm deep)
2.3.8 Gangable boxes are prohibited.
2.3.9 Hinged -Cover Enclosures: Comply with UL 50 and NEMA 250, Type 12 with
continuous -hinge cover with flush latch unless otherwise indicated.
2.3.9.1 Metal Enclosures: Steel, finished inside and out with manufacturer's
standard enamel.
2.3.9.2 Nonmetallic Enclosures: Plastic.
2.3.9.3 Interior Panels: Steel; all sides finished with manufacturer's standard
enamel.
2.3.10 Cabinets:
2.3.10.1
2.3.10.2
2.3.10.3
2.3.10.4
2.3.10.5
2.3.10.6
NEMA 250, Type 12 galvanized -steel box with removable interior panel
and removable front, finished inside and out with manufacturer's
standard enamel.
Hinged door in front cover with flush latch and concealed hinge.
Key latch to match panelboards.
Metal barriers to separate wiring of different systems and voltage.
Accessory feet where required for freestanding equipment.
Nonmetallic cabinets shall be listed and labeled as defined in NFPA 70,
by a qualified testing agency, and marked for intended location and
application.
2.4 HANDHOLES AND BOXES FOR EXTERIOR UNDERGROUND WIRING
2.4.1 General Requirements for Handholes and Boxes:
2.4.1.1 Boxes and handholes for use in underground systems shall be designed
and identified as defined in NFPA 70, for intended location and
application.
2.4.1.2 Boxes installed in wet areas shall be listed and labeled as defined in
NFPA 70, by a qualified testing agency, and marked for intended
location and application.
2.4.2 Polymer -Concrete Handholes and Boxes with Polymer -Concrete Cover: Molded of
sand and aggregate, bound together with polymer resin, and reinforced with steel,
fiberglass, or a combination of the two.
2.4.2.1 Manufacturers: Subject to compliance with requirements, available
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
CSSC "B" Field Expansion 26 05 33 - 4
July 2013

a. Armorcast Products Company.
b. Carson Industries LLC.
c. CDR Systems Corporation; Hubbell Power Systems.
d. NewBasis.
e. Oldcastle Precast, Inc.; Christy Concrete Products.
f. Synertech Moulded Products; a division of Oldcastle Precast, Inc.
g. Or equal.
2.4.2.2 Standard: Comply with SCTE 77.
2.4.2.3 Configuration: Designed for flush burial with open bottom unless
otherwise indicated.
2.4.2.4 Cover: Weatherproof, secured by tamper -resistant locking devices and
having structural load rating consistent with enclosure and handhole
location.
2.4.2.5 Cover Finish: Nonskid finish shall have a minimum coefficient of
friction of 0.50.
2.4.2.6 Cover Legend: Molded lettering, "ELECTRIC".
2.4.2.7 Conduit Entrance Provisions: Conduit -terminating fittings shall mate
with entering ducts for secure, fixed installation in enclosure wall.
PART 3 - EXECUTION
3.1 RACEWAY APPLICATION
3.1.1 Outdoors: Apply raceway products as specified below unless otherwise indicated:
3.1.1.1 Exposed Conduit: GRC, RNC, Type EPC-40-PVC.
3.1.1.2 Underground Conduit: RNC, Type EPC-40-PVC, direct buried.
3.1.1.3 Connection to Vibrating Equipment (Including Transformers and
Hydraulic, Pneumatic, Electric Solenoid, or Motor -Driven Equipment):
LFMC.
3.1.2 Indoors: Apply raceway products as specified below unless otherwise indicated:
3.1.2.1 Exposed, Not Subject to Physical Damage: RNC.
3.1.2.2 Connection to Vibrating Equipment (Including Transformers and
Hydraulic, Pneumatic, Electric Solenoid, or Motor -Driven Equipment):
LFMC.
3.1.2.3 Boxes and Enclosures: NEMA 250, Type 4 stainless steel in damp or
wet locations.
3.1.3 Minimum Raceway Size: 3/4-inch (21-mm) trade size.
3.1.4 Raceway Fittings:. Compatible with raceways and suitable for use and location.
3.1.4.1 Rigid Conduit: Use threaded rigid steel conduit fittings unless otherwise
indicated. Comply with NEMA FB 2.10.
3.1.4.2 Flexible Conduit: Use only fittings listed for use with flexible conduit.
Comply with NEMA FB 2.20.
CSSC "B" Field Expansion 26 05 33 - 5
July 2013

3.2 INSTALLATION
3.2.1 Comply with NECA 1 and NECA 101 for installation requirements except where
requirements on Drawings or in this article are stricter. Comply with NECA 102 for
aluminum conduits.
3.2.2 Complete raceway installation before starting conductor installation.
3.2.3 Comply with requirements in Section 260529 "Hangers and Supports for Electrical
Systems" for hangers and supports.
3.2.4 Arrange stub -ups so curved portions of bends are not visible above finished slab.
3.2.5 Install no more than the equivalent of three 90-degree bends in any conduit run
except for control wiring conduits, for which fewer bends are allowed. Support
within 12 inches (300 mm) of changes in direction.
3.2.6 Support conduit within 12 inches (300 mm)of enclosures to which attached.
3.2.7 Threaded Conduit Joints, Exposed to Wet, Damp, Corrosive, or Outdoor Conditions:
Apply listed compound to threads of raceway and fittings before making up joints.
Follow compound manufacturer's written instructions.
3.2.8 Raceway Terminations at Locations Subject to Moisture or Vibration: Use insulating
bushings to protect conductors including conductors smaller than No. 4 AWG.
3.2.9 Terminate threaded conduits into threaded hubs or with locknuts on inside and
outside of boxes or cabinets. Install bushings on conduits up to 1-1/4-inch (35mm)
trade size and insulated throat metal bushings on 1-1/2-inch (41-mm) trade size and
larger conduits terminated with locknuts. Install insulated throat metal grounding
bushings on service conduits.
3.2.10 Install raceways square to the enclosure and terminate at enclosures with locknuts.
Install locknuts hand tight plus 1/4 turn more.
3.2.11 Do not rely on locknuts to penetrate nonconductive coatings on enclosures. Remove
coatings in the locknut area prior to assembling conduit to enclosure to assure a
continuous ground path.
3.2.12 Cut conduit perpendicular to the length. For conduits 2-inch (53-mm) trade size and
larger, use roll cutter or a guide to make cut straight and perpendicular to the length.
3.2.13 Install pull wires in empty raceways. Use polypropylene or monofilament plastic line
with not less than 200-1b (90-kg) tensile strength. Leave at least 12 inches (300 mm)
of slack at each end of pull wire. Cap underground raceways designated as spare
above grade alongside raceways in use.
3.2.14 Comply with manufacturer's written instructions for solvent welding RNC and
fittings.
CSSC "B" Field Expansion 26 05 33 - 6
July 2013

i
rn
If
3.2.15 Fasten junction and pull boxes to or support from building structure. Do not support
boxes by conduits.
3.3 INSTALLATION OF UNDERGROUND CONDUIT
3.3,1 Direct -Buried Conduit:
3.3.1.1 Excavate trench bottom to provide firm and uniform support for conduit.
Prepare trench bottom as specified in Section 312000 "Earth Moving" for
pipe less than 6 inches (150 mm) in nominal diameter.
3.3.1.2 Install backfill as indicated.
3.3.1.3 After installing conduit, backfill and compact. Start at tie-in point, and
work toward end of conduit run, leaving conduit at end of run free to
move with expansion and contraction as temperature changes during this
process. Firmly hand tamp backfill around conduit to provide maximum
supporting strength. After placing controlled backfill to within 12 inches
(300 mm) of finished grade, make final conduit connection at end of run
and complete backfilling with normal compaction as specified in
Section 312000 "Earth Moving.".
3.3.1.4 Install manufactured duct elbows for stub -ups at poles and equipment
and at building entrances through floor unless otherwise indicated.
Encase elbows for stub -up ducts throughout length of elbow.
3.3.1.5 Install manufactured rigid steel conduit elbows for stub -ups at poles and
equipment and at building entrances through floor.
a. Couple steel conduits to ducts with adapters designed for this
purpose, and encase coupling with 3 inches (75 mm) of concrete for
a minimum of 12 inches (300 mm) on each side of the coupling.
b. For stub -ups at equipment mounted on outdoor concrete bases and
where conduits penetrate building foundations, extend steel conduit
horizontally a minimum of 60 inches (1500 mm) from edge of
foundation or equipment base. • Install insulated grounding bushings
on terminations at equipment.
3.3.1.6 Underground Warning Tape: Comply with requirements in
Section 260553 "Identification for Electrical Systems."
3.4 INSTALLATION OF UNDERGROUND HANDHOLES AND BOXES
3.4.1 Install handholes and boxes level and plumb and with orientation and depth
coordinated with connecting conduits to minimize bends and deflections required for
proper entrances.
3.4.2 .Unless otherwise indicated, support units on a level bed of crushed stone or gravel,
graded from 1/2-inch (12.5-mm) sieve to No. 4 (4.75-mm) sieve and compacted to
same density as adjacent undisturbed earth.
3.4.3 Elevation: In paved areas, set so cover surface will be flush with finished grade. Set
covers of other enclosures 1 inch (25 mm) above finished grade.
CSSC "B" Field Expansion 26 05 33 - 7
July 2013

3.4.4 Install removable hardware, including pulling eyes, cable stanchions, cable arms, and
insulators, as required for installation and support of cables and conductors and as
indicated. Select arm lengths to be long enough to provide spare space for future
cables but short enough to preserve adequate working clearances in enclosure.
3.4.5 Field -cut openings for conduits according to enclosure manufacturer's written
instructions. Cut wall of enclosure with a tool designed for material to be cut. Size
holes for terminating fittings to be used, and seal around penetrations after fittings are
installed.
3.5 PROTECTION
3.5.1 Protect coatings, finishes, and cabinets from damage and deterioration.
3.5.1.1 Repair damage to galvanized finishes with zinc -rich paint recommended
by manufacturer.
3.5.1.2 Repair damage to PVC coatings or paint finishes with matching touchup
coating recommended by manufacturer.
END OF SECTION 26 05 33
CSSC "B" Field Expansion 26 05 33 - 8
July 2013

SECTION 26 05 53
IDENTIFICATION FOR ELECTRICAL SYSTEMS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1 Section Includes:
1.2.1.1 Identification for raceways.
1.2.1.2 Identification of power and control cables.
1.2.1.3 Identification for conductors.
1.2.1.4 Underground -line warning tape.
1.2.1.5 Warning labels and signs.
1.2.1.6 Instruction signs.
1.2.1.7 Equipment identification labels.
1.2.1.8 Miscellaneous identification products.
1.3 ACTION SUBMITTALS
1.3.1 Product Data: For each electrical identification product indicated.
1.4 QUALITY ASSURANCE
1.4.1 Comply with ANSI A13.1:
1.4.2 Comply with NFPA 70.
1.4.3 Comply with 29 CFR 1910.144 and 29 CFR 1910.145.
1.4.4 Comply with ANSI Z535.4 for safety signs and labels.
1.4.5 Adhesive -attached labeling materials, including label stocks, laminating adhesives,
and inks used by label printers, shall comply with UL 969.
CSSC "B" Field Expansion 26 05 53 - 1
July 2013

1.5 COORDINATION
1.5.1 Coordinate identification names, abbreviations, colors, and other features with
requirements in other Sections requiring identification applications, Drawings, Shop
Drawings, manufacturer's wiring diagrams, and the Operation and Maintenance
Manual; and with those required by codes, standards, and 29 CFR 1910.145. Use
consistent designations throughout Project.
1.5.2 Coordinate installation of identifying devices with completion of covering and
painting of surfaces where devices are to be applied.
1.5.3 Coordinate installation of identifying devices with location of access panels and
doors.
1.5.4 Install identifying devices before installing acoustical ceilings and similar
concealment.
PART 2- PRODUCTS
2.1 POWER AND CONTROL RACEWAY IDENTIFICATION MATERIALS.
2.1.1 Comply with ANSI A13.1 for minimum size of letters for legend and for minimum
length of color field for each raceway size.
2.1.2 Colors for Raceways Carrying Circuits at 600 V or Less:
2.1.2.1 Black letters on an orange field.
2.1.2.2 Legend: Indicate voltage.
2.1.3 Vinyl Labels for Raceways Carrying Circuits at 600 V or Less: Preprinted, flexible
label laminated with a clear, weather- and chemical -resistant coating and matching
wraparound clear adhesive tape for securing ends of legend label.
2.1.4 Snap -Around Labels for Raceways Carrying Circuits at 600 V or Less: Slit,
pretensioned, flexible, preprinted, color -coded acrylic sleeve, with diameter sized to
suit diameter of raceway or cable it identifies and to stay in place by gripping action.
2.2 CONDUCTOR IDENTIFICATION MATERIALS
2.2.1 Color -Coding Conductor Tape: Colored, self-adhesive vinyl tape not less than 3 mils
(0.08 mm) thick by 1 to 2 inches (25 to 50 mm) wide.
2.2.2 Self -Adhesive, Self -Laminating Polyester Labels: Preprinted, 3-mil- (0.08-mm-)
thick flexible label with acrylic pressure -sensitive adhesive that provides a clear,
weather- and chemical -resistant, self -laminating, protective shield over the legend.
Labels sized to fit the conductor diameter such that the clear shield overlaps the
entire printed legend.
CSSC "B" Field Expansion 26 05 53 - 2
July 2013

2.3 UNDERGROUND -LINE WARNING TAPE
2.3.1 Tape:
2.3.1.1 Recommended by manufacturer for the method of installation and
suitable to identify and locate underground electrical lines.
2.3.1.2 Printing on tape shall be permanent and shall not be damaged by burial
operations.
2.3.1.3 Tape material andink shall be chemically inert, and not subject to
degrading when exposed to acids, alkalis, and other destructive
substances commonly found in soils.
2.3.2 Color and Printing:
2.3.2.1 Comply with ANSI Z535.1 through ANSI Z535.5.
2.3.2.2 Inscriptions for Red -Colored Tapes: ELECTRIC LINE, HIGH
VOLTAGE.
2.4 WARNING LABELS AND SIGNS
2.4.1 Comply with NFPA 70 and 29 CFR 1910.145.
2.4.2 Self -Adhesive Warning Labels: Factory -printed, multicolor, pressure -sensitive .
adhesive labels, configured for display on front cover, door, or other access to
equipment unless otherwise indicated.
2.4.3 Warning label and sign shall include, but are not limited to, the following legends:
2.4.3.1 Workspace Clearance Warning: "WARNING - OSHA REGULATION -
AREA IN FRONT OF ELECTRICAL EQUIPMENT MUST BE KEPT
CLEAR FOR 36 INCHES (915 MM)."
2.5 EQUIPMENT IDENTIFICATION LABELS
2.5.1 Self -Adhesive, Engraved, Laminated Acrylic or Melamine Label: Adhesive backed,
with white letters on a dark -gray background. Minimum letter height shall be 3/8
inch (10 mm).
2.6 CABLE TIES
2.6.1 General -Purpose Cable Ties: Fungus inert, self extinguishing, one piece, self
locking, Type 6/6 nylon.
2.6.1.1 Minimum Width: 3/16 inch (5 mm).
2.6.1.2 Tensile Strength at 73 deg F (23 deg C), According to ASTM D 638:
12,000 psi (82.7 MPa).
2.6.2.3 Temperature Range: Minus 40 to plus 185 deg F (Minus 40 to plus 85
deg C).
CSSC "B" Field Expansion 26 05 53 - 3
July 2013

2.6.2 UV -Stabilized Cable Ties: Fungus inert, designed for continuous exposure to
exterior sunlight, self extinguishing, one piece, self locking, Type 6/6 nylon.
2.6.2.1 Minimum Width: 3/16 inch (5 mm).
2.6.2.2 Tensile Strength at 73 deg F (23 deg C), According to ASTM D 638:
12,000 psi (82.7 MPa).
2.6.2.3 Temperature Range: Minus 40 to plus 185 deg F (Minus 40 to plus 85
deg C).
2.7 MISCELLANEOUS IDENTIFICATION PRODUCTS
PART 3 - EXECUTION
3.1 INSTALLATION
3.1.1 Verify identity of each item before installing identification products.
3.1.2 Location: Install identification materials and devices at locations for most convenient
viewing without interference with operation and maintenance of equipment.
3.1.3 Self -Adhesive Identification Products: Clean surfaces before application, using
materials and methods recommended by manufacturer of identification device.
3.1.4 Attach signs and plastic labels that are not self-adhesive type with mechanical
fasteners appropriate to the location and substrate.
3.1.5 Attach plastic raceway and cable labels that are not self-adhesive type with clear
vinyl tape with adhesive appropriate to the location and substrate.
3.1.6 System Identification Color -Coding Bands for Raceways and Cables: Each color -
coding band shall completely encircle cable or conduit.
3.1.7 Aluminum Wraparound Marker Labels and Metal Tags: Secure tight to surface of
conductor or cable at a location with high visibility and accessibility.
3.1.8 Cable Ties: For attaching tags. Use general-purpose type, except as listed below:
3.1.8.1 Outdoors: UV -stabilized nylon.
3.1.9 Underground -Line Warning Tape: During backfilling of trenches install continuous
underground -line warning tape directly above line at 6 to 8 inches (150 to 200 mm)
below finished grade.
3.2 IDENTIFICATION SCHEDULE
3.2.1 Accessible Raceways, 600 V or Less, for Feeder, and Branch Circuits More Than
120 V to ground: Identify with self-adhesive vinyl label. Install labels at 30-foot
(10-m) maximum intervals.
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3.2.2 Power -Circuit Conductor Identification, 600 V or Less: For conductors in vaults,
pull and junction boxes, manholes, and handholes, use color -coding conductor tape to
identify the phase.
3.2.2.1 Color -Coding for Phase and Voltage Level Identification, 600 V or Less:
Use colors listed below for ungrounded feeder and branch -circuit
conductors.
a. Color shall be factory applied or field applied for sizes larger than
No. 8 AWG, if authorities having jurisdiction permit.
b. Colors for 208/120-V Circuits:
1) Phase A: Black.
2) Phase B: Red.
3) Phase C: Blue.
c. Colors for 480/277-V Circuits:
1) Phase A: Brown.
2) Phase B: Orange.
3) Phase C: Yellow.
d. Field -Applied, Color -Coding Conductor Tape: Apply in half -lapped
turns for a minimum distance of 6 inches (150 mm) from terminal
points and in boxes where splices or taps are made. Apply last two
turns of tape with no tension to prevent possible unwinding. Locate
bands to avoid obscuring factory cable markings.
3.2.3 Warning Labels for Indoor Cabinets, Boxes, and Enclosures for Power and Lighting:
Self-adhesive warning labels.
3.2.3.1 Comply with 29 CFR 1910.145.
3.2.3.2 Identify system voltage with black letters on an orange background.
3.2.3.3 Apply to exterior of door, cover, or other access.
END OF SECTION 26 05 53
CSSC "B" Field Expansion 26 05 53 - 5
July 2013

SECTION 262419
MOTOR -CONTROL CENTERS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS.
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1 Section includes MCCs for use with ac circuits rated 600 V and less and having the
following factory -installed components:
1.2.1.1 Incoming main lugs and OCPD's.
1.2.1.2 Full -voltage magnetic controllers.
1.2.1.3 Feeder -tap units.
1.2.1.4 TVSS.
1.3 DEFINITIONS
1.3.1 CPT: Control power transformer.
1.3.2 EMI: Electromagnetic interference.
1.3.3 GFCI: Ground fault circuit interrupting.
1.3.4 LED: Light -emitting diode.
1.3.5 MCC: Motor -control center.
1.3.6 MCCB: Molded -case circuit breaker.
1.3.7 MCP: Motor -circuit protector.
1.3.8 NC: Normally closed.
1.3.9 NO: Normally open.
1.3.10 OCPD: Overcurrent protective device.
1.3.11 PT: Potential transformer.
1.3.12 TVSS: Transient voltage surge suppressor.
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July 2013

1.4 PERFORMANCE REQUIREMENTS
1.4.1 Seismic Performance: MCCs shall withstand the effects of earthquake motions
determined according to ASCE/SEI 7.
1.4.1.1 The term "withstand" means "the unit will remain in place without
separation of any parts from the device when subjected to the seismic
forces specified and the unit will be fully operational after the seismic
event."
1.5 ACTION SUBMITTALS
1.5.1 Product Data: For each type of controller and each type of MCC. Include shipping
and operating weights, features, performance, electrical ratings, operating
characteristics, and furnished specialties and accessories.
1.5.2 LEED Submittals:
1.5.2.1 Product Data for Credit EA 5: For continuous metering equipment for
energy consumption.
1.5.3 Shop Drawings: For each MCC, manufacturer's approval drawings as defined in
UL 845. In addition to requirements specified in UL 845, include dimensioned plans,
elevations, and sections; and conduit entry locations and sizes, mounting
arrangements, and details, including required clearances and service space around
equipment.
1.5.3.1 Show tabulations of installed devices, equipment features, and ratings.
Include the following:
a. Each installed unit's type and details.
b. Factory -installed devices.
c. Enclosure types and details.
d. Nameplate legends.
e. Short-circuit current (withstand) rating of complete MCC, and for
bus structure and each unit.
f. Features, characteristics, ratings, and factory settings of each
installed controller and feeder device, and installed devices.
g. Specified optional features and accessories.
1.5.3.2 Schematic Wiring Diagrams: For power, signal, and control wiring for
each installed controller.
1.5.3.3 Nameplate legends.
1.5.3.4 Vertical and horizontal bus capacities.
1.5.3.5 Features, characteristics, ratings, and factory settings of each installed
unit.
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July 2013
-1
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1.6 INFORMATIONAL SUBMITTALS
1.6.1 Standard Drawings: For each MCC, as defined in UL 845.
1.6.2 Production Drawings: For each MCC, as defined in UL 845.
1.6.3 Coordination Drawings: Floor plans, drawn to scale, showing dimensioned layout,
required working clearances, and required area above and around MCCs where pipe
and ducts are prohibited. Show MCC layout and relationships between electrical
components and adjacent structural and mechanical elements. Show support
locations, type of support, and weight on each support. Indicate field measurements.
1.6.4 Seismic Qualification Certificates: For MCCs, accessories, and components, from
manufacturer.
1.6.4.1 Basis for Certification: Indicate whether withstand certification is based
on actual test of assembled components or on calculation.
1.6.4.2 Dimensioned Outline Drawings of Equipment Unit: Identify center of
gravity and locate and describe mounting and anchorage provisions.
1.6.4.3 Detailed description of equipment anchorage devices on which the
certification is based and their installation requirements.
1.6.5 Product Certificates: For each MCC, from manufacturer.
1.6.6 Warranty: Sample of special warranty.
1.7 CLOSEOUT SUBMITTALS
1.7.1 Operation and Maintenance Data: For MCCs, all installed devices, and components
to include in emergency, operation, and maintenance manuals. In addition to items
specified in Section 017823 "Operation and Maintenance Data," include the
following:
1.7.1.1 Manufacturer's Record Drawings: As defined in UL 845. In addition to
requirements specified in UL 845, include field modifications and field -
assigned wiring identification incorporated during construction by
manufacturer, Contractor, or both.
1.8 MAINTENANCE MATERIAL SUBMITTALS
1.8.1 Furnish extra materials described below that match products installed and that are
packaged with protective covering for storage and identified with labels describing
contents.
1.8.1.1 Power Fuses: Equal to 10 percent of quantity installed for each size and
type, but no fewer than three of each size and type.
1.8.1.2 Control Power Fuses: Equal to 10 percent of quantity installed for each
size and type, but no fewer than two of each size and type.
1.8.1.3 Indicating Lights: Two of each type and color installed.
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1.8.1.4 Auxiliary Contacts: Furnish one spare(s) for each size and type of
magnetic controller installed.
1.8.1.5 Power Contacts: Furnish three spares for each size and type of magnetic
contactor installed.
1.9 QUALITY ASSURANCE
1.9.1 Source Limitations: Obtain MCCs and controllers of a single type from single source
from single manufacturer.
1.9.2 Electrical Components, Devices, and Accessories: Listed and labeled as defined in
NFPA 70, by a qualified testing agency, and marked for intended location and
application.
1.9.3 Comply with NFPA 70.
1.10 DELIVERY, STORAGE, AND HANDLING
1.10.1 Handle MCCs according to the following:
1.10.1.1 NEMA ICS 2.3, "Instructions for the Handling, Installation, Operation,
and Maintenance of Motor Control Centers Rated Not More Than
600 Volts."
1.10.1.2 NECA 402, "Recommended Practice for Installing and Maintaining
Motor Control Centers."
1.10.2 If stored in space that is not permanently enclosed and air conditioned, remove loose
packing and flammable materials from inside MCCs; install temporary electric
heating, with at least 250 W per vertical section.
1.11 PROJECT CONDITIONS
• 1.11.1 Environmental Limitations: Rate equipment for continuous operation under the
following conditions unless otherwise indicated:
1.11.1.1 Ambient Temperature: Less than 0 deg F (minus 18 deg C) or exceeding
104 deg F (40 deg C), with an average value exceeding 95 deg F (35
deg C) over a 24-hour period.
1.11.1.2 Ambient Storage Temperature: Not less than minus 4 deg F (minus 20
deg C) and not exceeding 140 deg F (60 deg C).
1.11.1.3 Humidity: Less than 95 percent (noncondensing).
1.11.1.4 Altitude: Exceeding 6600 feet (2000 m), or 3300 feet (1000 m) if MCC
includes solid-state devices.
1.12 COORDINATION
1.12.1 Coordinate sizes and locations of concrete bases. Cast anchor -bolt inserts into bases.
CSSC "B" Field Expansion 26 24 19 - 4
July 2013

ri
1.12.2 Coordinate features of MCCs, installed units, and accessory devices with remote pilot
devices and control circuits to which they connect.
1.12.3 Coordinate features, accessories; and functions of each MCC, each controller, and
each installed unit with ratings and characteristics of supply circuits, motors, required
control sequences, and duty cycle of motors and loads.
1.13 WARRANTY
1.1'3.1 Special Warranty: Manufacturer's standard form in which manufacturer agrees to
repair or replace TVSS that fails in materials or workmanship within specified
warranty period.
1.13.1.1 Warranty. Period: Five years from date of Substantial Completion.
PART 2 - PRODUCTS
2.1 MANUFACTURED UNITS
2.1.1 Basis -of -Design Product: Subject to compliance with requirements, provide product
indicated on Drawings as manufactured by Rockwell Automation, Inc.; Allen-
Bradley Brand, Bulletin 2100 to be compatible with existing MCC
2.1.2 MCCs in this article include service and distribution types most commonly applied.
Coordinate types of MCCs with types of controllers and OCPDs and with MCC
arrangements and available spaces. Consult manufacturer to determine layout
requirements.
2.1.3 General Requirements for MCCs: Comply with NEMA ICS 18 and UL 845.
2.2 FUNCTIONAL FEATURES
2.2.1 Description: Modular arrangement of main units, controller units, control devices,
feeder -tap units, instruments, metering, auxiliary devices, and other items mounted in
vertical sections of MCC.
2.2.2 Controller Units: Combination controller units.
2.2.2.1 Install units up to and including Size 3 on drawout mountings with
} connectors that automatically line up and connect with vertical -section
buses while being racked into their normal, energized positions.
2.2.2.2 Equip units in Type B and Type C MCCs with pull -apart terminal strips
for external control connections.
r-,
2.2.3 Feeder -Tap Units: Through 225-A rating shall have drawout mountings with
connectors that automatically line up and connect with vertical -section buses while
being racked into their normal, energized positions.
CSSC "B" Field Expansion 26 24 19 - 5
July 2013

