NCD079044426_19990908_General Electric Co. Shepherd Farm_FRBCERCLA RA_Remedial Action for Soil - Landfill Cap-OCR

H~···
GEOTRANS
A TETRA TECH COMPANY
Ms. Giezelle Bennett
Remedial Project Manager
U.S. EPA Region 4
61 Forsyth Street
Atlanta, Georgia 30303-3104 }
S'o;I RA
~080 Holcomb Bridge Road
Building 200, Suite 305
, ~swell, Georgia Y1a. U. /A_IJ't--_ 3 00 7 6
770-642-1000 FAX [phone]
September 8, 1999
RECEIVED
SEP O 9 1999
SUPERFUN0 SECTION
Reference: GE/Shepherd Fam1 Site. East Flat Rock. NC
HSI GeoTruns Project No. N754-027