2.2.4 Future Units: Compartments fully bused and equipped with guide rails or equivalent,
ready for insertion of drawout units.
2.2.5 Spare Units: Installed in compartments indicated "spare."
2.3 INCOMING MAINS
2.3.1 Incoming Mains Location: bottom.
2.3.2 Main Lugs Only: Conductor connectors suitable for use with conductor material and
sizes.
2.3.2.1 Material: Tin-plated copper.
2.3.2.2 Main and Neutral Lugs: Mechanical type.
2.3.3 MCCB: Comply with UL 489, with interrupting capacity to meet available fault
currents.
2.3.3.1 Thermal -Magnetic Circuit Breakers: Inverse time -current element for
low-level overloads, and instantaneous magnetic trip element for short
circuits. Adjustable magnetic trip setting for circuit -breaker frame sizes
250 A and larger.
2.3.3.2 MCCB Features and Accessories:
a. Standard frame sizes, trip ratings, and number of poles.
b. Lugs: Mechanical style, suitable for number, size, trip ratings, and
conductor material.
2.4 COMBINATION CONTROLLERS
2.4.1 Full -Voltage Controllers:
2.4.1.1 General Requirements for Full -Voltage Enclosed Controllers: Comply
with NEMA ICS 2, general purpose, Class A.
a. Configuration: Nonreversing.
2.4.2 Disconnecting Means and OCPDs:
2.4.2.1 MCP Disconnecting Means:
a. UL 489, NEMA AB 1, and NEMA AB 3, with interrupting capacity
to comply with available fault currents, instantaneous -only circuit
breaker with front -mounted, field -adjustable, short-circuit trip
coordinated with motor locked -rotor amperes.
b. Lockable Handle: Accepts three padlocks and interlocks with cover
in closed position.
CSSC "B" Field Expansion 26 24 19 - 6
July 2013

c. Auxiliary contacts "a" and "b" arranged to activate with MCP
handle.
d. NO alarm contact that operates only when MCP has tripped.
2.4.3 Overload Relays:
2.4.3.1 Melting -Alloy Overload Relays:
a. Inverse -time -current characteristic.
b. Class 20 tripping characteristic.
c. Heaters in each phase matched to nameplate full -load current of
actual protected motor and with appropriate adjustment for duty
cycle.
2.4.4 Control Power:
2.4.4.1 Control Circuits: 120-V ac; obtained from integral CPT, with primary
and secondary fuses, with CPT of sufficient capacity to operate integral
devices and remotely located pilot, indicating, and control devices.
a. CPT Spare Capacity: 100 VA.
2.5 FEEDER -TAP UNITS
2.5.1 MCCB: Comply with UL 489, with interrupting capacity to meet available fault
currents.
2.5.1.1 Thermal -Magnetic Circuit Breakers: Inverse time -current element for
low-level overloads, and instantaneous magnetic trip element for short
circuits. Adjustable magnetic trip setting for circuit -breaker frame sizes
250 A and larger.
2.5.1.2 MCCB Features and Accessories:
a. Standard frame sizes, trip ratings, and number of poles.
b. Lugs: Mechanical style, suitable for number, size, trip ratings, and
conductor material.
2.6 . TRANSIENT VOLTAGE SUPPRESSION DEVICES
2.6.1 Surge Protection Device Description: IEEE C62.41-compliant, integrally mounted,
wired -in solid-state, parallel -connected, modular (with field -replaceable modules)
type, with sine -wave tracking suppression and filtering modules, UL 1449, second
edition, short-circuit current rating matching or exceeding the MCC short-circuit
rating, and with the following features and accessories:
2.6.1.1 Fuses, rated at 200-kA interrupting capacity. -
2.6.1.2 Fabrication using bolted compression lugs for internal wiring.
2.6.1.3 Integral disconnect switch.
2.6.1.4 Redundant suppression circuits.
CSSC "B" Field Expansion 26 24 19 - 7
July 2013

2.6.1.5 Redundant replaceable modules.
2.6.1.6 Arrangement with wire connections to phase buses, neutral bus, and
ground bus.
2.6.1.7 LED indicator lights for power and protection status.
2.6.1.8 Audible alarm, with silencing switch, to indicate when protection has
failed.
2.6.1.9 Form-C contacts rated at 5 A and 250-V ac, one NO and one NC, for
remote monitoring of system operation. Contacts shall reverse position
on failure of any surge diversion module or on opening of any current -
limiting device. Coordinate with building power monitoring and control
system.
2.6.1.10 [Four] [Six] -digit, transient -event counter set to totalize transient surges.
2.6.2 Peak Single -Impulse Surge Current Rating: 80 kA per mode/160 kA per phase.
2.6.3 Withstand Capabilities: 12,000 IEEE C62.41, Category C3 (10 kA), 8-by-20-
mic.sec. surges with less than 5 percent change in clamping voltage.
2.6.4 Protection modes and UL 1449 SVR for grounded wye circuits with 480-V, three-
phase, THREE -wire circuits shall be as follows:
2.6.4.1 Line to Ground: 800 V for 480 V.
2.7 ENCLOSURES
2.7.1 Indoor Enclosures: Freestanding steel cabinets unless otherwise indicated.
NEMA 250, Type 12 unless otherwise indicated to comply with environmental
conditions at installed location.
2.7.2 Enclosure Finish for Indoor Units: Factory -applied finish in manufacturer's standard
gray finish over a rust -inhibiting primer on treated metal surface.
2.7.3 Compartments: Modular; individual Lift-off doors with concealed hinges and quick -
captive screw fasteners. Interlocks on units requiring disconnecting means in off
position before door can be opened or closed, except by operating a permissive
release device.
2.7.4 Interchangeability: Compartments constructed to allow for removal of units without
opening adjacent doors, disconnecting adjacent compartments, or disturbing
operation of other units in MCC; same size compartments to permit
interchangeability and ready rearrangement of units, such as replacing three single
units with a unit requiring three spaces, without cutting or welding.
2.7.5 Wiring Spaces:
2.7.5.1 Vertical wireways in each vertical section for vertical wiring to each unit
compartment; supports to hold wiring in place.
2.7.5.2 Horizontal wireways in bottom and top of each vertical section for
horizontal wiring between vertical sections; supports to hold wiring in
place.
CSSC "B" Field Expansion 26 24 19 - 8
July 2013

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2.8 • AUXILIARY DEVICES
2.8.1 General Requirements for Control -Circuit and Pilot Devices: NEMA ICS 5; factory
installed in controller enclosure cover unless otherwise indicated.
2.8.1.1 Push Buttons, Pilot Lights, and Selector Switches: Heavy-duty, oiltight
type.
a. Push Buttons: Unguarded types; momentary contact unless
otherwise indicated.
b. Pilot Lights: LED; push to test.
c. Selector Switches: Rotary type.
2.8.1.2 Elapsed -Time Meters: Heavy duty with digital readout in
hours; nonresettable.
2.8.1.3 Meters: Panel type, 2-1/2-inch (64-mm) minimum size with 90- or 120-
degree scale and plus or minus 2 percent accuracy with selector switches
having an off position.
2.8.2 Reversible NC/NO contactor auxiliary contact(s).
2.8.3 Control Relays: Auxiliary and adjustable solid-state time -delay relays.
2.8.4 Phase -Failure, Phase -Reversal, and Undervoltage and Overvoltage Relays: Solid-
state sensing circuit with isolated output contacts for hard -wired connections.
Provide adjustable undervoltage, overvoltage, and time -delay settings.
2.9 CHARACTERISTICS AND RATINGS
2.9.1 Wiring: NEMA ICS 18, Class I, Type B-T, for starter Size 3 and below.
2.9.2 Control and Load Wiring: Factory installed, with bundling, lacing, and protection
included. Provide flexible conductors for No. 8 AWG and smaller, for conductors
across hinges, and for conductors for interconnections between shipping units.
2.9.3 Nominal System Voltage: 480,V, three phase, three wire.
2.9.4 Short -Circuit Current Rating for Each Unit:. 65 kA.
2.9.5 Short -Circuit Current Rating of MCC: Fully rated with its main overcurrent device;
65 kA.
2.9.6 Environmental Ratings:
2.9.6.1 Ambient Temperature Rating: Not less than 0 deg F (minus 18 deg C)
and not exceeding 104 deg F (40 deg C), with an average value not
exceeding 95 deg F (35 deg C) over a 24-hour period.
2.9.6.2 Ambient Storage Temperature Rating: Not less than minus 4 deg F
(minus 20 deg C) and not exceeding 140 deg F (60 deg C)
2.9.6.3 Humidity Rating: Less than 95 percent (noncondensing).
CSSC "B" Field Expansion 26 24 19 - 9
July 2013

2.9.6.4 Altitude Rating: Not exceeding 6600 feet (2000 m), or 3300 feet
(1000 m) if MCC includes solid-state devices.
2.9.7 Main -Bus Continuous Rating: 600 A.
2.9.8 Vertical -Bus Continuous Rating: 300 A.
2.9.9 Horizontal and Vertical Bus Bracing (Short -Circuit Current Rating): Match MCC
short-circuit current rating.
2.9.10 Vertical Phase and Equipment Ground Buses: Uniform capacity for entire usable
height of vertical sections, except for sections incorporating single units.
2.9.11 Phase -Bus Material: Hard -drawn copper of 98 percent conductivity, tin plated.
2.9.12 Ground Bus: Minimum size required by UL 845, hard -drawn copper of 98 percent
conductivity, equipped with mechanical connectors for feeder and branch -circuit
equipment grounding conductors.
2.9.13 Front -Connected, Front -Accessible MCCs:
2.9.13.1 Controller Units: Drawout mounted.
2.9.13.2 Feeder -Tap Units: Drawout mounted.
2.9.13.3 Sections front and rear aligned.
2.9.14 Bus -Bar Insulation: Factory -applied, flame-retardant, tape wrapping of individual
bus bars or flame-retardant, spray -applied insulation. Minimum insulation
temperature rating of 105 deg C.
2.9.15 Fungus Proofing: Permanent fungicidal treatment for OCPDs and other components
including instruments and instrument transformers.
2.10 SOURCE QUALITY CONTROL
2.10.1 MCC Testing: Inspect and test MCCs according to requirements in NEMA ICS 18.
2.10.2 MCCs will be considered defective if they do not pass tests and inspections.
2.10.3 Prepare test and inspection reports.
PART 3 - EXECUTION
3.1 EXAMINATION
3.1.1 Examine areas and surfaces to receive MCCs, with Installer present, for compliance
with requirements for installation tolerances, and other conditions affecting
performance of the Work.
3.1.2 Examine enclosed controllers before installation. Reject enclosed controllers that are
wet, moisture damaged, or mold damaged.
CSSC "B" Field Expansion 26 24 19 - 10
July 2013

3.1.3 Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION
3.2.1 Coordinate layout and installation of MCCs with other construction including
conduit, piping, equipment, and adjacent surfaces. Maintain required workspace
clearances and required clearances for equipment access doors and panels.
3.2.2 Floor -Mounting Controllers: Install MCCs on 4-inch (100-mm) nominal thickness
concrete base.
3.2.3 Temporary Lifting Provisions: Remove temporary lifting eyes, channels, and
brackets and temporary blocking of moving parts from enclosures and components.
3.2.4 - Install heaters in thermal -overload relays. Select heaters based on actual nameplate
full -load amperes after motors have been installed.
3.2.5 Comply with NECA 1.
3.3 IDENTIFICATION
3.3.1 Comply with requirements in Section 260553 "Identification for Electrical Systems"
for identification of MCC, MCC components, and control wiring.
3.3.1.1 Identify field -installed conductors, interconnecting wiring, and
components; provide warning signs.
3.3.1.2 Label MCC and each cubicle with engraved nameplate.
3.3.1.3 Label each enclosure -mounted control and pilot device.
3.3.1.4 Mark up a set of manufacturer's connection wiring diagrams with field -
assigned wiring identifications and return to manufacturer for inclusion
in Record Drawings.
3.3.2 Operating Instructions: Frame printed operating instructions for MCCs, including
control sequences and emergency procedures. Fabricate frame of finished metal, and
cover instructions with clear acrylic plastic. Mount on front of MCCs.
3.4 CONTROL WIRING INSTALLATION
3.4.1 Bundle, train, and support wiring in enclosures.
3.4.2 Connect selector switches and other automatic -control selection devices where
applicable.
3.4.2.1 Connect selector switches to bypass only those manual- and automatic -
control devices that have no safety functions when switch is in manual -
control position.
3.4.2.2 Connect selector switches within enclosed controller circuit in both
manual and automatic positions for safety -type control devices such as
CSSC "B" Field Expansion 26 24 19 - 11
July 2013

low- and high-pressure cutouts, high -temperature cutouts, and motor
overload protectors.
3.5 CONNECTIONS
3.5.1 Comply with requirements for installation of conduit in Section 260533 "Raceways
and Boxes for Electrical Systems." Drawings indicate general arrangement of
conduit, fittings, and specialties.
3.5.2 Comply with requirements in Section 260526 "Grounding and Bonding for Electrical
Systems."
3.6 FIELD QUALITY CONTROL
3.6.1 Manufacturer's Field Service: Engage a factory -authorized service representative to
inspect, test, and adjust components, assemblies, and equipment installations,
including connections.
3.6.2 Perform tests and inspections.
3.6.2.1 Manufacturer's Field Service: Engage a factory -authorized service
representative to inspect components, assemblies, and equipment
installations, including connections, and to assist in testing.
3.6.3 Acceptance Testing Preparation:
3.6.3.1 Test insulation resistance for each enclosed controller, component,
connecting supply, feeder, and control circuit.
3.6.3.2 Test continuity of each circuit.
3.6.4 Tests and Inspections:
3.6.4.1 Inspect controllers, wiring, components, connections, and equipment
installation.
3.6.4.2 Test insulation resistance for each enclosed controller element,
component, connecting motor supply, feeder, and control circuits.
3.6.4.3 Test continuity of each circuit.
3.6.4.4 Test each motor for proper phase rotation.
3.6.4.5 Perform each electrical test and visual and mechanical inspection stated
in NETA Acceptance Testing Specification. Certify compliance with
test parameters.
3.6.4.6 Correct malfunctioning units on -site, where possible, and retest to
demonstrate compliance; otherwise, replace with new units and retest.
3.6.4.7 Test and adjust controls, remote monitoring, and safeties. Replace
damaged and malfunctioning controls and equipment.
3.6.4.8 Mark up a set of manufacturer's drawings with all field modifications
incorporated during construction and return to manufacturer for inclusion
in Record Drawings.
CSSC "B" Field Expansion 26 24 19 - 12
July 2013

3.6.5 Enclosed controllers will be considered defective if they do not pass tests and
inspections.
3.6.6 Prepare test and inspection reports, including a certified report that identifies
enclosed controllers and that describes scanning results. Include notation of
deficiencies detected, remedial action taken, and observations after remedial action.
3.7 STARTUP SERVICE
3.7.1 Engage a factory -authorized service representative to perform startup service.
3.7.1.1 Complete installation and startup checks according to manufacturer's
written instructions.
3.8 ADJUSTING
3.8.1 Set field -adjustable switches, auxiliary relays, time -delay relays, timers, and
overload -relay pickup and trip ranges.
3.8.2 Adjust overload relay heaters or settings if power factor correction capacitors are
connected to the load side of the overload relays.
3.8.3 Set field -adjustable switches and program microprocessors for required start and stop
sequences in reduced -voltage, solid-state controllers.
3.9 PROTECTION
3.9.1 Temporary Heating: Apply temporary heat to maintain temperature according to
manufacturer's written instructions until enclosed controllers are ready to be
energized and placed into service.
3.9.2 Replace controllers whose interiors have been exposed to water or other liquids prior
to Substantial Completion.
END OF SECTION 26 24 19
CSSC "B" Field Expansion 26 24 19 - 13
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SECTION 26 28 16
ENCLOSED SWITCHES AND CIRCUIT BREAKERS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS.
1.1.1 Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
1.2.1 Section Includes:
1.2.1.1 Fusible switches.
1.2.1.2 Nonfusible switches.
1.2.1.3 Molded -case circuit breakers (MCCBs).
1.2.1.4 Enclosures.
1.3 DEFINITIONS
1.3.1 NC: Normally closed.
1.3.2 NO: Normally open.
1.3.3 SPDT: Single pole, double throw.
1.4 ACTION SUBMITTALS
1.4.1 Product Data: For each type of enclosed switch, circuit breaker, accessory, and
component indicated. Include dimensioned elevations, sections, weights, and
manufacturers' technical data on features, performance, electrical characteristics,
ratings, accessories, and finishes.
—1 1.4.1.1 Enclosure types and details for types other than NEMA 250, Type 1.
1.4.1.2 Current and voltage ratings.
1.4.1.3 Short-circuit current ratings (interrupting and withstand, as appropriate).
1.4.2 Shop Drawings: For enclosed switches and circuit breakers. Include plans,
elevations, sections, details, and attachments to other work.
1.4.2.1 Wiring Diagrams: For power, signal, and control wiring.
CSSC "B" Field Expansion 26 28 16 - 1
July 2013

1.5 INFORMATIONAL SUBMITTALS
1.5.1 Qualification Data: For qualified testing agency.
1.5.2 Field quality -control reports.
1.5.2.1 Test procedures used.
1.5.2.2 Test results that comply with requirements.
1.5.2.3 Results of failed tests and corrective action taken to achieve test results
that comply with requirements.
1.5.3 Manufacturer's field service report.
1.6 CLOSEOUT SUBMITTALS
1.6.1 Operation and Maintenance Data: For enclosed switches and circuit breakers to
include in emergency, operation, and maintenance manuals. In addition to items
specified in Section 017823 "Operation and Maintenance Data," include the
following:
1.6.1.1 Manufacturer's written instructions for testing and adjusting enclosed
switches and circuit breakers.
1.7 MAINTENANCE MATERIAL SUBMITTALS
1.7.1 Furnish extra materials that match products installed and that are packaged with
protective covering for storage and identified with labels describing contents.
1.7.1.1 Fuses: Equal to 10 percent of quantity installed for each size and type,
but no fewer than three of each size and type.
1.7.1.2 Fuse Pullers: Two for each size and type.
1.8 QUALITY ASSURANCE
1.8.1 Source Limitations: Obtain enclosed switches and circuit breakers, overcurrent
protective devices, components, and accessories, within same product category, from
single source from single manufacturer.
1.8.2 Product Selection for Restricted Space: Drawings indicate maximum dimensions for
enclosed switches and circuit breakers, including clearances between enclosures, and
adjacent surfaces and other items. Comply with indicated maximum dimensions.
1.8.3 Electrical Components, Devices, and Accessories: Listed and labeled as defined in
NFPA 70, by a qualified testing agency, and marked for intended location and
application.
1.8.4 Comply with NFPA 70.
CSSC "B" Field Expansion 26 28 16 - 2
July 2013

1.9 PROJECT CONDITIONS
1.9.1 Environmental Limitations: Rate equipment for continuous operation under the
following conditions unless otherwise indicated:
1.9.1.1 Ambient Temperature: Not less than minus 22 deg F (minus 30 deg C)
and not exceeding 104 deg F (40 deg C).
1.9.1.2 Altitude: Not exceeding 6600 feet (2010 m).
1.10 COORDINATION
1.10.1 Coordinate layout and installation of switches, circuit breakers, and components with
equipment served and adjacent surfaces. Maintain required workspace clearances
and required clearances for equipment access doors and panels.
PART 2- PRODUCTS
2.1 FUSIBLE SWITCHES
2.1.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering. products that may be incorporated into the Work include, but are not limited
to, the following:
2.1.1.1 Eaton Electrical Inc.; Cutler -Hammer Business Unit.
2.1.1.2 General Electric Company; GE Consumer & Industrial - Electrical
Distribution.
2.1.1.3 Siemens Energy & Automation, Inc.
2.1.1.4 Square D; a brand of Schneider Electric.
2.1.1.5 Or equal.
2.1.2 Type HD, Heavy Duty, Single Throw, 600-V ac, 1200 A and Smaller: UL 98 and
NEMA KS 1, horsepower rated, with clips or bolt pads to .accommodate fuses,
lockable handle with capability to accept three padlocks, and interlocked with cover
in closed position.
2.1.3 Accessories:
2.1.3.1 Equipment Ground Kit: Internally mounted and labeled for copper and
aluminum ground conductors.
2.1.3.2 Class R Fuse Kit: Provides rejection of other fuse types when Class R
fuses are specified.
2.1.3.3 Lugs: Mechanical type, suitable for number, size, and conductor
material.
CSSC "B" Field Expansion 26 28 16 - 3
July 2013

2.2 NONFUSIBLE SWITCHES
2.2.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the work include, but are not limited
to, the following:
2.2.1.1 Eaton Electrical Inc.; Cutler -Hammer Business Unit.
2.2.1.2 General Electric Company; GE Consumer & Industrial - Electrical
Distribution.
2.2.1.3 Siemens Energy & Automation, Inc.
2.2.1.4 Square D; a brand of Schneider Electric.
2.2.1.5 Or equal.
2.2.2 Type HD, Heavy Duty, Single Throw, 600-V ac, 1200 A and Smaller: UL 98 and
NEMA KS 1, horsepower rated, lockable handle with capability to accept three
padlocks, and interlocked with cover in closed position.
2.2.3 Accessories:
2.2.3.1 Equipment Ground Kit: Internally mounted and labeled for copper and
aluminum ground conductors.
2.2.3.2 Lugs: Mechanical type, suitable for number, size, and conductor
material.
2.2.3.3 Auxiliary Contact Kit: Two NO/NC (Form "C") auxiliary contact(s),
arranged to activate before switch blades open.
2.3 MOLDED -CASE CIRCUIT BREAKERS
2.3.1 Manufacturers: Subject to compliance with requirements, available manufacturers
offering products that may be incorporated into the work include, but are not limited
to, the following:
2.3.1.1 Eaton Electrical Inc.; Cutler -Hammer Business Unit.
2.3.1.2 General Electric Company; GE Consumer & Industrial Electrical
Distribution.
2.3.1.3 Siemens Energy & Automation, Inc.
2.3.1.4 Square D; a brand of Schneider Electric.
2.3.1.5 Or equal.
2.3.2 General Requirements: Comply with UL 489, NEMA AB 1, and NEMA AB 3, with
interrupting capacity to comply with available fault currents.
2.3.3 Thermal -Magnetic Circuit Breakers: Inverse time -current element for low-level
overloads and instantaneous magnetic trip element for short circuits.
2.3.4 Features and Accessories:
2.3.4.1 Standard frame sizes, trip ratings, and number of poles.
2.3.4.2 Lugs: Mechanical type, suitable for number, size, trip ratings, and
conductor material.
CSSC "B" Field Expansion 26 28 16 - 4
July 2013

2.3.4.3 Auxiliary Contact Kit: Two NO/NC (Form "C") auxiliary contact(s),
arranged to activate before switch blades open.
2.4 ENCLOSURES
2.4.1 Enclosed Switches and Circuit Breakers: NEMA AB 1, NEMA KS 1, NEMA 250,
`` and UL 50, to comply with environmental conditions at installed location.
1 2.4.1.1 Indoor, Dry and Clean Locations: NEMA 250, Type 1.
2.4.1.2 Outdoor Locations: NEMA 250, Type 4X, stainless steel.
2.4.1.3 Other Wet or Damp, Indoor Locations: NEMA 250, Type 4X, stainless
steel.
2.4.1.4 Indoor Locations Subject to Dust, Falling Dirt, and Dripping
1-1 Noncorrosive Liquids: NEMA 250, Type 12.
7-1
PART 3 - EXECUTION
3.1 EXAMINATION
3.1.1 Examine elements and surfaces to receive enclosed switches and circuit breakers for
compliance with installation tolerances and other conditions affecting performance of
the Work.
3.1.2 Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION
3.2.1 Install individual wall -mounted switches and circuit breakers with tops at uniform
height unless otherwise indicated.
3.2.2 Install fuses in fusible devices.
3.2.3 Comply with NECA 1.
3.3 IDENTIFICATION
3.3.1 Comply with requirements in Section 260553 "Identification for Electrical Systems."
3.3.1.1 Identify field -installed conductors, interconnecting wiring, and
components; provide warning signs.
3.3.1.2 Label each enclosure with engraved metal or laminated -plastic
t nameplate.
3.4 FIELD QUALITY CONTROL
3.4.1 Acceptance Testing Preparation:
CSSC "B" Field Expansion 26 28 16 - 5
July 2013

3.4.1.1 Test insulation resistance for each enclosed switch and circuit breaker,
component, connecting supply, feeder, and control circuit.
3.4.1.2 Test continuity of each circuit.
3.4.2 Tests and Inspections:
3.4.2.1 Perform each visual and mechanical inspection and electrical test stated
in NETA Acceptance Testing Specification. Certify compliance with
test parameters.
3.4.2.2 Correct malfunctioning units on -site, where possible, and retest to
demonstrate compliance; otherwise, replace with new units and retest.
3.4.2.3 Test and adjust controls, remote monitoring, and safeties. Replace
damaged and malfunctioning controls and equipment.
3.4.3 Enclosed switches and circuit breakers will be considered defective if they do not
pass tests and inspections.
3.4.4 Prepare test and inspection reports, including a certified report that identifies
enclosed switches and circuit breakers and that describes scanning results. Include
notation of deficiencies detected, remedial action taken, and observations after
remedial action.
3.5 ADJUSTING
3.5.1 Adjust moving parts and operable components to function smoothly, and lubricate as
recommended by manufacturer.
END OF SECTION 26 28 16
CSSC "B" Field Expansion 26 28 16 - 6
July 2013

SECTION 31 24 00
SITE GRADING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS.
1.1.1 Drawings and general provisions of the Contract, including apply to this Section.
1.1.2 Geotechnical Engineering Report, Proposed Wastewater Lagoons, Prepared by S&ME
for Campbell Soup Supply Company, June 10, 2013 is incorporated into this specification
by reference.
1.2 SUMMARY
1.2.1 Section Includes:
1.2.1.1 Preparing subgrades for slabs -on -grade, geosynthetic liner, walks,
pavements, turf and grasses.
1.2.1.2 Excavating and backfilling for buildings and structures.
1.2.1.3 Drainage course for concrete slabs -on -grade.
1.2.1.4 Subbase course for concrete walks, pavements.
1.2.1.5 Subbase course and base course for asphalt paving.
1.2.1.6 Subsurface drainage backfill for walls and trenches.
1.2.2 Related Sections:
1.2.2.1
Section 311000 "Site Clearing" for site stripping, grubbing, stripping and
stockpiling topsoil, and removal of above- and below -grade
improvements and utilities. _
1.3 MEAUSREMENT AND PAYMENT
1.3.1 "Site Grading" shall not be measured.
1.3.2 Payment for site grading required as shall be in accordance with sections 1.3.3 of this
specification.
CSSC "B" Field Expansion 31 24 00 - 1
July 2013

1.3.3 "Site Grading" for work shall be paid by the job unit price and shall constitute full
compensation for furnishing of all material, labor, tools equipment, services and inci-
dentals necessary to complete the work as required by this section of the specifica-
tions. Payment for work covered by this section of the specifications will be made
under the following item description:
Site Grading JOB
1.4 DEFINITIONS
1.4.1 Backfill: Soil material or controlled low -strength material used to fill an excavation.
1.4.1.1 Initial Backfill: Backfill placed beside and over pipe in a trench,
including haunches to support sides of pipe.
1.4.1.2 Final Backfill: Backfill placed over initial backfill to fill a trench.
1.4.2 Base Course: Aggregate layer placed between the subbase course and hot -mix
asphalt paving.
1.4.3 Bedding Course: Aggregate layer placed over the excavated subgrade in a trench
before laying pipe.
1.4.3 Borrow Soil: Satisfactory soil imported from off -site for use as fill or backfill.
1.4.4 Drainage Course: Aggregate layer supporting the slab -on -grade that also minimizes
upward capillary flow of pore water.
1.4.5 Excavation: Removal of material encountered above subgrade elevations and to lines
and dimensions indicated.
1.4.5.1 Authorized Additional Excavation: Excavation below . subgrade
elevations or beyond indicated lines and dimensions as directed by
Engineer. Authorized additional excavation and replacement material
will be paid for according to Contract provisions for changes in the
Work.
1.4.5.2 Unauthorized Excavation: Excavation below subgrade elevations or
beyond indicated lines and dimensions without direction by Engineer.
Unauthorized excavation, as well as remedial work directed by Engineer,
shall be without additional compensation.
1.4.6 Fill: Soil materials used to raise existing grades.
1.4.7 Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,
mechanical and electrical appurtenances, or other man-made stationary features
constructed above or below the ground surface.
1.4.8 Subbase Course: Aggregate layer placed between the subgrade and base course for
hot -mix asphalt pavement, or aggregate layer placed between the subgrade and a
cement concrete pavement or a cement concrete or hot -mix asphalt walk.
CSSC "B" Field Expansion 31 24 00 - 2
July 2013

•
1.4.9 Subgrade: Uppermost surface of an excavation or the top surface of a fill or backfill
r immediatelybelow subbase, drainage fill, drainage course, or topsoil materials.
I
tj
1.4.10 Utilities: On -site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1.5 ACTION SUBMITTALS
1.5.1 Product Data: For each type of the following manufactured products required:
1.5.1.1 Geotextiles.
1.5.1.2 Controlled low -strength material, including design mixture.
1.5.1.3 Geofoam.
1.5.1.4 Warning tapes.
ji
1.5.2 Samples for Verification: For the following products, in sizes indicated below:
--y
1.5.2.1 Geotextile: 12 by 12 inches (300 by 300 mm).
1.5.2.2 Warning Tape: 12 inches (300 mm) long; of each color.
1.6 INFORMATIONAL SUBMITTALS
1.6.1 Qualification Data: For qualified testing agency.
1.6.2 Material Test Reports: For each on -site and borrow soil material proposed for fill
and backfill as follows:
1.6.2.1 Classification according to ASTM D 2487.
1.6.2.2 Laboratory compaction curve according to ASTM D 698.
_J
1.6.3 Preexcavation Photographs or Video: Photographs and video shall be recorded in
accordance with section 01 01 30. Show existing conditions of adjoining
construction and site improvements, including finish surfaces, that might be
misconstrued as damage caused by earth moving operations. Submit before earth
moving begins.
1.7 QUALITY ASSURANCE
1.7.1 No blasting will be allowed.
1.7.2 Geotechnical Testing Agency Qualifications: Qualified according to ASTM E 329
and ASTM D 3740 for testing indicated and certified in the State of North Carolina.
1 CSSC "B" Field Expansion 31 24 00 - 3
July 2013

1.8 PROJECT CONDITIONS
1.8.1 Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during earth moving operations.
1.8.1.1 Do not close or obstruct streets, walks, or other adjacent occupied or
used facilities without permission from Owner and authorities having
jurisdiction.
1.8.1.2 Provide alternate routes around closed or obstructed traffic ways if
required by Owner or authorities having jurisdiction.
1.8.2 Improvements on Adjoining Property: Authority for performing earth moving
indicated on property adjoining Owner's property will be obtained by Owner before
award of Contract.
1.8.2.1 Do not proceed with work on adjoining property until directed by
Engineer.
1.8.3 Utility Locator Service: Notify utility locator service One Call for area where Project
is located before beginning earth moving operations.
1.8.4 Do not commence earth moving operations until erosion control measures and tree
and existing structure protection measures are in place.
1.8.5 The following practices are prohibited within protection zones:
1.8.5.1 Storage of construction materials, debris, or excavated material.
1.8.5.2 Parking vehicles or equipment.
1.8.5.3 Foot traffic.
1.8.5.4 Erection of sheds or structures.
1.8.5.5 Impoundment of water.
1.8.5.6 Excavation or other digging unless otherwise indicated.
1.8.5.7 Attachment of signs to or wrapping materials around trees or plants
unless otherwise indicated.
1.8.6 Do not direct vehicle or equipment exhaust towards protection zones.
1.8.7 Prohibit heat sources, flames, ignition sources, and smoking within or near protection
zones.
CSSC "B" Field Expansion 31 24 00 - 4
July 2013

r-,
r-,
r-
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
2.1.1 General: Provide borrow soil materials when sufficient satisfactory soil materials are
not available from excavations.
2.1.2 Satisfactory Soils: Soil Classification Groups GW, GP, GM, SW, SP, and SM
according to ASTM D 2487, or a combination of these groups; free of rock or gravel
larger than 3 inches (75 mm) in any dimension, debris, waste, frozen materials,
vegetation, and other deleterious matter.
2.1.2.1 Liquid Limit:.20
2.1.2.2 Plasticity Index: 6
2.1.2.3 Satisfactory Soils also include on -site soils allowed by the site specific
Geotechnical Engineering Report when conditioned, placed and
compacted in accordance with conditions described in the Geotechnical
Engineering Report.
2.1.3 Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH,
OH, and PT according to ASTM D 2487, or a combination of these groups.
2.1.3.1 Unsatisfactory soils also include satisfactory soils not maintained within
2 percent of optimum moisture content at time of compaction.
2.1.4 Subbase Material: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90
percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200
sieve.
2.1.5 Base Course: Naturally or artificially graded mixture of natural or crushed gravel,
crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent
passing a 1-1/2-inch sieve and not more than 8 percent passing allo. 200 sieve.
2.1.6 Engineered Fill: Naturally orartificially graded mixture of natural or crushed gravel,
crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent
passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.
2.1.7 Bedding Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with 100
percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.
2.1.8 Drainage Course: Narrowly graded mixture of crushed stone, or crushed or
uncrushed gravel; ASTM D 448; coarse -aggregate grading Size 57; with 100 percent
passing a 1-1/2-inch sieve and 0 to 5 percent passing allo. 8 sieve.
CSSC "B" Field Expansion 31 24 00 - 5
July 2013

2.1.9 Filter Material: Narrowly graded mixture of natural or crushed gravel, or crushed
stone and natural sand; ASTM D 448; coarse -aggregate grading Size 67; with 100
percent passing a 1-inch sieve and 0 to 5 percent passing a No. 4 sieve.
2.1.10 Sand: ASTM C 33; fine aggregate.
2.1.11 Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense
state.
2.2 GEOTEXTILES
2.2.1 Subsurface Drainage Geotextile: Nonwoven needle -punched geotextile,
manufactured for subsurface drainage applications, made from polyolefins or
polyesters; with elongation greater than 50 percent; complying with AASHTO M 288
and the following, measured per test methods referenced:
2.2.1.1 Survivability: Class 2; AASHTO M 288
2.2.1.2 Grab Tensile Strength: 157 lbf (700 N); ASTM D 4632.
2.2.1.3 Sewn Seam Strength: 142 lbf (630 N); ASTM D 4632.
2.2.1.4 Tear Strength: 56 lbf (250 N); ASTM D 4533.
2.2.1.5 Puncture Strength: 56 lbf (250 N); ASTM D 4833.
2.2.1.6 Apparent Opening Size: No. 40 sieve, maximum; ASTM D 4751.
2.2.1.7 Permittivity: 0.2 per second, minimum; ASTM D 4491.
2.2.1.8 UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.
2.2.2 Separation Geotextile: Woven geotextile fabric, manufactured for separation
applications, made from polyolefins or polyesters; with elongation less than 50
percent; complying with AASHTO M 288 and the following, measured per test
methods referenced:
2.2.2.1 Survivability: Class 2; AASHTO M 288.
2.2.2.2 Grab Tensile Strength: 247 lbf; ASTM D 4632.
2.2.2.3 Sewn Seam Strength: 222 lbf; ASTM D 4632.
2.2.2.4 Tear Strength: 90 lbf ; ASTM D 4533.
2.2.2.5 Puncture Strength: 90 lbf ; ASTM D 4833.
2.2.2.6 Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751.
2.2.2.7 Permittivity: 0.02 per second, minimum; ASTM D 4491.
CSSC "B" Field Expansion 31 24 00 - 6
July 2013
Li

2.2.2.8 UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.
2.3 ACCESSORIES
2.3.1 Detectable Warning Tape: Acid- and alkali -resistant, polyethylene film warning tape
manufactured for marking and identifying underground utilities, a minimum of 6
inches wide and 4 mils thick, continuously inscribed with a description of the utility,.
with metallic core encased in a protective jacket for corrosion protection, detectable
by metal detector when tape is buried up to 30 inches (750 mm) deep; colored as
follows:
2.3.1.1 Red: Electric.
2.3.1.2 Yellow: Gas, oil, steam, and dangerous materials.
2.3.1.3 Orange: Telephone and other communications.
2.3.1.4 Blue: Water systems.
PART 3 - EXECUTION
3.1 PREPARATION
3.1.1 Protect structures, utilities, sidewalks, pavements, and other facilities from damage
caused by settlement, lateral movement, undermining, washout, and other hazards
created by earth moving operations.
3.1.2 Protect and maintain erosion and sedimentation controls during earth moving
operations.
3.1.3 Protect subgrades and foundation soils from freezing temperatures and frost.
Remove temporary protection before placing subsequent materials.
3.2 DEWATERING
3.2.1 Prevent surface water and ground water from entering excavations, from ponding on
prepared subgrades, and from flooding Project site and surrounding area.
3.2.2 Protect subgrades from softening, undermining, washout, and damage by rain or
water accumulation.
3.2.2.1 Reroute surface water runoff away from excavated areas. Do not allow
water to accumulate in excavations. Do not use excavated trenches as
temporary drainage ditches.
CSSC "B" Field Expansion 31 24 00 - 7
July 2013

3.3 EXPLOSIVES
3.3.1 Explosives: Do not use explosives.
3.4 EXCAVATION, GENERAL
3.4.1 Unclassified Excavation: Excavate to subgrade elevations regardless of the character
of surface and subsurface conditions encountered. Unclassified excavated materials
may include rock, soil materials, and obstructions. No changes in the Contract Sum
or the Contract Time will be authorized for rock excavation or removal of
obstructions.
3.4.1.1 If excavated materials intended for fill and backfill include unsatisfactory
soil materials and rock, replace with satisfactory soil materials.
3.4.1.2 Remove rock to lines and grades indicated to permit installation of
permanent construction without exceeding the following dimensions:
a. 24 inches outside of concrete forms other than at footings.
b. 12 inches outside of concrete forms at footings.
c. 6 inches outside of minimum required dimensions of concrete cast
against grade.
d. Outside dimensions of concrete walls indicated to be cast against
rock without forms or exterior waterproofing treatments.
e. 6 inches beneath bottom of concrete slabs -on -grade.
f. 6 inches beneath pipe in trenches, and the greater of 24 inches wider
than pipe or 42 inches wide.
3.5 EXCAVATION FOR STRUCTURES
3.5.1 Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1
inch. If applicable, extend excavations a sufficient distance from structures for
placing and removing concrete formwork, for installing services and other
construction, and for inspections.
3.5.1.1 Excavations for Footings and Foundations: Do not disturb bottom of
-excavation. Excavate by hand to final grade just before placing concrete
reinforcement. Trim bottoms to required lines and grades to leave solid
base to receive other work.
3.5.1.2 Pile Foundations: Stop excavations 6 to 12 inches above bottom of pile
cap before piles are placed. After piles have been driven, remove loose
and displaced material. Excavate to final grade, leaving solid base to
receive concrete pile caps.
3.5.1.3 Excavation for Underground Tanks, Basins, and Mechanical or Electrical
Utility Structures: Excavate to elevations and dimensions indicated
within a tolerance of plus or minus 1 inch. Do not disturb bottom of
excavations intended as bearing surfaces.
CSSC "B" Field Expansion 31 24 00 - 8
July 2013

fl
I
n
n
P
3.5.2 Excavations at Edges of Tree- and Plant -Protection Zones:
3.5.2.1 Excavate by hand to indicated lines, cross sections, elevations, and
subgrades. Use narrow -tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
3.6 EXCAVATION FOR WALKS AND PAVEMENTS
3.6.1 Excavate surfaces under walks and pavements to indicated lines, cross sections,
elevations, and subgrades.
3.7 EXCAVATION FOR UTILITY TRENCHES
3.7.1 See Section 31 23 00
3.8 SUBGRADE INSPECTION
3.8.1 Notify Engineer when excavations have reached required subgrade.
3.8.2 If Engineer determines that unsatisfactory soil is present, continue excavation and
replace with compacted backfill or fill material as directed.
3.8.3 Proof -roll subgrade below the building slabs and ;pavements with a pneumatic -tired
and loaded 10-wheel, tandem -axle dump truck weighing not less than 15 tons to
identify soft pockets and areas of excess yielding. Do not proof -roll wet or saturated
subgrades.
3.8.3.1 Completely proof -roll subgrade in one direction, repeating proof -rolling
in direction perpendicular to first direction. Limit vehicle speed to 3
mph.
3.8.3.2 Excavate soft spots, unsatisfactory soils, and areas of excessive pumping
or rutting, as determined by Engineer, and replace with compacted
backfill or fill as directed.
3.8.4 Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated
water, or construction activities, as directed by Engineer, without additional
compensation.
3.9 UNAUTHORIZED EXCAVATION.
3.9.1 Fill unauthorized excavation under foundations or wall footings by extending bottom
elevation of concrete foundation or footing to excavation bottom, without altering top
elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi, may be
used when approved by Engineer.
CSSC "B" Field Expansion 31 24 00 - 9
July 2013

3.9.1.1 Fill unauthorized excavations under other construction, pipe, or conduit
as directed by Engineer.
3.10 STORAGE OF SOIL MATERIALS
3.10.1 Stockpile borrow soil materials and excavated satisfactory soil materials without
intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to
prevent windblown dust.
3.10.1.1 Stockpile soil materials away from edge of excavations. Do not store
within drip line of remaining trees.
3.11 BACKFILL
3.11.1 Place and compact backfill in excavations promptly, but not before completing the
following:
3.11.1.1 Construction below finish grade including, where applicable,
subdrainage, dampproofing, waterproofing, and perimeter insulation.
3.11.1.2 Surveying locations of underground utilities for Record Documents.
3.11.1.3 Testing and inspecting underground utilities.
3.11.1.4 Removing concrete formwork. l._J
3.11.1.5 Removing trash and debris.
3.11.1.6 Removing temporary shoring and bracing, and sheeting.
3.11.1.7 Installing permanent or temporary horizontal bracing on horizontally
supported walls.
3.11.1.8 Place backfill on subgrades free of mud, frost, snow, or ice.
3.12 UTILITY TRENCH BACKFILL
3.12.1
3.13 SOIL FILL
3.13.1
See Section 31 23 00
Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4
horizontal so fill material will bond with existing material.
3.13.2 Place and compact fill material in layers to required elevations as follows:
3.13.2.1 Under grass and planted areas, use satisfactory soil material.
CSSC "B" Field Expansion 31 24 00 - 10
July 2013

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3.13.2.2 Under walks and pavements, use satisfactory soil material.
3.13.2.3 Under steps and ramps, use engineered fill.
3.13.2.4 Under building slabs, use engineered fill.
3.13.2.5 Under footings and foundations, use engineered fill.
3.13.3 Place soil fill on subgrades free of mud, frost, snow, or ice.
3.13 SOIL MOISTURE CONTROL
3.14.1 Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer
before compaction to within 2 percent of optimum moisture content.
3.14.1.1 Do not place backfill or fill soil material on surfaces that are muddy,
frozen, or contain frost or ice.
3.14.1.2 Remove and replace, or scarify and air dry, otherwise satisfactory soil
material that exceeds optimum moisture content by 2 percent and is too
wet to compact to specified dry unit weight.
3.14 COMPACTION OF SOIL BACKFILLS AND FILLS
3.15.1 Place backfill and fill soil materials in layers not more than 8 inches in loose depth
for material compacted by heavy compaction equipment, and not more than 4 inches
in loose depth for material compacted by hand -operated tampers.
3.15.2 . Place backfill and fill soil materials evenly on all sides of structures to required
elevations, and uniformly along the full length of each structure.
3.15.3 Compact soil materials to not less than the following percentages of maximum dry
unit weight according to ASTM D 698:
3.15.3.1 Under lagoon empbankments, structures, building slabs, steps, and
pavements, scarify and recompact top 12 inches of existing subgrade
and each layer of backfill or fill soil material at 95 percent.
3.15.3.2 Under walkways, scarify and recompact top 6 inches below subgrade
and compact each layer of backfill or fill soil material at 92 percent.
3.15.3.3
Under turf or unpaved areas, scarify and recompact top 6 inches below
subgrade and compact each layer of backfill or fill soil material at 85
percent.
3.15.3.4 For utility trenches, compact each layer of initial and final backfill soil
material at 85 percent.
CSSC "B" Field Expansion 31 24 00 - 11
July 2013

3.15 GRADING
3.16.1 General: Uniformly grade areas to a smooth surface, free of irregular surface
changes. Comply with compaction requirements and grade to cross sections, lines,
and elevations indicated.
3.16.1.1 Provide a smooth transition between adjacent existing grades and new
grades.
3.16.1.2 Cut out soft spots, fill low spots, and trim high spots to comply with
required surface tolerances.
3.16.2 Site Rough Grading: Slope grades to direct water away from buildings and to
prevent ponding. Finish subgrades to required elevations within the following
tolerances:
3.16.2.1 Turf or Unpaved Areas: Plus or minus 1 inch.
3.16.2.2 Walks: Plus or minus 1 inch.
3.16.2.3 Pavements: Plus or minus 1/2 inch.
3.16.3 Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when
tested with a 10-foot straightedge.
3.16 Not Used
3.17 Not Used
3.18 FINISHING
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3.18.1 Finish the surface of excavations, embankments, and subgrades to a smooth and
compact surface in accordance with the lines, grades, and cross sections or elevations
shown. Subgrades below geomembrane liner shall be finished with a smooth drum
roller. Provide the degree of finish for graded areas within 0.1 foot of the grades and
elevations indicated except that the degree of finish for subgrades specified in
paragraph SUBGRADE PREPARATION. Finish gutters and ditches in a manner I
that will result in effective drainage. Finish the surface of areas to be turfed from
settlement or washing to a smoothness suitable for the application of turfing
materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the
work, and re-established grades to the required elevations and slopes.
3.19 FIELD QUALITY CONTROL
3.19.1 Special Inspections: Owner will engage a qualified special inspector to perform the
following special inspections:
CSSC "B" Field Expansion 31 24 00 - 12
July 2013
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3.19.1.1 Determine prior to placement of fill that site has been prepared in
compliance with requirements.
3.19.1.2 Determine that fill material and maximum lift thickness comply with
requirements.
3.19.1.3 Determine, at the required frequency, that in -place density of compacted
fill complies with requirements.
3.19.2 Testing Agency: Contractor shall engage a qualified and certified geotechnical
engineering testing agency to perform tests and inspections.
3.19.3 Allow testing agency to inspect and test subgrades and each fill or backfill layer.
Proceed with subsequent earth moving only after test results for previously
completed work comply with requirements.
3.19.4 Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be
performed to verify design bearing capacities. Subsequent verification and approval
of other footing subgrades may be based on a visual comparison of subgrade with
tested subgrade when approved by Engineer.
3.19.5 Testing agency will test compaction of soils in place according to ASTM D 1556,
ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be
performed at the following locations and frequencies:
3.19.5.1 Paved and Building Slab Areas: At subgrade and at each compacted fill
and backfill layer, at least one test for every 2000 sq. ft. or less of paved
area or building slab, but in no case fewer than three tests.
3.19.5.2 Foundation Wall Backfill: At each compacted backfill layer, at Least one
test for every 100 feet or less of wall length, but no fewer than two tests.
3.19.5.3 Trench Backfill: At each compacted initial and final backfill layer, at
least one test for every 150 feet or less of trench length, but no fewer
than two tests.
3.19.6 When testing agency reports that subgrades, fills, or backfills have not achieved
degree of compaction specified, scarify and moisten or aerate, or remove and replace
soil materials to depth required; recompact and retest until specified compaction is
obtained.
3.20 PROTECTION
3.20.1 Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and
erosion. Keep free of trash and debris.
3.20.2 Repair and reestablish grades to specified tolerances where completed or partially
completed surfaces become eroded, rutted, settled, or where they lose compaction
due to subsequent, construction operations or weather conditions.
CSSC "B" Field Expansion 31 24 00 - 13
July 2013

3.20.2.1 Scarify or remove and replace soil material to depth as directed by
Engineer; reshape and recompact.
3.20.3 Where settling occurs before Project correction period elapses, remove finished
surfacing, backfill with additional soil material, compact, and reconstruct surfacing.
3.20.3.1 Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent
possible. 1 I
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3.21 DISPOSAL OF SURPLUS AND WASTE MATERIALS
3.20.1 Transport surplus satisfactory soil to designated storage areas on Owner's property.
Stockpile or spread soil as directed by Engineer. -7
3.20.2 Remove waste materials, including unsatisfactory soil, trash, and debris, and legally Li
dispose of them off Owner's property.
END OF SECTION 31 24 00
CSSC "B" Field Expansion 31.24 00 - 14
July 2013

SECTION 40 05 15
SEWER FORCE MAIN HDPE PIPE
PART 1 GENERAL
1.1 DESCRIPTION: This specification governs the material, pipe, fittings, joining methods
and general construction practice for High Density Polyethylene (HDPE) piping systems.
1.2 QUALITY ASSURANCE: References, American National Standards Institute
(ANSI), American Society for Testing and Materials (ASTM), Federal Specifications
(FS), International Standards Organization (ISO), and manufacturer's printed
recommendations.
PART 2 MATERIALS
2.1 PIPE
2.1.1 Pipe shall be manufactured from a PE 3608 resin listed with the Plastic Pipe
Institute (PPI) as TR-4. The resin material shall meet the specifications of
ASTM D 3350 with a minimum cell classification of 345464C.
2.1.2 Pipe shall have a manufacturing standard of ASTM F 714 and be manufactured
by an ISO 9001 certified manufacturer. The pipe shall contain no recycled
compounds except that generated in the manufacturer's own plant from resin of
the same specification from the same raw material. The pipe shall be
homogeneous throughout and free of visible cracks, holes, foreign inclusions,
voids, or other injurious defects.
2.1.3 Pipe shall be PE3408 IPS DR-11.
2.2 FITTINGS
2.2.1 BUTT FUSION FITTINGS: Molded butt fusion fittings shall be in accordance
with ASTM D 3261 and shall be manufactured by injection molding, a
combination of extrusion and machining, or fabricated from HDPE pipe
conforming to this specification. All fittings shall be pressure rated to provide a
working pressure rating no less than that of the pipe. Fabricated fittings shall be
manufactured using a McElroy Datalogger to record fission pressure and
temperature. A graphic representation of the temperature and pressure data for all
fusion joints made producing fittings shall be maintained as part of the quality
control. The fitting shall be homogeneous throughout and free of visible cracks,
holes, foreign inclusions, voids, or other injurious defects.
2.2.2 ELECTROFUSION FITTINGS: Electrofusion Fittings shall be PE3608
HDPE, minimum cell classification of 345464C as determined by ASTM D 3350
and be the same base resin as the pipe. Electrofusion Fittings shall have a
CSSC "B" Field Expansion 40 05 15 - 1
July 2013

manufacturing standard of ASTM F 1055.
2.2.3 FLANGED ADAPTERS: Flanged Adapters shall be PE 3608 HDPE, Cell
Classification of 345464C as determined by ASTM D 3350 and be the same base
resin as the pipe. Flanged adapters shall have a manufacturing standard of
ASTM D 3261. All adapters shall be pressure rated to provide a working pressure
rating no less than that of the pipe. Flanged adaptors shall be butt welded to the
parent pipe. Flanged adapters shall include a ductile iron follower ring.
Hardware shall be 304 SS.
2.2.4 MECHANICAL JOINT ADAPTERS : Mechanical Joint Adapters shall be
PE 3608 HDPE, Cell Classification of 345464C as determined by ASTM D 3350
and be the same base resin as the pipe. M echanical joint adapters shall have a L
manufacturing standard of ASTM D 3261. All adapters shall be pressure rated to
provide a working pressure rating no less than that of the pipe. Mechanical
restraint for HDPE may be provided by mechanical means separate from the �}
mechanical joint gasket sealing gland. The restrainer shall provide wide,
supportive contact around the full circumference of the pipe. Loading of the
restrainer shall be by a ductile iron follower that provides even circumferential
loading over the entire restrainer. Design shall be such that restraint shall be
increased with increases in line pressure. Bolts and nuts shall be corrosive
resistant, high strength alloy steel. The restrainer shall have a pressure rating of,
or equal to that of the pipe on which it is used or 150 PSI whichever is
lesser. Restrainers shall be JCM Industries, Sur -Grip or pre -approved equal.
Pipe stiffeners shall be used in conjunction with restrainers. The pipe
stiffeners shall be designed to support the interior wall of the HDPE. The
stiffeners shall support the pipe's end and control the "necking down" reaction
to the pressure applied during normal installation. The pipe stiffeners shall be
formed of 304 or 316 stainless steel to the HDPE manufacturers published
average inside diameter of the specific size and DR of the HDPE. Stiffeners shall
be by Performance Pipe or approved equal.
PART 3 EXECUTION
3.1 GENERAL:
3.1.1 PIPE & FITTINGS: Size as indicated on the plans. Install as shown in
accordance with manufacturer's recommendations.
CSSC "B" Field Expansion 40 05 15 - 2
July 2013
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3.2 JOINING:
3.2.1 BUTT FUSION: Sections of polyethylene pipe should be joined into
continuous lengths on the jobsite above ground. The joining method shall be
the butt fusion method and shall be performed in strict accordance with the pipe
manufacturer's recommendations. The butt fusion equipment used in the
joining procedures should be capable of meeting all conditions recommended
by the pipe manufacturer, including, but not limited to, temperature
requirements of 400-450 degrees Fahrenheit, alignment, and an interfacial
fusion pressure of 75 PSI. The butt fusion joining will produce a joint weld
strength equal to or greater than the tensile strength of the pipe itself. All field
welds shall be made with fusion equipment equipped with a McElroy Data
Logger. Temperature, fusion pressure and a graphic representation of the
fusion cycle shall be part of the quality control records.
3.2.2 SIDEWALL FUSION: Sidewall fusions for -connections to outlet piping
shall be performed in accordance with HDPE pipe and fitting manufacturer's
specifications. The heating irons used for sidewall fusion shall have an inside
diameter equal to the outside diameter of the HDPE pipe being fused. The size
of the heating iron shall be '/4 inch larger than the size of the outlet branch
being fused.
3.2.3 MECHANICAL: Bolted joining may be used where the butt fusion method
cannot be used or as indicated on the plans. Mechanical joint adaptors and
flange adaptors shall be provided as specified in Part 2 of this section. Flange
joining will be accomplished by using a HDPE flange adapter with a ductile
iron back-up ring. Mechanical joint joining will be accomplished using either a
molded mechanical joint adapter
3.2.4 OTHER: Socket fusion, hot gas fusion, threading, solvents, and epoxies may
not be used to join HDPE pipe.
3.3 QUALITY AND WORKMANSHIP: The pipe and/or fitting manufacturer's production
facility shall be open for inspection by the owner or his designated agents with a
reasonable advance notice. During inspection, the manufacturer shall demonstrate that it
has facilities capable of manufacturing and testing the pipe and/or fittings to the standards
required by this specification.
3.4 PIPE PACKAGING, HANDLING & STORAGE: The manufacturer shall package the
pipe in a manner designed to deliver the pipe to the project neatly, intact and without
physical damage. The transportation carriers shall use appropriate methods and
intermittent checks to insure the pipe is properly supported, stacked and restrained
during transportation such that the pipe is not nicked, gouged, or physically damaged.
Pipe shall be stored on clean, level ground to prevent undue scratching or gouging. If the
pipe must be stacked for storage, such stacking shall be done in accordance with the pipe
manufacturer's recommendations. The pipe shall be handled in such a manner that it is not
pulled over sharp objects or cut by chokers or lifting equipment. Sections of pipe having
CSSC "B" Field Expansion 40 05 15 -.3
July 2013

been discovered with cuts or gouges in excess of 10% of the pipe wall thickness shall be
cut out and removed. The undamaged portions of the pipe shall be rejoined using the heat
fusion joining method. Fused segments of the pipe shall be handled so as to avoid damage
to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of
pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused
sections.
3.5 TRENCHING, BEDDING AND BACKFILL
3.5.1 As detailed on plans.
3.6 TESTING
3.6.1 GRAVITY PIPELINES: Gravity flow pipelines shall be tested to the
requirements and specifications of ASTM F 1473.
3.6.2 PRESSURE PIPELINES: Pressure testing shall be conducted in accordance
with ASTM F 2164, Field Leak Testing of Polyethylene Pressure Piping
Systems Using Hydrostatic Pressure. The HDPE pipe shall be filled with water,
raised to test pressure and allowed to stabilize. The test pressure shall be 1.5
times the operating pressure at the lowest point in the system. In accordance
with section 9.8, the pipe shall pass if the final pressure is with 5% of the test
pressure for 1 hour. For safety reasons, hydrostatic testing only will be used.
END OF SECTION 40 05 15
CSSC "B" Field Expansion 40 05 15 - 4
July 2013
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SECTION 40, 90 10
PROCESS CONTROL DESCRIPTIONS
PART 1- GENERAL
1.1 RELATED DOCUMENTS
In addition to the requirements specified herein, graphic representation of
instrumentation, controls, and new control I/O, as shown on Drawing IC-1 shall
apply.
1.1 SUMMARY
The process control descriptions specified herein are intended to provide an overview of the
operating concept of the process equipment rather than describing in detail every operating
feature or interlock required to provide a complete and operable system.
Integration of the process controls will be provided by the Owner via contract with supplier of
existing SCADA system
PART 2 — PRODUCTS
The Contractor is responsible for supply and installation of equipment, instruments, switches and other
primary elements described herein and shown on IC-1. Integration of controls, including termination of
control signal wires, all PLC programming and HMI modifications described herein will be provided by the
Owner. The Contractor shall demonstrate that all control signals are being transmitted to the controls cabinet.
This section is provided for the Contractors information only.
PART 3 - EXECUTION
3.1 PROCESS CONTROLLER PROGRAMMING FUNCTIONAL REQUIREMENTS.
The following paragraphs describe general configuration tasks that are required for the system
process controller(s).
The control integration work under this project represents addition of new I/O and control logic
into the existing control system. The following general configuration issues shall be considered
when integrating new I/O and control loops.
3.1.1 Available Process Values. All PLC -generated process alarm, equipment status, and
process variable values shall be available at any operator workstation HMI. If
provided, all local PLC -generated process alarm, equipment status, and process
variable values shall be available at the local operator interface terminal (OIT) HMI.
3.1.2 System Failure. Failure of a PLC shall result in safe shutdown of associated process
equipment. Interposing relays shall be provided where required to assure that
equipment will revert to its fail-safe condition. Failure of any PLC or its
communication shall be alarmed on the HMI.
CSSC "B" Field Expansion 40 90 10 - 1
July 2013

3.1.3 PLC Variable Definition. The PLC memory shall include both field I/O points and
internally generated points required for programming. All field I/O points and
internal programming points shall be fully defined according to variable naming
conventions approved by Owner. As a minimum, each variable shall be provided
with a tag name, description, and variable memory type.
3.1.4 Analog Scaling. Each analog input and output will be appropriately scaled for use in
internal PLC programming, monitoring by the HMI, or transmission to other PLCs.
Requirements for raw value scaling shall be coordinated with the HMI software to
ensure compatibility.
3.1.5 Equipment Runtimes. Each PLC shall accumulate a runtime value in hours for each
equipment "run status" monitored by the respective PLC. The runtime calculation
shall have a minimum resolution of 3.6 seconds and shall be provided with sufficient
significant digits to accumulate for a minimum period of 5 years before resetting to
zero. The accumulated value shall be available for display on the HMI and it shall be
possible to reset the runtime value to an entered non -zero value by staff at a
supervisor level or higher. Equipment runtime values shall be provided with high
value alarm notification for maintenance notification and historically logged at the
end of each day.
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3.1.6 Control Failure Alarms. When equipment is controlled from the PLC, discrete output
commands (e.g. start, stop, open, close, etc.) shall be compared to their respective J
process feedback status signal (e.g. run, open, close, flow, etc.) when available to
verify proper execution. If the feedback status does not match the most recent output
command (after an adjustable 2 to 300 second time delay), a control failure or
discrepancy alarm shall be annunciated on the HMI, requiring operator —'
acknowledgment. The alarm shall remain energized until the proper discrete
condition is sensed or until the operator resets the alarm through the HMI.
3.1.7 Equipment Availability. In general, equipment with PLC control has been provided
with a Local selector switch that transfers control to the PLC. The PLC shall monitor
the position of this switch to determine if the equipment is available for PLC control
and shall also monitor if any failure modes or safety / equipment protection interlocks
prevent its operation. If the equipment is unavailable, the PLC program shall not
consider it for implementation in remote automatic control and shall remove it from
any equipment selection sequence until available.
3.1.8 Maintained/Momentary Outputs. The need for maintained or momentary control
outputs shall be determined from the input/output listing and the electrical
schematics. In general, equipment with only one control output shall be programmed
for a maintained control output. Equipment with two (or more) control outputs shall
be programmed for momentary outputs.
3.1.9 Equipment Mode Changes. Unless otherwise indicated in the equipment control
descriptions, equipment in automatic mode shall be transitioned to manual mode and
shutdown if the equipment fails or becomes unavailable or if the PLC processor
resets, unless the failures are due to equipment power interruptions that reset once
power is restored assuming that the PLC maintains power during the power
interruption.
CSSC "B" Field Expansion 40 90 10 - 2
July 2013
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3.1.10 Manual/Auto Bumpless Transfer. Unless otherwise indicated in the equipment
control descriptions, equipment changes from automatic to manual control shall be
bumpless. Manual control setpoints shall track the value during automatic operation.
Equipment running or stopped in automatic mode shall remain running or stopped
when manual mode is selected.
3.1.11 Equipment Failure Counters. Equipment failures shall be counted and historically
logged. An automatic reset shall reset this value to zero monthly after it has been
recorded historically by the system.
3.2 HMI FUNCTIONAL REQUIREMENTS. The HMI requirements represent the anticipated display
generation requirements and shall be adjusted if the PLC programming warrants adjustment. The
following paragraphs describe general configuration tasks that are required for the HMI and related
software.
3.2.1 HMI Configuration Conventions. The HMI configuration conventions shall follow
those of the Owner's existing HMIs. Where specific conventions are not available
for the functionality required, the following convention requirements are provided as
an initial configuration baseline. HMI configuration conventions shall be reviewed
with the Owner and Engineer to adapt to this specific project and Owner preferences.
3.3 DETAILED EQUIPMENT CONTROL DESCRIPTIONS. The following paragraphs describe
specific functional requirements for equipment. These descriptions are intended to provide an
overview of the operational concept for the facilities, rather than describing in detail every
operating feature or interlock.
3.4 LOOP: LAGOON PUMPS
Associated Equipment: P-101, P-102, ZSO-101, ZSO-102, ZSO-106, ZSO-107, LT-101, LT-102, LT-
111, LT-112, LT-121, LT-122.
LOCAL MODE: Local manual control of the equipment shall be provided through a LOCAL -OFF -
REMOTE (L-O-R) with separate ON -OFF -AUTO on the HMI. When L-O-R (located on MCC)
associated with P-101 or P-102 is placed in the LOCAL position, associated pump control shall be from
the HMI.
LOCAL ON: When ON -OFF -AUTO on the HMI associated with P-101 or P-102 is placed in ON
position, control system shall check position of ZSO-101, ZSO-102, ZSO-106, and ZSO-107 for open
pumping pathway. If confirmed, pump(s) will start. Pump(s) shall run until ON -OFF -AUTO is moved to
OFF position or interlock condition is encountered. If interlock condition is encountered pumps shall not
restart automatically when interlock condition is cleared.
LOCAL AUTO: When ON -OFF -AUTO on the HMI is placed in AUTO position, control system shall
check position of ZSO-102, ZSO-102, ZSO-106, auto ZSO-107 for open pumping pathway. If lagoon
pump station wet well water level is above PUMP STOP LEVEL (LT-101) and the EQ Tank is above
MIN EQ LEVEL (LT -existing) then the HMI shall notify the operator that system conditions are suitable
to run the pump and wait for input. If lagoon pump station wet well water level falls below PUMP STOP
LEVEL (LT-101) or the EQ Tank rises above MAX EQ LEVEL (LT -existing) then pump(s) shall stop.
If lagoon pump station wet well water level then rises above PUMP STOP LEVEL (LT-101) and the EQ
Tank drops below above MIN EQ LEVEL (LT -existing) then control system shall check position of ZSO-
CSSC "B" Field Expansion 40 90 10 - 3
July 2013

101, ZSO-102, ZSO-106, auto ZSO-107 for open pumping pathway, and if confirmed HMI shall repeat
operator notification and wait for input.
REMOTE MANUAL MODE: When L-O-R is placed in the remote position, pump(s) shall be controlled
by START/STOP pushbutton located in the Lagoon Pump House. If interlock conditions exist, pump(s)
shall not start. If pumps are running in REMOTE MANUAL MODE and an interlock condition occurs,
pumps shall stop; pumps shall not restart automatically when interlock condition is cleared.
INTERLOCKS: Pumps shall stop if any of the following interlock conditions occur. If pump(s) are
running and an interlock condition occurs, pumps shall stop; pumps shall not restart automatically after an
interlock is cleared. An alarm shall be associated with each interlock condition.
No Lagoon Pathway: ZSO-001 and ZSO-002 are CLOSED.
No Discharge Pathway: ZSO-006 and ZSO-007 are CLOSED.
High level in EQ Tank: LT -existing or LSH-existing indicates High Level.
High level in Irrigation Wet Well: LT -(existing) or LSH-(existing) indicates High Level.
Low Level in Wet Well: LT-101/LT-102 indicates low level in wet well.
PRIMARY ALARMS: In addition to the alarms associated with interlocks described above, the following
the control system shall include alarms for the following conditions:
High Level in Wet Well: LT-101/LT-102 indicates high level in Lagoon Wet Well
High Level in Lagoon 1: LT-111/LT-112 indicates high level in Lagoon 1
High -High Level in Lagoon 1: LT-111/LT-112 indicates high -high level in Lagoon 1
High Level in Lagoon 2: LT-121/LT-122 indicates high level in Lagoon 2
High -High Level in Lagoon 2: LT-121/LT-122 indicates high -high level in Lagoon 2
DERIVED ALARMS: Discrepancy Alarm (Fail to Run or Stop when controlled in Remote after an
adjustable timer), Common Failure (if multiple failure signals are provided for equipment)
DERIVED INDICATIONS: Runtime, Start Counter, Fail Counter,
Interlock Timer: If equipment is not starting or stopping on an operators command due to a timed
interlock, a timer shall be displayed letting the operator know the action has been delayed.
PLC POWERUP: On PLC power -up, control of the pump shall be set to OFF.
HMI REQUIREMENTS: - Add a Lagoon screen. Display on one page representation of 3MM
Lagoon, 27MM Lagoon, Lagoon Pump House, Pumps and Wet Well, Sprayfield Pump House (Wet Well
Level Only), Equalization Tank (Level Only), Level Transmitters, Valves with positions indicated, and
diagrammatic representation of piping.
3.5 LOOP: CONTROL VALVE FOR IRRIGATION SYSTEM DISCHARGE TO LAGOON 2
Associated Equipment: CV-101; FE-121; Existing irrigation pumps and control system.
(NOTE: THE GENERAL CONTROL APPROACH DESCRIBED BELOW IS BASED ON
COORDINATION WITH THE DESIGNER/PROGRAMMER OF THE EXISTING IRRIGATION
PUMP SYSTEM. THE IRRIGATION PUMP SYSTEM IS CONTROLLED BASED ON FLOW
ACCORING TO A SCHEDULE OF THE NUMBER OF PUMPS THAT MUST BE ACTIVATED TO
DELIVER QUANITY OF WATER THAT MAY BE TRANSMITTED TO THE SPRAY FIELDS
THAT ARE ACTIVE AT A GIVEN TIME.)
CSSC "B" Field Expansion 40 90 10 - 4
July 2013

AUTO MODE:
1. General — CV-101 shall modulate to deliver excess wastewater flow to Lagoon 2 when Lagoon 2
is in service according to the operational strategy shown in the Operation and Maintenance
Manual.
2. When Lagoon 2 is eligible to receive wastewater, the control system will calculate the difference
between the target wastewater flow rate (operator adjustable) and the capacity of the available
spray fields. The control system will then modulate CV-101 to deliver that flow rate to Lagoon 2,
as measured by FE-121. The control system will be modified such that when Lagoon 2 is eligible
to receive wastewater, the number of irrigation pumps running will be determined by the target
wastewater flow rate instead of by the available spray field capacity.
HMI REQUIREMENTS: - Add CV-101 and FE-121 to existing irrigation pump screen.
END OF SECTION 40 90 10
CSSC "B" Field Expansion 40 90 10 - 5
July 2013

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DUCTILE ,IRON '.PIPE :DATA SHEER
Company: Campbell's Soup Supply Company, LLC
Data Sheet No.: DS-002
Project: `B" Field Expansion
Project No.:
Rev. Note: Final —Not released for Construction
Service: Wastewater
Item No.:
Ref:
PID No.: IC-01
Date:
Rev.:
Area:
,MMMATERLALS'OF..CONSTRUCTION
General
Supply and install ductile iron pipe for wastewater service as shown on the project
plans and as specified below
Fluid
Industrial wastewater from the manufacture of food and beverage products; potential
for anaerobic conditions.
Pipe
Exposed installation shall utilize flanged joints that comply with AWWA
C115/A21.15, 250 psi minimum working pressure
Buried service shall utilize push -on or mechanical joints that comply with AWWA
C111/A21.11 and AWWA C151/A21.51. Unless noted otherwise on the plans,
restrained mechanical joints shall be utilized at all buried valves and fittings
Coating and Lining
Ductile iron pipe used for potentially aggressive wastewater service shall be epoxy
coated and lined in accordance with AWWA C116. Protecto 401 coating and lining
will also be acceptable.
Fittings
Fittings shall be supplied with the same coating and lining as the pipe.
Flanged fittings shall comply with AWWA C110/A21.10; ductile iron, faced and
drilled, Class 125 flat face. Gray cast iron fittings are not acceptable.
Mechanical joint fittings shall comply with AWWA C110, AWWA C111/A21.11
and AWWA 153/A21.53, made of ductile iron with a 250 psi minimum working
pressure. Glands shall be ductile iron.
Hardware
Flanged: Per AWWA C115; 316 Stainless Steel.
Mechanical Joint: High strength corrosion resistant low alloy steel in accordance
with AWWA C111.
Gaskets
Flanged: 1/8-inch thick red rubber (SBR), hardness 80, rated to 180 degrees F,
conforming to ASME B16.21. Gaskets shall be full faced.
Gasket pressure rating shall be equal or greater than system hydrostatic test pressure.
CSSC "B" Field Expansion
July 2013
DS-002 - 1

GEOTECHNICAL ENGINEERING REPORT
PROPOSED WASTEWATERLAGOONS
CAMPBELL SOUP PLANT
MAXTON, NORTH CAROLINA
S&ME.Project No. 1061-11-111A
Prepared For:
Campbell Soup Supply Company
2120 NC Highway 71 N
Maxton,'NC 28364
3006 Hall Waters.Drive, Suite 100
Wilmington, NC 28405
NC PE Firm License No. F-0176
June.10,22013

June 10, 2013
Campbell Soup Supply Company
2120 NC Highway 71 N
Maxton, NC 28364
Attention: Mr. Greg Westbrook
greg [e-mail]
Reference: Geotechnical Engineering Report
Proposed Wastewater Lagoons
Campbell Soup Plant
Maxton, North Carolina
S&ME Project No. 1.061-11-11 lA
Dear Mr. Westbrook:
We are pleased to present this Geotechnical Engineering Report for the above -referenced
project. Our services were provided in general accordance with S&ME Proposal No. 045-
13 dated March 18; 2013. This report presents: the findings of our subsurface
explorations along with geoteclmical design and construction recommendations based on
these findings. The reconuiiendations given in this report should be incorporated into
the design drawings, specifications, and contract documents to be prepared by others for
this project.
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, please let us.
know so we can address them.
Sincerely,`'�� CARo
•
��. Ott ••......,� %i •,,
S&ME,Inc. �.00- OIL
4 .ate SEAL 9r o F.
//,,// 19331. •
Tom Schipporeit, P.E.
Branch Manager/Senior Erigiiieer
N.C. Registration No. 19331
Nathan P. Buffuni
Geotechnical and
Construction Services Manager
Copies to: Mr. Ryan Ames, Dewberry — ramest_a"�.Dewberry.com
S:1Department 1061\1061, 1064 & 1068 Reports11061-Geotechnica112011 Geotech Reports11061-1.1-111A Cambell Soup
Storage Lagoon\Report11061-11-111A Geotechnical Report.docx
S&ME, INC. / 3006 Hall Waters Drive,Suite 100 /Wilmington, NC 28405 / p 910.799.9945 I wwwsineiric:com

n
ti
Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10 2013
TABLE OF CONTENTS
Page
1 PROJECT BACKGROUND 1
1.1 INFORMATION SOURCES 1
1.2 PROJECT DESCRIPTION 1
1.3 ASSUMPTIONS 2
1.4 SITE DESCRIPTION
2 FIELD EXPLORATION PROGRAM 2
2.1 SOIL TEST BORINGS 2
2.2 HAND AUGER BORINGS 3
3 LABORATORY TESTING 3
4 SUBSURFACE CONDITIONS 3
4.1 AREA GEOLOGY 3
4.2 SOIL SURVEY 4
4.3 BORINGS 4
4.4 SEASONAL HIGH WATER TABLE 5
5 CONCLUSIONS AND RECOMMENDATIONS 6
5.1 SITE PREPARATION 6
5.2 MANAGEMENT OF SHALLOW WATER 7
5.3 EXCAVATION CONSIDERATIONS 7
5.3.1 Temporary Sloping and Shoring 7
5.3.2 Construction Dewatering 8
5.3.3 Excavation Bottom Stability 9
5.4 STRUCTURAL FILL AND BACKFILL 9
5.4.1 Placement 9
5.4.2 Use of On -Site Soil as Structural Fill and Backfill 10
5.5 PERMANENT SLOPES 10
5.6 SEISMIC DESIGN 11
5.7 FOUNDATION SUPPORT 11
5.7.1 Pump Station Building - 11
5.7.2 Lagoon Embankments 11
5.8 GROUNDFLOOR SLABS 12
5.9 BELOW -GRADE STRUCTURE (WET WELL) 12
5.9.1 Uplift Resistance 13
6 LIMITATIONS OF GEOTECHNICAL REPORT 14
APPENDIX
Important Information about Your Geotechnical Engineering Report
Figure 1 Site Vicinity Map
Figure 2 Boring Location Plan
Figure 3 Generalized Subsurface Profile
Legend to Soil Classification and Symbols
Boring Logs
Seasonal High Water Table Soil Profiles
Laboratory Test Results

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
1 PROJECT BACKGROUND
1.1 Information Sources
This report is based on the following sources of information:
• Mr. Greg Westbrook of Campbell Soup Company and Mr. Ryan Ames of Dewberry.
• Lagoon Option 5 Drawing, prepared by Dewberry, dated February 2013.
• Grading and Erosion Control Plan, Phase II, Sheet C-6, prepared by Dewberry, dated May
14, 2013.
• S&ME's past experience with similar projects and general subsurface conditions in the
project area, including a geotechnical engineering report for a proposed lift station at the
site' and previous seasonal high water table evaluations for the proposed lagoon expansion.
1.2 Project Description
We understand that the Campbell Soup Supply Company plans to expand its existing
wastewater lagoon on Modest Road in Maxton, North Carolina by designing and constructing
two new lagoons.
Lagoon 1 is planned to have a 3 million gallon (MG) capacity and Lagoon 2 will hold
approximately 27 MG. The lagoons will be used for storage of wastewater, and will generally
be empty, especially during the spring and summer months. Current design grades indicate that
cut depths of up to approximately 6 feet will be required in the new lagoon areas, with design
bottom of lagoon elevations sloping from elevation 213.0 to 220.0 feet. The new perimeter
lagoon embankments will have 3H:1V side slopes and will require up to approximately 15 feet
of structural fill to achieve design heights. Both lagoons will be lined with a geomembrane.
The project is also planned to include a new wet well and pump station building. The finish
floor elevation of the proposed building will be approximately at elevation 220 feet, or 3 feet -
above existing grade (approximately elevation 217 feet). The bottom of the wet well (i.e., top
of floor) is elevation 208 feet, which will be approximately 12 feet below final grade.
Geotechnical Engineering Report, Proposed Lift Station, Campbell Soup Supply Company, Modest Road,
Maxton, North Carolina, S&ME Project No. 1063-11-111, prepared for Criser Troutman Tanner Consulting
Engineers, prepared by S&ME, dated October 21, 2011.
2 Seasonal High Water Table Evaluations report, Proposed Storage Lagoon Expansion, Campbell Soup Supply
Company, Modest Road, Maxton, North Carolina, S&ME Project No. 1061-11-11, prepared for Criser Troutman
Tanner Consulting Engineers, prepared by S&ME, dated October 6, 2011.

1
Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
1.3 Assumptions
We assume that:
• The pump station building will be a steel -framed, wood -framed, or masonry block structure
with a slab -on -grade ground floor.
• Service (i.e., unfactored) design foundation loads for the proposed building will be
relatively light (column downloads less than 100 kips, wall downloads less than 2 kips per
foot, and floor loads less than 150 pounds per square foot).
We have made these assumptions based on the project information provided to us and our
experience with similar projects. The conclusions and recommendations given in this report
are based on the background information provided to us and on our assumptions.
1.4 Site Description
The site is at the approximate location shown on Figure 1. An existing lagoon is located at the
site. The areas around the existing lagoon are either clear/open or are sparsely wooded. New
construction areas are planned to overlap and extend beyond the existinglagoon footprint.
2 FIELD EXPLORATION PROGRAM
2.1 Soil Test Borings
S&ME's subcontract driller advanced 12 soil test borings (B-02 through B-13) to depths of 10
to 25 feet below the existing ground surface at the site. The approximate boring locations are
shown in Figure 2. These borings were located in the field by Dewberry surveyors.
The soil test borings were drilled using wash boring drilling procedures with a CME-45 drill rig
mounted on a tow -behind trailer. Within the borings, samples of subsurface soils were
generally taken at 2.5-foot intervals within the upper 10 feet, and at 5-foot intervals thereafter
using a split -spoon sampler. Standard penetration testing (SPT) was performed in conjunction
with split -spoon sampling in general accordance with ASTM D 1586. Auger probes were
performed at the some of the boring locations to obtained bulk samples for laboratory testing.
Representative portions of the split -spoon samples were returned to our laboratory for visual -
manual classification in general accordance with the Unified Soil Classification System.
Boring logs containing soil descriptions, SPT N-values, and drilling observations are included
with this report.
The ground surface elevations shown on the attached boring logs and profile were provided by
Dewberry.
2

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
2.2 Hand Auger Borings
Our soil testing for the proposed project included evaluation of the seasonal high water table.
The seasonal high water table evaluations were performed by advancing hand auger borings to
depths ranging from approximately 36 to 96 inches below the existing ground surface at the test
locations. The hand auger borings, designated SWHT-1 through SWHT-8, were advanced at
the approximate locations shown on Figure 2. The ground surface elevations at SWHT-1
through SWHT-6 were estimated from the contour lines shown on the grading plan provided to
us. Dewberry surveyors staked and measured the ground surface elevations at SHWT-7 and
SHWT-8.
The soils encountered in the hand auger borings were evaluated by a Licensed Soil Scientist for
evidence of seasonal high water table influence. This evaluation involved looking at the actual
moisture content in the soil and observing the matrix and mottle colors. Depending on the soil
texture, the soil color will indicate processes that are driven by seasonally high water table
fluctuations such as iron reduction and oxidation and organic matter staining.
Soil science descriptions and depths to the seasonal high water table from the hand auger
borings are given in the Appendix.
3 LABORATORY TESTING
S&ME performed natural moisture content testing, grain -size analysis testing, and Atterberg
limits testing on representative samples obtained from the borings. We also performed
standard Proctor compaction testing on the bulk samples. Testing was performed to confirm
visual soil classifications and estimate the engineering properties of the soils tested. Testing
was performed in general accordance with applicable ASTM standards. Test results are
attached in the Appendix.
4 SUBSURFACE CONDITIONS
4.1 Area Geology
The site is located within the Coastal Plain Physiographic Province of North Carolina. The
Coastal Plain Province is typically characterized by marine, alluvial, and eolian sediments that
were deposited during periods of fluctuating sea levels and moving shorelines. The soils in this
province are typical of those laid down in a shallow sloping sea bottom: sands, silts, and clays with
irregular deposits of shells. Alluvial sands, silts, and clays are typically present near rivers and
creeks.
The site's surficial geologic formation is the Duplin of Tertiary age3. According to the 1985
Geologic Map of North Carolina, this formation consists of bluish -gray shelly medium to
coarse grained sand, sandy marl, and limestone.
3

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
According to the 1985 Geologic Map ofNorth, the site's subcropping (deeper, underlying)
geologic formation is the Middendorf of Cretaceous age. This formation consists of sand,
sandstone, and mudstone; gray to pale gray with an orange cast; clay balls and iron concretions
common; beds laterally discontinuous, cross -bedding common.
4.2 Soil Survey
The Soil Survey Report for Robeson County, North Carolina, (published by the United States
Department of Agriculture Soil Conservation Service in 1978) indicates that the project site is
underlain primarily by the soil series given in the following table. The following soil properties
and characteristics are given in the Soil Survey Report for these soils:
Table 1 — Soil Survey Soil Properties
Soil
Name
Typical
De th
(in)
Unified
Classification
Percent
PassingLiquid
No.200
Sieve
Limit
Plasticity
Index
High
Water'
Table
lft)
GoA—
Goldsboro
0-10
10 -70
SM
SM, SM-SC, SC, ML, CL
15-30
30 — 55
--
10 — 35
NP
3 -17
2.5
WaB—
Wagram
0-28
28 — 78
78 —100
SM
SM-SC, SC
SM
15-30
30 -49
15 -30
—
10 — 30
—
NP
4 -15
NP
>5
WkB-
Wakulla
0-24
24 - 42
42-83
SP-SM,SM
SM
SP-SM, SM
5-15
15 -30
5-15
—
—
—
NP
NP
NP
>5
4.3 Borings
The borings generally encountered approximately 12 inches of topsoil and rootmat at the surface.
Below these surficial materials, four basic soil strata were encountered within the maximum
boring termination depth of 25 feet. The strata are briefly described in the following table.
3 Ator, S.W., Denver, J.M., Krantz, D.E., Newell, W.L., and Martucci, S.K. (2005), "A Surfcial Hydrogeologic
Framework for the Mid -Atlantic Coastal Plain", United States Geological Survey Professional Paper 1680.
4

Geotechnical Engineering Report
Campbell Soup Wastewater Lagoons, Maxton, NC
Table 2 — Generalized Subsurface Strata
S&ME Project No. 1061-11-111A
June 10, 2013
Stratum
Average
Depth
!Feet)
1To
Description
N-avg
(bpf)
From
1
1
5
Loose Sand
(SW, SP, SW-SM, SM)
7
2*
5
8
Medium Dense Clayey Sand
(SC)
14
3
8
19
Stiff Sandy Clay
(CL)
15
4
19
25
Medium Dense Sand
(SP, SM)
22
Notes:
N = Standard Penetration Test blow count
bpf = Blows per foot
avg = average
= Not uniformly present across the site
Water levels were measured at depths of approximately 17 feet below the existing ground
surface in Borings B-1 and B-2. Water was not encountered in the other soil test borings at the
time of drilling.
Groundwater levels have been measured or inferred in the explorations at the times and under
the conditions stated on the logs in this report. Changes in the groundwater conditions and
depths may occur due to seasonal variations in rainfall, evaporation, construction activity,
surface water runoff, and other site specific factors.
A subsurface profile showing the subsurface conditions across the site is given on Figure 3 in the
Appendix. The profile also shows the existing ground surface and proposed lagoon bottom
grades.
4.4 Seasonal High Water Table
The hand auger borings encountered A -Horizon soils (i.e. organic topsoil) to depths varying
between 2 and 7 inches below the existing ground surface. The soils encountered in the hand
auger borings visually -manually classified as sandy loam, sand, and sandy clay loam in general
accordance with the U.S. Department of Agriculture classification system.
5
1
j

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Geotechnical Engineering Report
Campbell Soup Wastewater Lagoons, Maxton, NC
S&ME,Project No. 1061-11-111A
June 10, 2013
The results of the seasonal high water table evaluation are given in the following table:
Table 3 — Seasonal High Water Table
yrb
Test Location
'' SeasonalHighxWaterTable or
` Water�,Depth
(Inches Below, GrouSurface)
WII :f Lx d nd
EsatSeasonaleHigh
Water,Table orEstimated `'
'e�ynM l
W`'(Feet)ater Elevation
SHWT-1
74 (water)
212.3
SHWT-2
38 (water)
213.3
SHWT-3
76
214.8
SHWT-4
76
215.7
SHWT-5
6 (water)
216.0
(likely influenced by
existing lagoon)
SHWT-6
92
212.2
SHWT-7
46
215.0
SHWT-8
85
214.0
AVERAGE
62
214.2
The estimated seasonal high water table elevations and the water levels measured in the hand
auger borings indicate that the lower permeability clayey sand (Stratum 2) and sandy clay
(Stratum 3) are trapping water in the overlying sands (Stratum 1) during seasonal high water
table conditions and/or after periods of heavy precipitation and infiltration.
Please note that the seasonal high water table evaluation is based on secondary evidence and
not on direct groundwater level measurements. Groundwater levels fluctuate for numerous
reasons, and these findings do not indicate that groundwater levels have not or will not rise
above the noted depths.
5 CONCLUSIONS AND RECOMMENDATIONS
5.1 Site Preparation
Site preparation should be initiated by clearing and stripping the proposed construction areas of
any trees, shrubs, other plants, topsoil, roots, organics, and other unsuitable material. We
anticipate an average stripping depth of 12 inches to remove the topsoil and rootmat at the site.
After stripping in proposed fill areas and after excavation to design subgrade elevations in cut
areas, we recommend that the exposed subgrade soils be proofrolled with a self-propelled
vibratory smooth -drum roller to locate any areas of soft or otherwise unsuitable surface
conditions. This is recommended to densify the loose surficial sand (Stratum 1) in place. Any
area that ruts or pumps should be disced, moisture conditioned to near the soil's optimum
moisture content by drying or wetting, and compacted. Alternatively, unstable soils could be
undercut and replaced with compacted backfill, as discussed below.

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
Once the initial proofrolling and, if necessary, densification or undercutting of the subgrade soils
in the lagoon, embankment, and any other structural areas has been completed, the contractor
should protect the exposed soil subgrades by smooth -rolling and grading the site to promote
surface water runoff. Exposure to the environment and construction activities will likely weaken
the exposed subgrade soils. If deterioration of the soil occurs during the construction process due
to the contractor's failure to protect stable subgrades, then discing and drying, re -compaction,
densification, stabilization with geotextiles, and/or undercutting and replacement with structural
fill may be necessary, and should be performed by the contractor as recommended by the
geotechnical engineer's representative at no additional expense to the owner.
5.2 Management of Shallow Water
We recommend that the proposed lagoons be designed using a seasonal high water table at
elevation 214.0 feet. Based on the design grades provided, we anticipate that this could result in
up to 1 foot of hydrostatic pressure head acting upward on the liner system. When the lagoons are
empty, this could result in bulging of and excessive stress on the geomembrane liner. To prevent
this from occurring, we recommend that one of the following options be implemented in lagoon
design:
1. Install an underdrain system under the lagoons where the design grades are at or below
elevation 214.0 feet. The underdrain system should consist of French drains flowing
toward a single low elevation. The French drains should drain by gravity and daylight to a
swale, ditch, or other drainage feature at least 2 to 3 feet lower than the lowest elevations
in the lagoons. Typically, French drains are spaced approximately 50 feet apart
horizontally in similar applications and soil types.
2. Provide cover or ballast on top of the geomembrane liner to resist the uplift pressures when
the lagoons are empty, such as a layer of soil or sandbags.
3. Raise the design grades of the lagoons such that the minimum liner grade is at or above
elevation 215.0 feet.
5.3 Excavation Considerations
Installation of the pump station wet well will require excavations to depths of approximately 9
feet below the existing ground surface (or approximately 12 feet below finish grade). Lagoon
construction will require excavations to depths up to 6 feet below the existing ground surface.
The excavations will require temporary sloping and/or shoring, and possibly construction
dewatering, depending on the groundwater depth at the time of construction.
5.3.1 Temporary Sloping and Shoring
Temporary construction slopes and excavation shoring should be designed in strict compliance
with the most recent local, state, and federal governing regulations, including OSHA (29 CFR
Part 1926) excavation trench safety standards. Temporary excavations should be cut to a stable
slope or the excavations should be temporarily braced, depending on the excavation depth,
nearby site features, and encountered subsurface conditions. Stockpiles should be placed well
7

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Geotechnical Engineering Report
Campbell Soup Wastewater Lagoons, Maxton, NC
S&ME Project No. 1061-11-111A
June 10, 2013
away from the edge of the excavations, and their heights should be controlled so they do not
surcharge the sides of the excavations.
The following soil properties can be used for design of temporary slopes or excavation shoring
systems for the pump station wet well, based on Boring B-2.
Table 4 — Recommended Excavation Slope/Shoring Design Parameters for Wet Well
Depth
(feet)
Soil
Description
Total Unit
Weight
(pcf)
Buoyant
Unit
Weight
(pcf)
Undrained
Friction
Angle
(degrees)
Undrained
Cohesion
(psfl
Drained
Friction
Angle
(degrees)
Drained
Cohesion
(psfl
0 - 3
Loose
SAND
110
110
30
0
30
0
3 — 6
Loose
SAND
110
. 48
30
0
30
0
6 —12
Medium Dense
CLAYEY SAND
120
58
0
2000
28
200
12 -17
Stiff
Sandy CLAY
120
58
0
1500
26
200
17 - 20
Very Stiff
Sandy CLAY
130
68
0
2300
30
300
Based on the seasonal high water table depth, we recommend that wet well temporary
excavation be designed for groundwater at elevation 214 feet, or approximately 3 feet below
the existing ground surface.
The responsibility for excavation safety and stability of temporary construction slopes should
lie solely with the contractor. This information is provided only as a service and under no
circumstance should S&ME be assumed to be responsible for construction site safety.
5.3.2 Construction Dewatering
During construction, we anticipate that the use of temporary well points and/or sump pumps
within the wet well excavation will be required to lower and control groundwater levels. We
anticipate that temporary ditches and sump pumps will be needed to lower and control
groundwater levels in the lagoon excavations. Groundwater should be maintained a minimum
of 2 feet below the excavation bottom throughout construction to maintain bottom stability.
We anticipate preferential horizontal permeability at the contact between any sand and clay
layers. This may result in seeps in construction excavations at these contacts, even when the
groundwater level is controlled 2 feet below the construction excavation grade. We anticipate
this condition could occur at the site near the Stratum 1/Stratum 2 and Stratum 2/Stratum 3
interfaces. If significant seepage occurs at these contacts that potentially destabilizes the
construction excavation shoring system, it may be necessary to control the seepage with sealing
of shoring systems and/or grouting of the soils at the flow interface outside the excavations
adjacent to the shoring system.

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxtor, NC June 10, 2013
The responsibility for dewatering of construction excavations should lie solely with the
contractor. This information is provided only as a service and under no circumstance should
S&ME be assumed to be responsible for the effectiveness of the construction dewatering
method(s) selected by the contractor.
5.3.3 Excavation Bottom Stability
Bottom stability will be very important for construction at this site due to the anticipated
excavation depths below the existing ground surface and below the seasonal high groundwater
level. Excavation bottom stability will be dependent upon the soil type at and below the
bottom of the excavation and the effectiveness of the contractor's dewatering system.
Based on Boring B-2, we anticipate that clayey sand (SC) will be present at the wet well
bearing elevation. Six inches of No. 57 stone should be installed below the wet well structure
to provide excavation bottom stability, facilitate construction dewatering, and provide
foundation support.
5.4 Structural Fill and Backfill
5.4.1 Placement
Where structural fill or backfill is required to reach finished grade, we recommend that a low
plasticity soil having a Unified Soil Classification of SW, SP, SP-SM, SP-SC, SM, SC, or CL
be used. The fill should be generally free of organics (less than 1 percent by weight per ASTM
D-2974) and free of debris. It should be placed in 8 to 10-inch thick lifts, and should be
compacted to at least 95 percent of the standard Proctor maximum dry unit weight (ASTM
D-698). The upper 12 inches of structural fill under the pump station slab should be compacted
to at least 98 percent of the material's standard Proctor maximum dry unit weight. The
moisture content of the fill should be within +/- 3 percent of the material's standard Proctor
optimum moisture content for SP-SC, SM, SC, or CL soils and within +/- 5 percent for SW, SP,
or SP-SM soils.
Even though silty sands (SM), clayey sands (SC) and sandy clays (CL) are suitable for use as
compacted structural fill, they are moisture sensitive and can be difficult to adequately dry and
compact, especially during the wetter, cooler times of the year. Even if the specified
compaction is achieved, the fill surface must be stable prior to placement of overlying lifts of
fill, which can be difficult to achieve for these moisture -sensitive soils.
To confirm that the specified degree of compaction is being obtained, field compaction testing
should be perfonned in each fill lift by the geotechnical engineer's representative. We
recommend that compaction tests be performed at a minimum frequency of one test per lift in
the pump station area and one test per lift per 5,000 square feet for lagoon embankments.
9

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell•Soup Wastewater Lagoons, Maxton, NC June 10 2013
5.4.2 Use of On -Site Soil as Structural Fill and Backfill
We anticipate that up to 6 feet of excavation will be performed in the lagoon areas and 10 feet
of excavation will be required to construct the wet well. Based on the soils encountered in the
borings, the excavated soils should be suitable for use as structural fill. The clayey sand (SC)
and sandy clay (CL), which are moisture sensitive, can be difficult to adequately dry and
compact, especially during the wetter, cooler times of the year.
However, on -site soils used as fill will require careful moisture control in order to achieve
compaction and stability. Any soils excavated from below the water table will require significant
drying to achieve the recommended moisture content and minimum compaction. For example, the
laboratory test results indicate that the clayey sand (SC) encountered in Boring B-2 had a natural
moisture content of 14.8 percent, wet of its Standard Proctor optimum moisture content of 11.0
percent. Soils above the water table may also be relatively dry at the time of construction and
require wetting to achieve the recommended moisture content and minimum compaction. The
other three bulk samples of Stratum 1 sands on May 29, 2013, were at moisture contents of 2.5 to
4.5 percent, considerably drier than their optimum moisture contents of 10.5 to 11.5 percent.
During excavation of on -site soils, the, contractor should segregate suitable and unsuitable soils
based on their classifications and other recommended restrictions. Drier suitable soils (e.g.,
excavated from above the water table) and wetter suitable soils (e.g., excavated from below the
water table) should also be segregated. The wetter soils may require spreading, discing, and
drying. Wetter sands with low fines content (SP, SW, SP-SM, SW-SM) excavated from the below
the water table can typically be stockpiled and allowed to dry. However, during the typically
cooler, wetter months of the year, it may be more economical to import suitable soils from off site,
rather than to attempt to dry and re -use wet to saturated on -site soils.
The use of on -site suitable soils, use of imported off -site soils, wasting of on -site soils, and
quantities required are subject to the project design grades and the contractor's means and
methods. These issues should be accounted for by the contractor during the bid phase of the
project. The use of imported off -site soils to replace on -site suitable soils which may be
excessively dry or excessively wet at the time of construction is acceptable, but if chosen by the
contractor, should be included in the contractor's bid and should be performed at no additional
expense to the owner after completion of bidding and/or contract award.
5.5 Permanent Slopes
Based on the majority of the soils encountered in the hand auger and soil test borings with the
anticipated excavation depths (SW, SP, SW-SM, SM), we recommend that the proposed cut and
fill slopes be no steeper than 3H:1 V. We also recommend that the soils exposed on all slope faces
be compacted with track -mounted equipment prior to fmal seeding and mulching. Surface water
runoff should be directed away from the slopes.
10

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
5.6 Seismic Design
A Site Class D is recommended for design, based on the Standard Penetration Test N-values
measured in the soil test borings and our knowledge of the site geology and typical deeper
soils.
5.7 Foundation Support
5.7.1 Pump Station Building
The proposed pump station building and wet well can be supported on shallow foundations. A net
allowable bearing pressure of up to 1,500 pounds per square foot (psf) can be used for design of
the shallow foundations bearing on suitable natural soils or properly compacted structural fill.
Shallow foundations should be designed to bear at least 12 inches below finished grades for
frost protection and protective embedment. As previously discussed, 6 inches of No. 57 stone
should be installed below the wet well structure to provide excavation bottom stability,
facilitate construction dewatering, and provide foundation support.
We estimate the total settlement for the pump station foundations will be less than 1/2 inch,
which is typically tolerable by structures similar to that proposed. Differential settlement
between any two points of the pump station's footprint should also be tolerable (less than about
'/4 inch).
We recommend that the foundation excavations be observed by the geotechnical engineer's
representative to verify that suitable soils are present at, and below, the proposed bearing
elevation. If soft, very loose, or unsuitable materials are encountered in the footing excavations,
they should be undercut and replaced with washed crushed stone (NCDOT No. 57 or No. 67) or
compacted structural fill. Relatively thin zones of very loose sand at the bottom of the footing
elevation can typically be densified in place using a jumping jack compactor or vibratory plate
tamp.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather. Saturation of the footing subgrade can cause a loss of strength and increased
compressibility. If construction occurs during inclement weather and concreting of foundations is
not possible at the time they are excavated, the footing bearing conditions should be re-evaluated
after removal of any water and wet, softened soils prior to placement of reinforcing steel and
concrete. Also, concrete should not be placed on frozen subgrades.
5.7.2 Lagoon Embankments
Provided the exposed Stratum 1 sands are densified in placed prior to lagoon embankment fill
placement, as previously recommended, the underlying soils will provide adequate foundation
support to the embankments. We estimate that placement of up to 15 feet of embankment fill will
result in settlement of less than 1 inch due to compression of the foundation bearing soils. This
11

Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10 2013
settlement will occur during construction and will have ended within 1 to 2 days after
embankment construction is completed.
5.8 Ground Floor Slabs
The proposed pump station building can incorporate a slab -on -grade ground floor. Concrete floor
slabs should be constructed above suitable existing soils or newly -placed, well -compacted
structural fill. We recommend that at least 6 inches of compacted clean sand be placed beneath all
ground floor slabs to provide a capillary break, provide more uniform slab support, and reduce
damage to subgrade soils during construction. The clean sand should classify as SP or SW in
accordance with the Unified Soil Classification System, which requires that these soils have less
than 5 percent passing the No. 200 sieve. A modulus of subgrade reaction value of 150 psi/in may
be used to design floor slab on properly prepared subgrades.
The need for a synthetic vapor barrier should be evaluated by the designer of the structure.
Depending on design grades and the thickness of structural fill to be placed in the building areas,
undercutting, reconditioning, and/or replacement of the near -surface soils could be required for the
ground floor slabs.
After rough grading and prior to footing and utility construction, the exposed subgrade soils in the
building area should be rolled with a 10-ton vibratory smooth drum roller to provide densification
and stability of the floor slab subgrade. After footing and utility construction, but prior to capillary
break material placement, the exposed subgrade soils in the floor slab areas should be compacted
with a vibratory plate tamp.
5.9 Below -Grade Structure (Wet Well)
Below -grade walls are anticipated for the lift station wet well. Below -grade walls must be
capable of resisting lateral earth pressures that will be imposed on them.
Assuming the walls are relatively rigid and structurally braced against rotation, they should be
designed for a condition approaching the "at -rest" lateral earth pressure. For round structures •
with diameters of approximately 5 to 10 feet, the walls will act as restrained walls due to
arching, and the "at -rest" earth pressures should be used.
Recommended soil parameters for design of the below -grade structures are presented in the
following table:

Geotechnical Engineering Report
Campbell Soup Wastewater Lagoons, Maxton, NC
S&ME Project No. 1061-11-111A
June 10, 2013
Table 5 — Recommended Below -Grade Wall Static Design Parameters
Depth
(feet)
Soil
Description
Total
Unit
Weight
(pcf)
Buoyant
Unit
Weight
(pcf)
Drained
Friction
Angle
(degrees)
Drained
Cohesion
(psf)
Active
Earth
Pressure
Coefficient
Ka
At -Rest
Earth
Pressure
Coefficient
Ko
0 - 3
Loose
SAND
110
110
30
0
0.33
0.50
3 — 6
Loose
SAND
110
48
30
0
0.33
0.50
6 —12
Medium Dense
CLAYEY SAND
120
58
28
200
0.36
1.31
12 -17
Stiff
Sandy CLAY
120
58
26
200
0.39
1.23
17 - 20
Very Stiff
Sandy CLAY
130
.68
30
300
0.34
1.34
The given earth pressure coefficients (K0 and Ka) assume a level backfill and frictionless walls.
Based on the seasonal high water table depth, we recommend that the below -grade walls be
designed for groundwater at elevation 214.0 feet. The below -grade walls should be designed to
withstand hydrostatic pressure. Below the design water table, the hydrostatic pressures should
be added to the lateral earth pressures estimated using the buoyant unit weights and the active
or at -rest earth pressure coefficients.
The design of the below -grade walls should also include surcharge loads due to vehicles,
equipment, or other live loads acting at the top of the walls.
Heavy compactors and grading equipment should not be allowed to operate within 5 feet of the
walls during backfilling to avoid developing excessive temporary or long-term lateral soil
pressures. Hand-held equipment must be used to avoid placing high stresses on the walls
during compaction of backfill within 5 feet of the walls.
5.9.1 Uplift Resistance
Design of the below -grade wet well should include provisions to resist buoyant/uplift forces.
The structure should be designed to resist uplift using a design groundwater level at elevation
214.0 feet when the wet well is empty. Uplift resistance of the structure can be provided by the
weight of concrete and equipment, the weight of soil above mat foundations if extended out
from the structure walls, and skin friction/ adhesion between the structure walls and
surrounding soils. The soil properties given in Table 5 can be used for uplift resistance design
if the concrete and equipment dead weight are insufficient in providing an adequate factor of
safety against uplift (typically 1.5 minimum).
13

fl
F
n
Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 10, 2013
6 LIMITATIONS OF GEOTECHNICAL REPORT
This report has been prepared in accordance with generally accepted geotechnical engineering
practice for specific application to this project. Any wetland, environmental, or contaminant
assessment efforts are beyond the scope of this geotechnical exploration; and therefore, those
issues are not addressed in this report. 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, expressed or implied, is made.
Conclusions and recommendations submitted in this report are based, in part, upon the data
obtained from the geotechnical exploration. The nature and extent of variations between and
away from the explorations may not become evident until construction. If variations appear
evident, then it will be necessary to re-evaluate the recommendations of this report. In the
event that any changes in the grades, nature, design, or location of the proposed development
are planned, the recommendations contained in this report should be reviewed and modified or
confirmed in writing.
14

S&ME
APPENDIX
S&ME, INC. / 3006 Hall Waters Drive, Suite 100 / Wilmington, NC 28405 / p 910.799.9945 / www.smeinc.com

$S&ME
Important Information About Your
Geotechnical Engineering Report
Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.
The following information is provided to assist you in understanding and managing the risk of these variations.
Geotechnical Findings Are Professional
Opinions
Geotechnical engineers cannot specify material
properties as other design engineers do.
Geotechnical material properties have a far broader
range on a given site than any manufactured
construction material, and some geotechnical
material properties may change over time because
of exposure to air and water, or human activity.
Site exploration identifies subsurface conditions at
the time of exploration and only at the points where
subsurface tests are performed or samples
obtained. Geotechnical engineers review field and
laboratory data and then apply their judgment to
render professional opinions about site subsurface
conditions. Their recommendations rely upon these
professional opinions. Variations in the vertical and
lateral extent of subsurface materials may be
encountered during construction that significantly
impact construction schedules, methods and
material volumes. While higher levels of subsurface
exploration can mitigate the risk of encountering
unanticipated subsurface conditions, no level of
subsurface exploration can eliminate this risk.
Scope of Geotechnical Services
Professional geotechnical engineering judgment is
required to develop a geotechnical exploration
scope to obtain information necessary to support
design and construction. A number of unique
project factors are considered in developing the
scope of geotechnical services, such as the
exploration objective; the location, type,size and
weight of the proposed structure; proposed site
grades and improvements; the construction
schedule and sequence; and the site geology.
Geotechnical engineers apply their experience with
construction methods, subsurface conditions and
exploration methods to develop the exploration
scope. The scope of each exploration is unique
based on available project and site information.
Incomplete project information or constraints on the
scope of exploration increases the risk of variations
in subsurface conditions not being identified and
addressed in the geotechnical report.
Services Are Performed for Specific Projects
Because the scope of each geotechnical
exploration is unique, each geotechnical report is
unique. Subsurface conditions are explored and
recommendations are made for a specific project.
Subsurface information and recommendations may
not be adequate for other uses. Changes in a
proposed structure location, foundation loads, •
grades, schedule, etc. may require additional
geotechnical exploration, analyses, and
consultation. The geotechnical engineer should be
consulted to determine if additional services are
required in response to changes in proposed
construction, location, loads, grades, schedule, etc.
Geo-Environmental Issues
The equipment, techniques, and personnel used to
perform a geo-environmental study differ
significantly from those used for a geotechnical
exploration. Indications of environmental
contamination may be encountered incidental to
performance of a geotechnical exploration but go
unrecognized. Determination of the presence, type
or extent of environmental contamination is beyond
the scope of a geotechnical exploration.
Geotechnical Recommendations Are Not
Final
Recommendations are developed based on the
geotechnical engineer's understanding of the
proposed construction and professional opinion of
site subsurface conditions. Observations and tests
must be performed during construction to confirm
subsurface conditions exposed by construction
excavations are consistent with those assumed in
development of recommendations. It is advisable to
retain the geotechnical engineer that performed the
exploration and developed the geotechnical
recommendations to conduct tests and
observations during construction. This may reduce
the risk that variations in subsurface conditions will
not be addressed as recommended in the
geotechnical report.
Portion obtained with permission from `Important Information About Your Geotechnical Engineering Report", ASFE, 2004
© S&ME, Inc. 2010

.rj
'2`, Uagram
! r sR 144
Drawing obt
from •Delofine Stree
USA® 409,--- -- '
tf
SCALE: NOT TO SCALE
�` /
CHECKED BY: NPB
DRAWN BY: TMS
DATE: 6/8/13
&ME
�_
SITE VICINITY MAP
CAMPBELL SOUP WASTEWATER LAGOON
MAXTON, NORTH CAROLINA
S&ME PROJECT NUMBER: 1061-11-111A
FIGURE
NUMBER
1

LEGEND
S&ME SHWT Hand Auger Boring Advanced 9/29/11.
S&ME Soil Test Boring Drilled 10/10/11.
S&ME SHWT Hand Auger Boring Advanced 5/28/13.
® S&ME Soil Test Boring Drilled 5/29/13.
,!J
MAR
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GRAPHIC SCALE
0' 100' 200'
. REFERENCE: LAGOON OPTION 5 DRAWING,
PREPARED BY DEWBERRY, DATED FEBRUARY
2013.
' 1:"..
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r `t
•
SCALE: AS SHOWN
CHECKED BY: NPB
PREPARED BY: TMS
DATE: 6/3/13
S&ME
BORING LOCATION PLAN
CAMPBELL SOUP LAGOONS
MAXTON, NORTH.CAROLINA
S&ME PROJECT NUMBER: 1061-11-111A
FIGURE
NUMBER
2

220
21E
m413''
0
I- 20S
.4C
200
100
GENERALIZED SUBSURFACE CONDITIONS
17
12
14
3
14
d 11
1111
SW, Iffell-gradedSood
SW/SIVI„ Weavaded Sand with alt
Leidy Plasticity Clay
..S141, Sty Saila
Pooch/leaded Sand
Topsoil
Clayey Sand
Maim'
1 — LOOSE SAND
2 - MED. DENSE CLAYEY SAND
3 — STIFF CLAY
4 — MED. DENSE SAND
DESIGN LAGOON BOTTOM
— Standakl Poseaallom Test o,-:Stance value ibloin's Per Moll irt!e depicted atira2plaphy 1E0 Ethan% ainstrative pr:irposea The.a subsniiie cf1ltva. between bonions.
SCALE:
•CHECKED BY: T. Schipporel
DATE •61102013
:MI NO: 1001-11-111A
ENGINEERING ,*, TESTING
ENVIRONMENTAL:SERVICES .
6409 Amsterdam Way
Wilmington, NC 28405
[phone]
(910) '799-9958 fax
www.smeinc.com
GENERALIZED SUBSURFACE CONDITIONS
Campbell Soup Lagoons
Maxton, North Carolina
FIGURE
NO.
3

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
•p.s
■
/ 1
l /
•0e
00.0
ri•
r/f
111111
SOIL TYPES
(Shown in Graphic Log)
Fill
Asphalt
Concrete
Topsoil
Partially Weathered
Rock
Cored Rock
WELL -GRADED GRAVELS, GRAVEL -
• GW SAND MIXTURES, LITTLE OR NO
' - FINES -
POORLY -GRADED GRAVELS,
GP GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES •
Gm-, SILTY GRAVELS,' GRAVEL - SAND -
SILT .MIXTURES
GC CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES • .
SW WELL -GRADED SANDS, GRAVELLY
.SANDS, LITTLE OR NO FINES
POORLY -GRADED SANDS,
Sr GRAVELLY SAND, LITTLE OR NO
FINES.
.SILTY SANDS, SAND - SILT
SM MIXTURES .
c r+ CLAYEY SANDS, SAND - CLAY
MIXTURES
ML
CL
INORGANIC SILTS.AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
•SILTS WITH SLIGHT -PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN -CLAYS,
ORGANIC SILTS AND ORGANIC
OL SILTY CLAYS OF LOW PLASTICITY:
-INORGANIC SILTS, MICACEOUS OR
MH DIATOMACEOUS FINE SAND OR
SILTY SOILS
CH.plA
INORGAsncNIC CLAYS OF HIGH rrY
MOH:ORGANIC CLAYS -OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
WATER LEVELS
(Shown in Water Level .Column)
.SZ = Water Level At Termination of Boring
1. = Water Level Taken After 24 Hours
-4E = Loss of Drilling Water ..
HC = Hole Cave
CONSISTENCY •
Very. Soft
Soft
Firm
Stiff.
Very Stiff
Hard
Very Hard
CONSISTENCY OF COHESIVE SOILS
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
0.to2
3to4•
5to8
9to15
16to30
31 to50.
Over 50.'
RELATIVE. DENSITY O.F COHESIONLESS.SOILS
RELATIVE DENSITY
Very Loose
Loose.
Medium Dense
Dense
Very Dense
STD. PENETRATION •
RESISTANCE
BLOWS/FOOT
0to4
5to10
11 to 30
31 to 50
Over 50
:SAMPLER TYPES.
(Shown in Samples Column) :=
II Shelby Tube
® Split Spoon
1 Rock Core
. No Recovery
TERMS:
Standard - The Number of Blows of 140 Ib. Hammer Falling
Penetration 30 in. Required to Drive 1.4 in: I.D. Split Spoon:
Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
REC .-. 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 excluded). Divided by the.
Total Length of the Core Run Times 100%.
ENGINEERING • TESTING
- ENVIRONMENTAL SERVICES

M
0
co
en
a
c0
0
0
o
z
0,
z
a.
0
w
05
en
en
PROJECT: Campbell Soup Lift Station
Maxton, North Carolina
1061-11-111
TEST BORING RECORD B-1
DATE DRILLED: 10/10/11
ELEVATION: Ground Surface
NOTES: Boring location is approximate.
DRILLING METHOD: Wash Boring
BORING DEPTH: 25.0 ft
LOGGED 13Y: T. Schipporeit
WATER LEVEL: 17' @TOB
DRILLER: Carolina Drilling.
DRILL RIG: CME-45D
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
N-Value
5—^°e
10
15
20—
Loose Moist Light Brown Well -Graded SAND (SW)
X
X>
X
X-
X
X
8
10
•
< ,
Loose Wet Brown Well -Graded SAND with Silt
(SW SM) •
_
_
25
21
•°•
...
.
,.
Medium Dense Wet Brown Well -Graded SAND with
Silt (SW-SM)
'.
j
Very Stiff Wet Light Gray and Yellow -Brown Sandy.
Lean CLAY (CL)
_
17
_
_
20
•.
Medium Dense Wet to Saturated Pinkish -Brown and
Light Gray Silty SAND (SM)
-
•
24
25
Medium Dense Saturated Light Gray Poorly -Graded
SAND (SP)
Boring terminated at 25.0 feet.
NOTES:
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30IN. REQUIRED TO DRIVE 1.4 IN. LD. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S81111IE
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

U'
2
co
a
t2
0
0
co
n • a
0
co
PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-02
DATE DRILLED: 5/29/13
ELEVATION: 217.0 ft
NOTES: Bulk Samples of Auger Cuttings
Obtained from 1'-5' and 5'-9'.
DRILLING METHOD: Wash Boring
BORING DEPTH: 20.0 ft
LOGGED BY: T. Schipporeit : _
WATER. LEVEL: 17'@TOB
DRILLER: -
DRILL RIG: CME-45-08
DEPTH
(feet)
GRAPHIC
I LOG
MATERIAL DESCRIPTION
WATER LEVEL
SAMPLE' ..
NO/TYPE
ELEVATION
(feet)
STANDARD. PENETRATION TEST DATA
:(blows/ft)
10 20. 30 60 80
N-Value
5
TOPSOIL and ROOTMAT
X
L
212.0"
6
,7
Loose Moist Brown Silty SAND (SM)
-
Loose Wet Brown Silty SAND (SM)
-
_.
207.0
15
17
10—
15
-
�
Medium Dense Moist to Wet, Gray and Red Clayey
SAND (SC)
-
-
202.0
12
j
'/
Stiff Moist to Wet Gray and Red d Sandy Lean CLAY
(CL)
-
197.0
19
20
Very Stiff Saturated Gray Sandy Lean CLAY (CL)
:.25—
Boring Terminated at.20.0.feet.
192.0 —
.
-NOTES: " •
1: THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
• NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH • .
THAT REPORT. - •-
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ' :
ACCORDANCE WITH ASTM D-1586..
-3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING"30IN. REQUIRED TO DRIVE 1.4 IN. 1.D. SAMPLER
1FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

10
0
-0
0
uJ
co
a
0
0
0
0
z
0
z
a.
0
U
0
U
PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-03
DATE DRILLED: 5/29/13
ELEVATION: 218.5 ft
NOTES:
DRILLING METHOD: Wash'Boring :
BORING DEPTH: 10.0 ft•
LOGGED BY: T. Schipporeit : ":
WATER LEVEL: Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
• DEPTH ' -
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA : '
(blows/ft)
10 20: 30 60 80
N-Value;
$M
TOPSOIL and ROOTMAT
X
X 213.5
X
208.5
203.5
198.5
193.5
-
_
i\N;Ni
4 •
5—
. .
Very Loose to Loose Moist Light Brown and Gray
Poorly Graded SAND (SP)
t Light Gray and Oge Cly
SAND (SC)
Medium Dense Moi;::
10_��"
15—
20—
25—
/•18
(CL)
Boring Terminated at 10.0 feet.
—
-
—
•
NOTES: -
• 1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
•
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
- THAT REPORT. -
2. BORING, SAMPLING AND PENETRATION. TEST DATA IS IN GENERAL
ACCORDANCE WITHASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB:
. HAMMER FALLING30IN. REQUIRED TO DRIVE 1.4 IN: I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. •
5. WATER LEVEL. IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
ENGINEERING TESTING
ENVIRONMENTAL SERVICES

PROJECT:
Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-04
DATE DRILLED: 5/29/13
ELEVATION: 219.5 ft
DRILLING METHOD: Wash, Boring
BORING DEPTH: 10.0 ft
LOGGED BY: T. Schipporeit
WATER LEVEL: :Dry at TOB
DRILLER:
DRILL RIG: • CME-45-08
NOTES:
x
�,
w:�
10
U_.
2' 0
O
0
MATERIAL DESCRIPTION
TOPSOIL and ROOTMAT
Loose Moist Gray Silty SAND (SM)
Loose Wet Orange Clayey SAND (SC)
Stiff to Very Stiff Moist Light Gray, Orange, and
Yellow Brown Sandy Lean. CLAY (CL)
•
15-
20-
25—
Boring Terminated at 10.0 feet.
-NOTES:
1. THIS LOG ISONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
" THAT REPORT. ' '
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL .
ACCORDANCE WITH ASTM D-1586..
3., PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FA WNG 30 IN. REQUIRED TO DRIVE 1.4 IN. I:D. SAMPLER
1FT. _ ..
4. • STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL. IS AT TIME OF EXPLORATION AND WILL VARY.
J
w
..I
w
5
w W
ao-
0
z
214.5
209.5
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
204.5 —
199.5 =
194.5 —
N-Value
6•
5
12
17
ENGINEERING • TESTING .
ENVIRONMENTAL SERVICES

0
0
1-
0
2
a
0
ro
0
0
>-
a
a
:0
0
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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-05
-
DATE DRILLED: 5/29/13
ELEVATION: 221.7 ft
NOTES:
DRILLING METHOD: Wash Boring
BORING DEPTH:10.0 ft
LOGGED BY:: T. Schipporeit ::
WATER LEVEL Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
_
w i,
GRAPHIC
LOG
MATERIAL" DESCRIPTION
WATER LEVEL
SAMPLE
'NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
N-Value
TOPSOIL and ROOTMAT
X
_
216.7
211.7
206.7
201.7
196.7
_
fi%)
—
9
•.
6
_
•••••• .
•Loose Dry to Moist Orange Poorly
(SP)
Graded SAND.
Poorly Graded SAND
Loose Dry to Moist Light Brown
(SP)
_
16
13
!lam•
Medium Dense Moist Gray and Orange Clayey SAND
(SC)
AStiff
j
Moist Gray, Yellow Brown, and Red Sandy Lean
CLAY (CL)
10
15—
20—
25—
Boring Terminated at 10.0 feet.
-
-
—
.
NOTES:
1: THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
• • NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALU G•30IN. REQUIRED TO DRIVE 1.41N: I.D. SAMPLER
1FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
•
5. WATER LEVEL"IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

0
co
a
CO
0
a
a
co
z
a
0
w
co
1I
PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-06
DATE DRILLED: 5/29/13 '
ELEVATION: 221.8 ft
NOTES: Bulk Sample of Auger Cuftings Obtained
from T-5'.
DRILLING METHOD: Wash Boring
BORING DEPTH: 10.0 ft,
LOGGED BY:: T. Schipporeit ;';;;:
WATER LEVEL Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
DEPTH
(feet)
GRAPHIC
LOG
m
-D
r•
0
' m
0
H
0
z•
WATER LEVEL
SAMPLE ..
:NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
-:(blows/ft)
10 20: 30 60 80
N-Value
TOPSOIL and ROOTMAT
"
X216.6-
X
X13
211.8
206.8—
201.8
196.8
-
•
4
-
4
-
Very Loose Moist Brown Silty SAND (SM)
_
5—.
..: •':
Very Loose Dry to Moist Light Brown Poorly Graded
SAND (SP) ...
.^.
17
/
Medium Dense Moist Gray, Yellow Brown, and
Orange Clayey SAND (SC)
10
/
Stiff Moist Gray and Orange Sandy Lean CLAY (CL)
15—
20—
25-
Boring Terminated at 10.0 feet.
_.
—
.
NOTES: -
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE -
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
' THAT REPORT . ..
2. BORING, SAMPLING AND'PENETRATION .TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586... .
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN, I:D:
SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. W ATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page .1 of 1
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

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0
0
0
0
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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-07
DATE DRILLED: 5/29/13
ELEVATION: 220:9 ft
NOTES: Bulk Sample of Auger Cuttings Obtained
from 1'-5'.
DRILLING METHOD: Wash Boring
BORING DEPTH:10.0 ft
LOGGED BY: T. Schipporeit :
WATER LEVEL: Dry at TOB
DRILLER: -
DRILL RIG: CME-45-08
DEPTH
(feet)
GRAPHIC
LOG
m
X
D
0
m'
to .
0'
-I
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet).
STANDARD PENETRATION TEST DATA
(blows/ft) :
10 20 30 -6080
N-value
TOPSOIL and ROOTMAT
215.9.
X
210.9
205.9—
200.9
195.9
\\\
6
•
Loose Moist Brown and Gray Silty SAND (SM)
5
Loose Moist Gray and Brown Clayey SAND (SC)
-
13
15
10
Stiff Moist Yellow Brown and Orange Sandy Lean
CLAY (CL)
15—
20—
25—
Boring Terminated at 10.0 feet.
_
—
—
-.
NOTES:
1: THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
• NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
- THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM. D-1586.
3 PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.'
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER.
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
&ME
ENGINEERING •TESTING
ENVIRONMENTAL SERVICES
i
•

PROJECT:
Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD
B-08
DATE DRILLED: 5129/13
ELEVATION: 213;1.ft
DRILLING METHOD: WashBoring
BORING DEPTH: 15.0 ft.:
LOGGED BY: T. Schipporeit
WATER LEVEL: Dry at TOB
DRILLER:
10
15
20 —
25 —
0
0
<.O
0
DRILL RIG: CME-45-08
MATERIAL DESCRIPTION
TOPSOIL and ROOTMAT
• . Loose Dry to Moist Gray Silty SAND (SM)
Firm Moist Gray and Orange Sandy Lean CLAY (CL)
Stiff to Very Stiff, Moist, Light Gray, Orange, and
Yellow Brown Sandy Lean CLAY (CL)
Stiff D
to Moist Light Gray Sandy Elastic SILT (MH)
Boring Terminated at 15.0 feet.
•NOTES: 1.. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. • • ' '
•
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
w •
J•
w
1
w W.
J •0-
o.
z
z
0
w
J
w
208:1.
203.1
198.1.-
193.1
NOTES:
STANDARD. PENETRATION TEST DATA
(blows/ft) .:.
10 20. 30 ' 60 80
188.1 —
N-Value
6
7
18
12
1
Page 1 of 1
&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-09
DATE DRILLED: 5/29/13
ELEVATION: 219.2 ft
NOTES: Bulk Sample of Auger Cuttings Obtained
from 1'-5'.
DRILLING METHOD: Wash.Boring
BORING DEPTH:10.Oft
LOGGED BY: T. Schipporeit
WATER LEVEL: Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
DEPTH
(feet)
GRAPHIC
LOG
m
0
m
n
0
z
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
N-Value
TOPSOIL and ROOTMAT
V
XSAND
214.2
X
L 209.2
204.2
199.2
194.2—
-
-
_
KI\Loose
7
•
4
Loose Moist Brown Silty SAND (SM) .
5—....
Moist Gray and Dark Gray Poorly Graded
(SP) •
10
jf(CL)1115
Stiff Moist Light Gray and Orange Sandy Lean CLAY
15—
20—
25—
Boring Terminated at 10.0 feet.
—
—
NOTES'
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
SB�INE
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

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:
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PROJECT:
Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD ' B-10
DATE DRILLED: 5/29/13
ELEVATION: 221.5 ft
DRILLING METHOD:• Wash Boring
LOGGED BY:..
T. Schipporeit
BORING DEPTH:10.0 ft
WATER LEVEL: Dry at TOB
DRILLER:
F- a
o- -
m
w
0
10
U_
.0
Q "O
J
o -
DRILL RIG: CME-45-08
MATERIAL DESCRIPTION
TOPSOIL and ROOTMAT
Loose •Dry to Moist. Yellow Brown Poorly Graded
SAND (SP),
Loose Moist Brown Silty SAND (SM)
Medium Dense Moist Gray and Orange Clayey SAND
(SC)
15-
20 —
25—
1
Stiff Moist Gray; Orange, and Red Sandy Lean CLAY
(CL)
Boring Terminated at 10.0 feet.
•
0
z
Z
0
_> CD
w
W
216.5.
211.5
NOTES:
STANDARD PENETRATION TEST DATA.
,(blows/.ft)
10 20. 30 60 80
206.5 -
201.5 =
196.5 —
N-Value
6
5.
13
1.4
NOTES'
1. THIS LOG IS ONLY APORTION OF A REPORT PREPARED FOR THE
. - NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
. THAT REPORT. " •
2. BORING, SAMPLING AND PENETRATION: TEST DATA IS IN GENERAL -
ACCORDANCE WITH ASTMD-1586.. -
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FAWNG 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1FT. -
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVELIS AT TIME OF EXPLORATION AND WILL VARY.
. ENGINEERING • TESTING
ENVIRONMENTALSERVICES

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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-11
DATE DRILLED: 5/29/13
ELEVATION: 221.0 ft
NOTES:
DRILLING METHOD: Wash Boring
BORING DEPTH:10.0 ft
LOGGED BY: T. Schipporeit "
WATER LEVEL: Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
=
F' w
w v
0
GRAPHIC
LOG
m
r
0
m
0)
n
-o
0
z
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD. PENETRATION TEST DATA
.(blows/ft )
10 20 30 60 80
N-Value
TOPSOIL and ROOTMAT
X
X216.0
-v
_
X
— 211.0
206.0
201.0
196.0
_
•
«
7
•
8
5—.`..
Loose Dry to Moist Brown and Gray Silty SAND (SM)
-
-
6
20
!l%/•,
Loose Wet Yellow Brown Clayey SAND (SC)
j
Very Stiff Moist Gray, Yellow, and Orange Sandy
Lean CLAY (CL)
10
15—
20—
25—
Boring Terminated at 10.0 feet.
—
—
—
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT,
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
SaIVIE
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

0,
0
0
c�
w
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co
re
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0
0
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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-12
DATE DRILLED: 5/29/13
ELEVATION: 219.0 ft
NOTES: Bulk Sample
from V-5'.
of Auger Cuttings Obtained
DRILLING METHOD: Wash Boring
BORING DEPTH: 10.0 ft
LOGGED BY: T. Schipporeit
WATER LEVEL: Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
DEPTH
(feet)
GRAPHIC
LOG
MATERIAL DESCRIPTION
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
N-Value
TOPSOIL and ROOMAT
_
214.0
X
209.0
204.0
199.0
194.0
_
I\1)
7
9
• Loose Moist Gray Silty SAND (SM)
SAND (SM)
5
Loose Moist Light Brown Silty
-
19
16
10
j
Very Stiff Moist Gray, Yellow, and Red Sandy Lean
CLAY (CL)
15—
20—
25—
Boring Terminated at 10.0 feet.
—
—
—
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586. •
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

c0
0
0
c�
ui
0
co
0
z
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PROJECT: Campbell Soup Wastewater Lagoons
Maxton, North Carolina
1061-11-111A
TEST BORING RECORD B-13
DATE DRILLED: 5/29/13
ELEVATION: 218.3 ft
NOTES:
DRILLING METHOD: Wash Boring
BORING DEPTH:10.0 ft
LOGGED BY: T. Schipporeit
WATER LEVEL: Dry at TOB
DRILLER:
DRILL RIG: CME-45-08
I DEPTH
(feet)
GRAPHIC
LOG
D
--I
m
7J
D
r
0
m
0)
0
x
-1
z
WATER LEVEL
SAMPLE
NO/TYPE
ELEVATION
(feet)
STANDARD PENETRATION TEST DATA
(blows/ft)
10 20 30 60 80
N-Value
TOPSOIL
213.3
X 208.3
203.3
198.3
193.3
4\1\I
4
6
_
5—.
Very Loose to Loose, Moist to Wet, Yellow Brown
Silty SAND (SM)
14
11
10
A
Stiff Moist Gray, Orange, and Yellow Sandy Lean
CLAY (CL)
15—
20—
25—
Boring Terminated at 10.0 feet.
—
—
—
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

Seasonal High Water Table Evaluations
Soil Descriptions
Campbell Food Storage Lagoon
Maxton, North Carolina
S&ME Project No. 1061-11-111
Matrix Mottle
Depth Hue/Value Hue/Value
Location Horizon (Inches) /Chroma /Chroma Texture/Structure
SHWT- 1 A 0-2 7.5YR 4/4 Medium sandy loam, granular,
(9/29/11) moderate, non -sticky, non -plastic,
friable
AE 2-10 7.5YR 5/8 Loamy medium sand, granular,
weak, non -sticky, non -plastic,
friable
El 10-23 7.5YR 5/6 Medium sand, single grain, non -
sticky, non -plastic, very friable
E2 23-86 10YR 7/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
Btg 86-96+ 7.5YR 5/6 10YR 6/4 Sandy clay loam, angular blocky,
10YR 7/1 strong, slightly sticky, non -plastic,
very firm
Ground Surface Elevation = 218.5 ft. (estimated from contour lines on site plan)
Seasonal High Water Table = 86" below the existing ground surface (El. 211.3 ft).
Groundwater observed at 74" below the existing ground surface (El. 212.3 ft).
SHWT-2 A 0-4 10YR 5/2 Loamy sand, granular, weak, non-
(9/29/11) sticky, non -plastic, friable
El 4-10 2.5Y 6/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
Btl 10-20 7.5YR 4/6 Sandy loam, angular blocky,
moderate, non -sticky, non -plastic,
non -friable, firm
2BE 20-31 7.5YR 5/6 Loamy sand, granular, weak, non-
sticky, non -plastic, friable
2E2 31-59 2.5Y 6/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
Btg 59-65+ 7.5YR 5/6 10YR 6/4 Sandy clay loam, angular blocky,
10YR 7/2 strong, slightly sticky, non -plastic,
very firm
Ground Surface Elevation = 216.5 ft (estimated from contour lines on site plan)
Seasonal High Water Table = 59" below the existing ground. surface (El. 211.6 ft).
Groundwater observed at 38" below the existing ground surface (El. 213.3 ft).
$S&ME

Matrix Mottle
Depth Hue/Value Hue/Value
Location Horizon (Inches) /Chroma /Chroma Texture/Structure
SHWT-3 A 0-2 7.5YR 4/4 Coarse sandy loam, granular,
(9/29/11) weak, non -sticky, non -plastic,
friable
AE 2-13 7.5YR 4/6 Loamy medium sand, granular,
weak, non -sticky, non -plastic,
friable
El 13-27 7.5YR 5/6 Medium sand, single grain, non -
sticky, non -plastic, very friable
E2 27-64 2.5Y 7/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
Btl 64-76 10YR 6/4 7.5YR 5/6 Sandy clay loam, sub -angular
blocky, moderate, slightly sticky,
non -plastic, very firm
Bt2g 76-82+ 10YR 5/8 5YR 5/8 Sandy clay loam, angular blocky,
10YR 7/1 strong, slightly sticky, non -plastic,
very firm
Ground Surface Elevation = 221.5 ft (estimated from contour lines on site plan)
Seasonal High Water Table = 76" below the existing ground surface (El. 215.2 ft).
Groundwater observed at 80" below the existing ground surface (El. 214.8 ft).
SHWT-4 A 0-3 10YR 4/2 Medium sand, single grain, non-
(9/29/11) sticky, non -plastic, very friable
El 3-8 10YR 4/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
E2 8-14 10YR 5/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
EB 14-27 7.5YR 4/4 Sandy loam, granular, weak, non -
sticky, non -plastic, friable
2E3 27-37 10YR 5/6 Medium sand, single grain, non -
sticky, non -plastic, very friable
2E4 37-63 10YR 6/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
Btl 63-76 10YR 5/6 5YR 5/8 Sandy clay loam, angular blocky,
moderate, slightly sticky, non -
plastic, very firm
Bt2g 76-83+ 10YR 6/6 5YR 5/8 Sandy clay loam, angular blocky,
10YR 7/1 strong, slightly sticky, non -plastic,
very firm
Ground Surface Elevation = 222.0 ft (estimated from contour lines on site plan)
Seasonal High Water Table = 76" below the existing ground surface (El. 215.7 ft).
$S&ME

Matrix Mottle
Depth Hue/Value Hue/Value
Location Horizon (Inches) /Chroma /Chroma Texture/Structure.
SHWT-5 A 0-2 10YR 4/2 Sandy loam, granular, weak, non-
(9/29/11) sticky, non -plastic, friable
AE 2-30 10YR 5/4 Sandy loam, granular, non -sticky,
non -plastic, friable
El 30-36+ 2.5Y 6/3 .2.5Y 6/2 Medium sand, single grain, non -
sticky, non -plastic, friable
Evaluation performed at the edge of the littoral shelf on the side slope of the existing basin which
contained an unknown depth of impounded• water.
Ground Surface Elevation = 216.5 ft (estimated from contour lines on site plan)
Seasonal High Water Table = 30" below the existing ground surface (El. 214.0 ft).
Groundwater observed at 6" below the existing ground surface (El. 216.0 ft).
SHWT-6 A 0-6 10YR 4/2 Medium sand, single grain, non-
(9/29/11) sticky, non -plastic, very friable
El 6-14 10YR 5/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
EB1 14-30 7.5YR 4/6 Sandy loam, angular blocky,
moderate, slightly sticky, non -
plastic, firm.
2E2 30-46 7.5YR 5/6 Medium sand, single grain, non-
sticky, non -plastic, very friable
2E3 46-54 10YR 5/6 Medium sand, single grain, non -
sticky, non -plastic, very friable
2E4 54-72 10YR 6/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
2E5 72-81 2.5Y 7/4 Medium sand, single grain, non -
sticky, non -plastic, very friable
2EB2 81-92 10YR 6/6 Loamy sand, granular, weak, non -
sticky, non -plastic, friable
Btg 92-96+ 10YR 5/8 5YR 5/8 Sandy clay loam, angular blocky,
10YR 7/2 moderate, slightly sticky, non -
plastic, very firm
Ground Surface Elevation = 219.9 ft (estimated from contour lines on site plan)
Seasonal High Water Table = 92" below the existing ground surface (EL 212.2 ft).
$S&ME

Seasonal High Water Table Evaluations
Soil Descriptions
Wilmington, North Carolina
S&ME Project No. 1061-11-111A
Matrix Mottle
Depth Hue/Value Hue/Value
Location Horizon (Inches) /Chroma /Chroma Texture/Structure
SHWT-7 A 0-7 2.5Y 3/2 Very dark grayish brown fine
(5/28/13) sand, single grain, loose
E 7-17 2.5Y 5/4 Light olive brown fine sand, single
grain, loose
Bt 17-35 7.5YR 4/6 Strong brown sandy loam, weak,
medium subangular blocky, very
friable
2E1 35-46 7.5YR 4/6 Strong brown medium sand, single
grain, loose
2E2 46-59 2.5Y 6/4 10YR 5/8 Light yellowish brown medium
sand, single grain, loose; strong
brown redox concentrations
2E3 59-80 2.5Y 6/3 Light yellowish brown coarse
sand, single grain, loose
2Bt 80-84+ 2.5Y 6/2 10YR 5/8 Light grayish brown coarse sandy
clay loam, strong, medium
subangular blocky, firm; strong
brown redox concentrations
Ground Surface Elevation = 218.8 ft.
Seasonal High Water Table = 46" below the existing ground surface (El. 215.0 ft).
Groundwater observed at 64" below the existing ground surface (El. 213.5 ft).

n
Matrix Mottle
Depth Hue/Value Hue/Value
Location Horizon (Inches) /Chroma /Chroma Texture/Structure
SHWT-8 A 0-4 10YR 4/2 Dark grayish brown medium sand,
(5/28/13) single grain, loose
E 4-17 7.5YR 5/6 Strong brown coarse sand, single
grain, loose
Bh 17-27 10YR 3/1 Very dark gray loamy coarse sand,
weak, medium subangular blocky,
friable
2E 27-39 2.5Y 6/3 Light yellowish brown medium
sand, single grain, loose
Bt1 39-67 2.5Y 6/4 Light yellowish brown coarse
sandy loam, moderate, medium
angular blocky, slightly sticky,
friable
Bt2 67-85 2.5Y 6/4 10YR 5/8 Light yellowish brown sandy clay
2.5Y 6/3 loam, strong, medium subangular
blocky, slightly sticky, slightly
plastic, firm; strong brown redox
concentrations and light olive
brown redox depletions
Bt3 85-100+ 10YR 5/8 lOR 4/8 Strong brown coarse sandy clay
2.5Y 6/2 loam, weak, medium subangular
2.5Y 6/3 blocky, slightly sticky, friable; red
redox concentrations and light
brownish gray and light yellowish
brown redox depletions
Ground Surface Elevation = 221.1 ft.
Seasonal High Water Table = 85" below the existing ground surface (El. 214.0 ft).

Form No: TR-D422-WH-1Ga
Revision No. 0
Revision Date: 07/14/08
Sieve Analysis of Soils
S&ME
ASTMD 422 Quality Assurance
S&ME, Inc. - Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A
Project Name: Campbell Soup Wastewater Lagoons
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sample Id.. 81
Location: Maxton, NC
Type: Bulk Sample (Site)
Sample: B-2
Sample Date:
Depth(ft)
5/29/13
1'-5'
Sample Description:
Brown Silty SAND (SM)
3' 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100%
90%
}
80%
' '
70%
on
a
60%
cA
R.,
5
50%
i.
CI)
40%
30%
20%
10%
0%
•
•
•
• •
100.00 10 00
Millimeters
1.00 0.10 0.01
4
Cobbles
<300 mm (12") and> 75 min (3")
Fine Sand
<0.425 mm and >,0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and>2.00 nun (#10)
Clay
<0.005 mm
Medium Sand
<2.00 mm and > 0.425 mm (#40)
Colloids
<,0.001 min
Maximum Particle Size
Gravel
Liquid Limit
Assumed S.G.
Coarse Sand 0.6%
0.0% Medium Sand 47.4%
NP Plastic Limit NP
2.650 Cc = N/A Ca = N/A
Fine Sand
Silt & Clay
Plastic Index
Moisture Content
39.8%
12.1%
NP
3.3%
Coarse Sand 0.6% Medium Sand 47.4% Fine Sand
Description of Sand & Gravel Particles: Rounded 0 Angular. ❑X
Hard & Durable IKI Soft 0 Weathered & Friable
Notes /Deviations /References:
39.8%
Tom Schipporeit, P.E. .. '-,.,.',e7,lSenior Geotechnical Engineer
Technical Responsibility Signature Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
6/10/2013
Date
S&ME, Inc. - Corporate
3201 Spring Forest Road
Raleigh, NC. 27616
1061-11-111A(1)
Page 1 of 1

Form No: TR-D422-WH-1Ga
Revision No. 0
Revision Date: 07/14/08
Sieve Analysis of Soils
ASTM D 422
$S&ME
L S&ME, Inc. - Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111•A
Project Name: Campbell Soup Wastewater Lagoons
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id. 81
Location: Maxtoii, NC
Type: Bulk Sample (Site)
Sample: B-2
Quality Assurance
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sample Date:
Depth(ft)
5/29/13
5'-9'
Sample Description:
Brown -Red Clayey SAND (SC
3' 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100% —♦ • -♦-- ♦ ♦ ♦ ♦-_ -♦ • -♦
•
•
♦
90%
80%
'
70%
to
c
m
60%
a
50%
aci
U
Tr
a
40%
30%
20%
10%
0%
•
♦
0-♦ ♦
100.00 10 00 Millimeters 1
1.00 0.10 0.01
1
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine San_ d
< 0.425 mm and > 0.075 nun (#200)
Gravel
< 75 mm and > 4.75 min (#4)
Silt
< 0.075 and >0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
Gravel
Liquid Limit
Assumed S.G.
Coarse Sand
0.0%
23
2.650
0.9%
Coarse Sand
Medium Sand
Plastic Limit
Cc = N/A Cu =
Medium Sand
0.9%
39.3%
14
N/A
39.3%
Fine Sand
Silt & Clay
Plastic Index
Moisture Content
Fine Sand
35.1%
24.7%
9
14.8%
35.1%
Description of Sand & Gravel Particles:
Hard & Durable ❑x Soft ❑
Rounded
E3 Angular NJ
Weathered & Friable 0
Notes /Deviations /References:
Tom Schipporeit, P.E. Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
Date
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1061-11-111A(2)
Page 1 of 1

Form No: TR-D422-WH-IGa
Revision No. 0
Revision Date: 07/14/08
Sieve Analysis of Soils
$S&ME
ASTMD 422 Quality Assurance
S&ME, Inc. - Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #:
Project Name:
Client Name:
Client Address:
1061-11-111A
Campbell Soup Wastewater Lagoons
Campbell Soup Supply Company
2120 NC Hwy 71 N, Maxton, NC 28364
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sarnple Id. 81
Location: Maxton, NC
Type: Bulk Sample (Site)
Sample: B-7
Sample Date:
Depth(ft)
5/29/13
1'-5'
Sample Description:
Dark Brown Silty SAND (SM)
3' 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 \
100%
90%
80%
'..
70%
to
60%
r4
a.
50%
Q
u
s.
Q,
40%
30%
20%
10%
0%
- ♦
•
• —•
100.00 10 00
Millimeters
1.00 0.10 0.01
0
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine. Sand
< 0.425 mm and > 0.075 mm (##200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
Gravel
Liquid Limit
Assumed S.G.
0.0%
NP
2.650 Cc = N/A Cu = N/A
Coarse Sand
Medium Sand
Plastic Limit
0.3%
38.9%
NP
Fine Sand
Silt & Clay
Plastic Index
Moisture. Content
39.2%
21.6%
NP
4.5%
Coarse Sand 0.3%
Medium Sand 38.9%
Fine Sand 39.2%
Description of Sand & Gravel Particles: Rounded
Hard & Durable ❑x Soft 0
Angular ❑x
Weathered & Friable 0
Notes / Deviations /References:
Tom Schipporeit, P.E. Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&,LIE, Inc.
S&LIE, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1061-11-111A(3)
Page 1 of 1

Form No: TR-D422-WH-1 Ga
Revision No. 0
Revision Date: 07/14/08
Sieve Analysis of Soils
S&ME
ASTMD 422 Quality Assurance
S&ME, Inc. - Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
J
Project #: 1061-11-111A
Project Name: Campbell Soup Wastewater Lagoons
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sample Id. 81
Location: Maxton, NC
Type: Bulk Sample (Site) Sample Date: 5/29/13
Sample: B-12
Depth(ft) 1'-5'
Sample Description:
Brown Silty SAND (SM)
I
3' 1.5" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100% • _.
90%
80%
e'
`�-'
70%
en
c
60%
cs
50%
CD
t,
40%
i
30%
20%
10%
0%
•
•
•
• •
100.00 l0 00
Millimeters
1.00 0.10 0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
Gravel
Liquid Limit
Assumed S.G.
Coarse Sand
0.0% Medium Sand
NP Plastic Limit
2.650 Cc = . N/A Cu =
Coarse Sand 0.1 % Medium Sand
0.1%
36.7%
NP
N/A
36.7%
Fine Sand
Silt & Clay
Plastic Index
Moisture Content
Fine Sand
48.0%
15.1%
NP
2.5%
48.0%
Description of Sand & Gravel Particles: Rounded ❑x Angular 1]
Hard & Durable El Soft 0 Weathered & Friable 0
Notes / Deviations /References:
Tom Schipporeit, P.E. -"'4.%/ Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position Date
This report shall not bereproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111 A(4)
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No.: 0
Revision Date: 11/21/07
Moisture - Density Report
S&ME
Quality Assurance
r^ S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
S&ME Project #: 1061-11-111A
Project Name: Campbell Soup Wastewater Lagoons
Client Name: Campbell Soup. Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sample Id: 81 Type: Bulk Sample Sample Date: 5/29/2(113
Location: Maxton, NC Source Loc: B-2(site) Depth(ft): 1'-5'
Sample Description: Brown Silty SAND (SM)
Maximum Dry Density 117.0 PCF.
ASTMD 698 - - Method
Optimum Moisture Content 11.5%
130.0
125.0
120.0
115.0
110.0
105.0
100.0
95.0
90.0
85.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures 1
\
100% Saturation
\ Curve
•
♦
•
•
\
♦
♦
•
\
\
•
♦
0.0
50
10.0
15.0
Moisture Content (%) I
20.0
25.0
30.0
Soil Properties
Natural
Moisture
Content
3.3%
Assumed S.G. 2.650
of Soil
Liquid Limit NP
Plastic Limit NP
Plastic Index NP
Passing
3/4" 100.0%
3/8" 100.0%
#4 100.0%
#10 99.4%
#40 52.0%
#60 32.1%
#200 12.1%
Oversize Fraction
Moisture -Density Curve Displayed: Fine Fraction
Sieve Size used to separate the Oversize Fraction:
Mechanical Rammer 0 Manual Rammer p
'References / Comments /Deviations:
Bulk Gravity
% Moisture N/A
% Oversize
MDD
Opt. MC
Corrected for Oversize Fraction (ASTM D 4718) 0
#4 Sieve El 3/8 inch Sieve 0 3/4 inch Sieve 0
Dry Preparation 0
Moist Preparation ❑
!ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock b. Mass
ASTM D 698: Laboratorn Compaction Characteristics of Soil Using Standard Effort
Tom Schipporeit, P.E.Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road 1061-11-111 A(1) - proctor
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No. : 0
Revision Date: 11/21/07
Moisture - Density Report
S&ME
Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405 I
S&ME Project #: 1061 11-111A :. Report Date: 6/10/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/4-6/10/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364 ; I
Sample Id: 81 Type: Bulk Sample Sample Date: 5/29/2013
Location: Maxton, NC Source Loc: B-2(site) Depth(ft): 5T-9'
Sample Description: Brown -Red Clayey SAND (SC)
Maximum Dry Density 121.0 PCF. Optimum Moisture Content 11.0%
ASTM D 698 - Method A
130.0
125.0
120.0
115.0
110.0
105.0
100.0
95.0
90.0
85.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures I
\
100% Saturation
\ Curve
•
\
♦
\
\
\
♦
•
•
•
•
2.65
♦
\
•
\
•
•
0.0
50
10.0
15.0
Moisture Content (%) I
20.0
25.0
30.0
Soil Properties
Natural
Moisture 14.8%
Content
Assumed S.G. 2.650
of Soil
Liquid Limit 23
Plastic Limit 14
Plastic Index 9
% Passing
3/4" 100.0%
3/8" 100.0%
#4 100.0%
#10 99.1%
#40 59.8%
#60 43.2%
#200 24.7%
Oversize Fraction
Bulk Gravity
% Moisture N/A
% Oversize
MDD
Opt. MC
Moisture -Density Curve Displayed: Fine Fraction El Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve DI 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer E1 Moist Preparation 0 Dry Preparation 1]
(References / Comments /Deviations:
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Tom Schipporeit, P.E. - -07., :/// Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position - Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road 1061-11-111 A(2) - proctor
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No. : 0
Revision Date: 11/21/07
L
S&ME Project #:
Project Name:
Client Name:
Client Address:
Sample Id:
Location:
Moisture - Density Report
S&ME
Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
1
1061-11-111A
Campbell Soup Wastewater Lagoons
Campbell Soup_ Supply Company
2120 NC Hwy 71 N, Maxton, NC 28364
81 Type: Bulk Sample
Maxton, NC Source Loc: B-7(site)
Report Date: 6/10/13
Test Date(s): 6/4-6/10/13
Sample Date: 5/29/2013
Depth(ft): 1'75'
Sample Description: Dark Brown Silty SAND (SM)
Maximum Dry Density 124.0 PCF.
ASTM D 698 - - -Method A
Optimum Moisture Content 10.5%
Dry Density (PCF)
130.0
125.0
120.0
115.0
110.0
105.0
100.0
95.0
90.0
85.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures 1
\
100% Saturation
Curve
•
•
•
\
\
•
•
•
2.65
•
•
•
•
•
0.0
50
10.0
15.0
Moisture Content (%) I
20.0
25.0
30.0
Soil Properties
Natural
Moisture 4.5%
Content
Assumed S.G. 2.650
[ ofSoil
Liquid Limit NP
Plastic Limit NP
Plastic Index NP
% Passing
3/4"
3/8"
#4
#10
#40
#60
#200
100.0%:
100.0%
100.0%
99.7%
60:8%
40.2%
21.6%
Oversize Fraction
Bulk Gravity
% Moisture
% Oversize
MDD
Opt MC
NIA
Moisture -Density Curve Displayed: Fine Fraction Ex Corrected for Oversize Fraction (ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve El 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer ❑x Moist Preparation 0 Dry Preparation Cl
(References / Comments /Deviations: .
+ASTM D 2216: Laborator) Determination of Water (Moisture) Content of Soil and Rock b) Mass
`ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Tom Schipporeit, P.E. - -- ,,7.✓J, / Senior Geotechnical Engineer
Technical Responsibility Signature Position
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
6/10/2013
Date
S&ME,Inc. - Corporate
3201 Spring Forest Road 1061-11-111A(3) - proctor
Raleigh, NC. 27616 Page 1 of 1

Form No. TR-D698-2
Revision No.: 0
Revision Date: 11/21/07
Moisture - Density Report
S&ME
Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
S&ME Project #: 1061-11-111A Report Date: 6/10/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/4-6/10/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 81 Type: Bulk Sample Sample Date: 5/29/2013
Location: Maxton, NC Source Loc: B-12(site) Depth(ft): 1'-5'
Sample Description: Brown Silty SAND (SM)
Maximum Dry Density 120.0 PCF.
ASTM D 698 - - Method A
Optimum Moisture Content 10.5%
130.0
125.0
120.0
115.0
110.0
105.0
100.0
95.0
90.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures 1
\
100% Saturation
Curve
\
85.0
\
2.65
ti
0.0
50
10.0
15.0
Moisture Content (%)1
20.0
25.0
30.0
Soil Properties
Natural
Moisture 2.5%
Content
Assumed S.G.
j of Soil
Liquid Limit NP
Plastic Limit NP
Plastic Index NP
2.650
% Passing
3/4" 100.0%
3/8" 100.0%
#4 100.0%
#10 99.9%
#40 63.2%
#60 40.1%
#200 15.1%
Moisture -Density Curve Displayed: Fine Fraction Ox
Sieve Size used to separate the Oversize Fraction:
Mechanical Rammer 0 Manual Rammer ❑x
!References / Comments /Deviations:
Oversize Fraction
Bulk Gravity
% Moisture N/A
% Oversize
MDD
Opt MC
Corrected for Oversize Fraction (ASTM D 4718) 0
#4 Sieve ❑x 3/8 inch Sieve 0 3/4 inch Sieve 0
Moist Preparation 0 Dry Preparation El
;ASTM D 2216: Laboraton Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboraton Compaction Characteristics of Soil Using Standard Effort
Tom Schipporeit, P.E. �/ .-4y•4!" Senior Geotechnical Engineer 6/10/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in f:dl, without the written approval ofS&ME, Inc.
S&11E,Inc. - Corporate
3201 Spring Forest Road 1061-11-111A(4) - proctor
Raleigh, NC. 27616 Page 1 of 1

S&ME
June 24, 2013
Campbell Soup Supply Company
2120 NC Highway 71 N
Maxton, NC 28364.
Attention: Mr. Greg Westbrook
greg [e-mail]
Reference: Addendum to Geotechnical Engineering Report
Proposed Wastewater Lagoons
Campbell Soup Plant
Maxton, North Carolina
S&ME Project No. 1061-11-111A
Dear Mr. Westbrook:
We are pleased to present this Addendum to the Geotechnical Engineering Report for the above -
referenced project. Our services were provided in general accordance with S&ME Proposal No.
086-13 dated May 31, 2013.
BACKGROUND INFORMATION
This proposal is based on information obtained from Mr. Ryan Ames of Dewberry. S&ME
recently prepared a geotechnical engineering report for this project'. Mr. Ames requested that
S&ME add evaluation of the soils at the bottom of the existing lagoon to our scope of services.
We understand that the Campbell Soup Supply Company plans to expand its existing
wastewater lagoon on Modest Road in Maxton, North Carolina by designing and constructing
two new lagoons. Both new lagoons will be lined with a geomembrane. If there are organic -
laden soils under the geomebrane liner, they may produce methane and other gases which
would be detrimental to the liner. We understand that during some time of the year the
existing lagoon is relatively dry. At other times, wastewater containing some vegetable matter
from the plant is pumped into and stored in the existing lagoon.
1 Geotechnical Engineering. Report, Proposed Wastewater Lagoons, Campbell Soup Plant, Maxton, North
Carolina, S&ME Project No. 1061-11-111A, Prepared for Campbell Soup Supply Company, Prepared by S&ME,
dated June 10, 2013.
S&ME, INC. / 3006 Hall Waters Drive, Suite 100 / Wilmington, NC 28405 / p 910.799.9945 / www.smeinc.com

Addendum to Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons, Maxton, NC June 24, 2013
FIELD EXPLORATION PROGRAM
Our soil testing for the proposed project included evaluation of the soil at the bottom of the
existing lagoon. Mr. Paul Masten, S&ME Soil Scientist, advanced nine hand auger borings to
depths ranging from approximately 1.5 to 3 feet below the existing ground surface on June 14,
2013. The hand auger borings, designated HA-1 through HA-2, were advanced at the
approximate locations shown on Figure 1 (attached). At that time, there was approximately 6
to 18 inches of water present in some areas at the bottom of the lagoon. An inlet pipe on the
north side of the lagoon was open and discharging wastewater into the lagoon.
The soils encountered in the hand auger borings were evaluated by a Licensed Soil Scientist for
soil texture and relative organic content. Very little to no organic material was observed in the
hand auger boring cuttings. Samples of hand auger cuttings were obtained for laboratory
testing. Hand auger boring logs describing the soils encountered are attached.
LABORATORY TESTING
S&ME performed organic content testing on representative samples obtained from the hand
auger borings. Testing was performed in general accordance with applicable ASTM standards.
Test results are attached.
SUBSURFACE CONDITIONS
The soils below the bottom of the existing lagoon to depths of 1.5 to 3 feet consisted primarily
of sand and loamy sand, with zones of sandy clay loam. The observed and measured organic
contents were relatively low, with the laboratory tests indicating a maximum organic content of
2.7 percent.
CONCLUSIONS AND RECOMMENDATIONS
It is unlikely that the organic matter within the soils at the bottom of the existing lagoon is
enough to generate methane or other gasses under the geomembrane. Also, the soils at the
bottom of the lagoon are suitable, based on their classification, to be left in place under the
geomembrane liner for support of the liner. To remove the grass, weeds, and rootmat
sufficiently from the existing lagoon, we anticipate an average stripping depth of 6 inches.
The wetness of the soil subgrade will determine how much compaction, undercutting, etc. will
be necessary to achieve a stable subgrade for liner placement. As discussed in the geotechnical
report, temporary ditches should be used for temporary dewatering during construction, which
will help the subgrade soils dry out and become more stable for liner placement.
1

Addendum to Geotechnical Engineering Report S&ME Project No. 1061-11-111A
Campbell Soup Wastewater Lagoons,_Maxton. NC June 24, 2013
LIMITATIONS
This report has been prepared in accordance with generally accepted geotecbnical engineering
practice for specific application to this project. Any wetland, environmental, or contaminant
assessment efforts are beyond the scope of this geoteclmical exploration; and therefore, those
issues.are not addressed in this report. The conclusions and recomiuendations contained in this
report are based upon applicable standards Of Our practice in this geographie area at the time this
report was prepared. No other warranty, expressed or implied, is made.
Conclusions and reconunendations,submitted in this report are based, in part, upon the data -
obtained from the geoteclmical exploration. Thenature and extent of variations between and
away from the explorations may not become evident until construction. If variations appear
evident, then it will be necessary to re-evaluate the recommendations of thus report. In the
event that any changes in the grades, nature,.design, or location_of the proposed development
are planned, the recommendations contained in this report should be reviewed and modified or
confirmed in writing.
CLOSURE
S&ME. appreciates having the opportunity to be of service to you during this phase of the project.
If you have any gnestions or comments after reviewing this report, please let us know so we can
address them.
Sincerely,
S&ME, Inc.
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Tom Schipporeit, P.E. `°°B,9s'�. **** y�h,
°°11;.Branch Manager/Senior Engineerejfi„,,,„00,
N.C. Registration No. 19331
Copies .to: Mr. Ryan Ames, Dewberry — rames0Dewberry.com
S:\Department 106111061, 1064 & 1068 Reports11061-Geotechnica112011 Geotech Reports11061-11-111A Gambell Soup Storage
Lagoon1Reports1Addendum\1061-11-11.1A Geotechnical Report Addendum.docz
2

■
•
I': ■
LEGEND
S&ME SHWT Hand Auger Boring Advanced 9/29/11.
S&ME Soil Test Boring Drilled 10/10/11.
S&ME SHWT Hand Auger Boring Advanced 5/28/13.
® S&ME Soil Test Boring Drilled 5/29/13.
fr X^ o. ^.� tr t
QQ S&ME SHWTrHand ugee}r Boring,Advanced 6%14/13.
/^
Existing Lagoon i r
*row a 11NP an, rev
rs by .._ a.r. Saf s^
.
f. - Y.,-
t 4" •
B-08 / SHWT-7
•a.•-1 ` HA-1 _ __ ==
loR2
r
4"� f LI
SHWT-6
/ f'.
sap or arapc au
O HA-4
HA-6
/
.' -'
r'
• -- B-03
SHWT-1 • \ Nil'jrI VI
HA-9 ;'
Q
///'eflaCUI at wca' ELM 21.! '■ 'r
/ • Q
GRAPHIC SCALE
0' 100' 200'
REFERENCE: LAGOON OPTION 5 DRAWING,
'• PREPARED BY DEWBERRY, DATED FEBRUARY
2013.
B-06
cn aia.Y -t'�so' i, S5 15 rl +, •t
SHWT-8
•
B-07
d '''r '1 '• /
• `ft+
SHWT-4 '5 •;;' ._
�, �►.r■■■�■■■r■.�■■a■uwr'2r■etiwos.rr■=rrr°r■'t_rrrrrr'r� - .
B-11 A,
SCALE: AS SHOWN
CHECKED BY: TMS
PREPARED BY: TMS
DATE:
6/24/13
S&ME
BORING LOCATION PLAN
CAMPBELL SOUP LAGOONS
MAXTON, NORTH CAROLINA
S&ME PROJECT NUMBER: 1061-11-111A
FIGURE
NUMBER
1

Hand Auger Boring Logs
Campbell Food Storage Lagoon
Maxton, North Carolina
S&ME Project No. 1061-11-111A
Depth
Location Date (Feet) Texture/Structure
HA-1 6/14/13 0 - 1 Brown loamy sand
1 - 2 Orange/tan sand
Hole collapse between 1.5 and 2 feet.
Depth
Location Date (Feet) Texture/Structure
HA-2 6/14/13 0 - 1 Tan sand
1 - 2 Brown sandy clay loam
Hole collapse between 1.5 and 2 feet.
Depth
Location Date (Feet) Texture/Structure
HA-3 6/14/13 0 - 1 Tan sand
1 - 2 Light brown loamy sand
Hole collapse between 1.5 and 2 feet.
Depth
Location Date (Feet) Texture/Structure
HA-4 6/14/13 0 — 0.5 Brown sand
0.5 - 2 Tan sand
Hole collapse between 1.5 and 2 feet.
$S&ME

Depth
Location Date (Feet) Texture/Structure
HA-5 6/14/13 0 — 0.5 Tan sand
0.5 — 1.5 Brown sandy clay loam
1.5 — 2.0 Tan sand
Hole collapse between 1.5 and 2 feet.
Depth
Location Date (Feet) Texture/Structure
HA-6 6/14/13 0 — 2 Tan and light brown sand
2 - 3 Brown sandy clay loam
Hole collapse between 2.5 and 3 feet.
Depth
Location Date (Feet) Texture/Structure
HA-7 6/14/13 0 — 0.5 Brown and orange sandy clay loam
0.5 — 2.5 Orange sandy clay loam
Depth
Location Date (Feet) Texture/Structure
HA-8 6/14/13 0 — 1 Tan loamy sand
1 - 3 Tan and light tan sand
Hole collapse at 3 feet.
$S&ME

Location Date Depth
(Feet)
Texture/Structure
HA-9 6/14/13 0 — 1 Tan and light brown sand
0.5 — 2.5 Light tan sand
Hole collapse at 2.5 feet.
$S&ME

Form No: TR-D2974-I
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter
S&ME
ASTMD-2974 Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-1/1 Depth(ft): 0-1'
Sample Description: Brown -Gray Poorly Graded SAND with Silt (SP-SM)
Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.06
a
Mass of As -Received Specimen + Tare Wt.
grams
180.88
b
Mass of Oven Dry Specimen + Tare Wt.
grams
164.23
w
Water Weight
(a-b)
16.65
A
Mass of As -Received Specimen
(a-t)
88.82
B
Mass of Oven Dry Specimen
(b-t)
72.17
% Moisture Content as a % of As Received or Total Mass
(w/A)*100
18.7%
% Moisture Content as a % of Oven -dried Mass
(w/B)*100
23.1%
ven
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace. 440 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.06
b
Mass of Oven Dry Specimen + Tare Wt.
grams
164.23
c
Ash Weight + Tare Wt.
grams
162.82
C
Ash Weight
c-t
70.76
B
Mass of Oven Dry Specimen
(b-t)
72.17
D
% Ash Content
(C/B) *100
98.0%
% Organic Matter
100-D
2.0%
;Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E.
Technical Responsibility
Signature
Senior Geotechnical Engineer 6/19/2013
Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111 A(1)
Raleigh, NC. 27616 Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter
ASTMD-2974
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
S&ME
Quality Assurance
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id:
Location:
91
Maxton, NC
Type:
Sample:
Hand Auger Boring Sample Date: 6/14/13
HA-1/2
Depth(ft): 1'-2'
Sample Description: Brown Poorly Graded SAND with Silt (SP-SM)
!Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
r
iOven
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
II
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
96.62
a
Mass of AsReceived Specimen + Tare Wt.
grams
160.08
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.28
w
Water Weight
(a-b)
7.80
A
Mass of As -Received Specimen
(a-t)
63.46
B
Mass of Oven Dry Specimen
(b-t)
55.66
Moisture Content as a %.ofAs Received or Total Mass
(w/A) *100
12.3°f0
Moisture Content as a % of Oven -dried Mass
(w/B) *100
14.0%
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
II
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
96.62
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.28
c
Ash Weight + Tare Wt.
grams
151.59
C
Ash Weight
c-t
54.97
B
Mass of Oven Dry Specimen
(b-t)
55.66
D
% Ash Content
(C/B) *100
98.8%
Organic Matter
100-D
1.2%
'Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E.
Technical Responsibility
ge,:r / Senior Geotechnical Engineer 6/19/2013
Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1061-11-111A(2)
Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter
S&ME.
ASTMD-2974 Quality Assurance
;_—� S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364 1
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-3/1 Depth(ft): 0-1'
Sample Description: Gray -Brown Poorly Graded SAND with Silt (SP-SM)
+Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
!Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due:
7/3/13
)Oven
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
III
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
100.1.5
a
Mass of As -Received Specimen + Tare Wt.
grams
165.70
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.33
w
Water Weight
(a-b)
13.37
A
Mass of As -Received Specimen
(a-t)
65.55
B
Mass of Oven Dry Specimen
(b-t)
52.18
% Moisture Content as a % of As Received or Total Mass
(w/A) *100
20.4%
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
25.6%
S&ME ID #.•
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
III
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
100.15
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.33
c
Ash Weight + Tare Wt.
grams
151.34
C
Ash Weight
c-t
51.19
B
Mass of Oven Dry Specimen
(b-t)
52.18
D
% Ash Content
(C/B) *100
98.1%
% Organic Matter
100-D
1.9%
Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - ' "7.- :/"`/ Senior Geotechnical Engineer. 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111A(3)
Raleigh, NC. 27616 Page 1 of 1

n
77
. r
r
_
Form No: TR,D2974-I
Revision No. 0 •
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter
S8gME
ASTMD7274 QualityAssurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A
Project Name: Campbell Soup Wastewater Lagoons
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC . Sample: HA-4/1 Depth(ft): 0-0.5'
Sample Description: Gray -Brown Poorly Graded SAND with Silt (SP-SM)
Report Date: 6/19/13
Test: Date(s): :6/17-6/19/13
Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
-1
Method A: Moisture Content Determination
fle uired Oven Temperature.-105 + 5° C
,
Oven Temperature: 105 °C .
Tare #
IV
_
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
90.68
a
Mass of4s-Received. Specimen + Tare Wt
grams
163.48
b
Mass of Oven Dry Specimen + Tare Wt.
grams
149.79
w
Water Weight
: (a-b)
13.69 -
A
Mass of As -Received. Specimen
(a-t)
72.80
B
Mass of Oven Dry Specimen
(b-t)
59:11
%Moisture Content as a % of As Received or Total Mass
(w/A) *100
18.8%
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
23.2%
Oven
S&ME ID #: 14603
Ca1. Date:
5/28/13
Due:
9/28/13
Method C (440 ° () or D (750 °C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #-
IV
t.
Tare Weight (Dish plus Aluminum Foil Cover)
grams
90.68
Mass of Oven Dry Specimen + Tare Wt.
grams '
149.79
c
Ash Weight + Tare Wt.
grams
148.81
Ash Weight
c-t
58.13 .
Mass of Oven Dry Specimen
(b-t)
59.11
D
% Ash Content
(C/B)*100
98.3%
% Organic Matter
100-D
1,7%
Muffle Furnace:
S&ME ID #:
14687
Notes /Deviations / References: " ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
: *Classification was made visually.
Tom Schipporeit, P.E; »» Senior GeoteChnicar Engineer 6/19/2013
Technical Responsibility Signature Position - Date
This report shall not be reproduced, except infull, without the written approval ofS&ME, Inc.
S&AIE, Inc. - Corporate 3201 Spring Forest Road 1061-11-111A(4)
Raleigh, NC. 27616 ' Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter S&ME
ASTMD-2974 Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #:
Project Name:
Client Name:
Client Address:
1061-11-111A
Campbell Soup Wastewater Lagoons
Campbell Soup Supply Company
2120 NC Hwy 71 N, Maxton, NC 28364
Report Date: 6/19/13
Test Date(s): 6/17-6/19/13
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-4/2 Depth(ft): 0.5'-1.5'
Sample Description: Brown -Gray Poorly Graded SAND with Silt (SP-SM)
iEquiptnent: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.04
a
Mass ofAs-Received Specimen + Tare Wt.
grams
163.87
b
Mass of Oven Dry Specimen + Tare Wt.
grams
153.12
w
Water Weight
(a-b)
10.75
A
Mass of As -Received Specimen
(a-t)
71.83
B
Mass of Oven Dry Specimen
(b-t)
61.08
% Moisture Content as a % of As Received or Total Mass
(w/A)*100
15.0%
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
17.6%
Oven
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.04
b
Mass of Oven Dry Specimen + Tare Wt.
grams
153.12
c
Ash Weight + Tare Wt.
grams
152.77
C
Ash Weight
c-t
60.73
B
Mass of Oven Dry Specimen
(b-t)
61.08
D
% Ash Content
(C/B) *100
99.4%
% Organic Matter
100-D
0.6%
!Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - .'i%�L:"./ Senior Geotechnical Engineer 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111 A(5)
Raleigh, NC. 27616 Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter S&IVIE
ASTMD-2974 Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons. Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company
1
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364 1
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-5/1 Depth(ft): 0-0.5'
Sample Description: Gray -Brown Poorly Graded SAND with Silt (SP-SM)
Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare, #
II
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
96.47
a
Mass ofAs-Received Specimen + Tare Wt.
grams
169.41
b
Mass of Oven Dry Specimen + Tare Wt.
grams
155.27
w
Water Weight
(a-b)
14.14
A
Mass of As -Received Specimen
(a-t)
72.94
B
Mass of Oven Dry Specimen
(b-t)
58.80
% Moisture Content as a % of As Received or Total Mass
(w/A)*100
19.4%
% Moisture Content as a % of Oven -dried Mass
(w/B)*100
24.0%
Oven
S&ME ID #.•
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
II
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
96.47
b
Mass of Oven Dry Specimen + Tare Wt.
grains
155.27
c
Ash Weight + Tare Wt.
grams
153.94
C
Ash Weight
c-t
57.47
B
Mass of Oven Dry Specimen
(b-t)
58.80
D
% Ash Content
(C/B) *100
97.7%
% Organic Matter
100-D
2.3%
Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - ,%rc Senior Geotechnical. Engineer. 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in fill, without the written approval ofS&LIE, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111,(6)
Raleigh, NC. 27616 Page 1 of 1

Form No: TR-D2974-I
Revision No. 0
Revision Date: 07/10/08
Project #:
Moisture, Ash, and Organic Matter
S&ME
ASTMD-2974 Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405
1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-6/1 Depth(ft): 0-1'
Sample Description: Gray -Brown Poorly Graded SAND with Silt (SP-SM)
!Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
!Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
III
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
100.12
a
Mass of As -Received Specimen + Tare Wt.
grams
180.09
b
Mass of Oven Dry Specimen + Tare Wt.
grams
170.89
w
Water Weight
(a-b)
9.20
A
Mass of As -Received Specimen
(a-t)
79.97
B
Mass of Oven Dry Specimen
(b-t)
70.77
% Moisture Content as a % of As Received or Total Mass
(w/A) *100
11.5%
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
13.0%
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
III
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
100.12
b
Mass of Oven Dry Specimen + Tare Wt.
grams
170.89
c
Ash Weight + Tare Wt.
grams
170.21
C
Ash Weight
c-t
70.09
B
Mass of Oven Dry Specimen
(b-t)
70.77
D
% Ash Content
(C/B) *100
99.0%
% Organic Matter
100-D
1.0%
!Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - F%/ Senior Geotechnical Engineer 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111 A(7)
Raleigh, NC. 27616 Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter S&ME
ASTMD-2974 Quality Assurance
S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405 i
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company 1
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364 1
Sample Id: 91
Location:
Type: Hand Auger Boring Sample Date: 6/14/13
Maxton, NC Sample: HA-7/1 Depth(ft): 0-0.5'
Sample Description: Gray -Brown Clayey SAND (SC)
Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
!Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
OOven
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
IV
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
90.67
a
Mass ofAs-Received Specimen + Tare Wt.
grams
167.96
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.40
w
Water Weight
(a-b)
15.56
A
Mass of As -Received Specimen
(a-t)
77.29
B
Mass of Oven Dry Specimen
(b-t)
61.73
% Moisture Content as a % of As Received or Total Mass
(w/A) *100
20.1
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
25.2%
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
IV
t
Tare Weight (Dish plus Aluminum Foil Covet)
grams
90.67
b
Mass of Oven Dry Specimen + Tare Wt.
grams
152.40
c
Ash Weight + Tare Wt.
grams
150.73
C
Ash Weight
c-t
60.06
B
Mass of Oven Dry Specimen
(b-t)
61.73
D
% Ash Content
(C/B) *100
97.3%
% Organic Matter
100-D
2.7%
Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - '-'.'%,,i.1 "'l Senior Geotechnical Engineer 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate
3201 Spring Forest Road
Raleigh, NC. 27616
1061-11-111A(8)
Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter $S&IVIE
ASTM D-2974 Quality Assurance
L_� _ S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405 —71
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): 6/17-6/19/13
Client Name: Campbell Soup Supply Company 1
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 91 Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-7/2 Depth(ft): 1'-2'
Sample Description: Brown -Orange Clayey SAND (SC)
Equipment: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
{Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.05
a
Mass ofAs-Received Specimen + Tare Wt.
grams
149.57
b
Mass of Oven Dry Specimen + Tare Wt.
grams
142.60
w
Water Weight
(a-b)
6.97
A
Mass of As -Received Specimen
(a-t)
57.52
B
Mass of Oven Dry Specimen
(b-t)
50.55
% Moisture Content as a % of As Received or Total Mass
(w/A) *100
12.1 %
% Moisture Content as a % of Oven -dried Mass
(w/B) *100
13.8%
{Oven
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
I
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
92.05
b
Mass of Oven Dry Specimen + Tare Wt.
grams
142.60
c
Ash Weight + Tare Wt.
grams
141.72
C
Ash Weight
c-t
49.67
B
Mass of Oven Dry Specimen
(b-t)
50.55
D
% Ash Content
(C/B) *100
98.3%
% Organic Matter
100-D
1.1 %
,Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E.
Technical Responsibility
Signature
Senior Geotechnical Engineer 6/19/2013
Position Date
This report shall not be reproduced, except in fzdl, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111 A(9)
Raleigh, NC. 27616 Page 1 of 1

Form No: TR-D2974-1
Revision No. 0
Revision Date: 07/10/08
Moisture, Ash, and Organic Matter
S&ME
ASTM D-2974 Quality Assurance
j S&ME, Inc. Wilmington, 3006 Hall Waters Drive, Suite 100, Wilmington, NC 28405 1
Project #: 1061-11-111A Report Date: 6/19/13
Project Name: Campbell Soup Wastewater Lagoons Test Date(s): .6/17-6/19/13
Client Name: Campbell Soup Supply Company
Client Address: 2120 NC Hwy 71 N, Maxton, NC 28364
Sample Id: 91
Type: Hand Auger Boring Sample Date: 6/14/13
Location: Maxton, NC Sample: HA-9/1 Depth(ft): 0-1'
Sample Description: Light Gray Poorly Graded SAND with Silt (SP-SM)
lEquipinent: Balance: 0.01 g.Readability, 500g. Minimum Capaccity
'Balance: S&ME ID #: 4852 Cal. Date: 7/3/12 Due: 7/3/13
Method A: Moisture Content Determination
[Oven
Required Oven Temperature:105 + 5 ° C
Oven Temperature: 105 °C
Tare #
II
t
Tare Weight (Dish plus Aluminum Foil Cover)
grams
96.46
a
Mass of As -Received Specimen + Tare Wt.
grams
175.17
b
Mass of Oven Dry Specimen + Tare Wt.
grams
162.24
w
Water Weight
(a-b)
12.93
A
Mass of As -Received Specimen
(a-t)
78.71
B
Mass of Oven Dry Specimen
(b-t)
65.78
Moisture Content as a % of As Received or Total Mass
(w/A) *100
16.4%
Moisture Content as a % of Oven -dried Mass
(w/B) *100
19.7%
S&ME ID #:
14603
Cal. Date:
5/28/13
Due:
9/28/13
Method C (440 ° C) or D (750 ° C): Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C
Tare #
II
t
Tare Weight (Dish plus Aluminun Foil Cover)
grams
96.46
b
Mass of Oven Dry Specimen + Tare Wt.
grams
162.24
c
Ash Weight + Tare Wt.
grams
161.78
C
Ash Weight
c-t
65.32
B
Mass of Oven Dry Specimen .
(b-t)
65.78
D
%Ash Content
(C/B)*100
99.3%
Organic Matter
100-D
0.7%
Muffle Furnace:
S&ME ID #:
14687
Notes/Deviations/References: ASTM D2974: Moisture, Ash, and Organic Matter of Peat and Other Organic Soils
*Classification was made visually.
Tom Schipporeit, P.E. - ,o7./�`-/ Senior Geotechnical Engineer 6/19/2013
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1061-11-111A(10)
Raleigh, NC. 27616 Page 1 of 1

T
Section 5
Site Map
www.dewberry.com

-Site Plan provided separately as
11x17.
www.dewberry.com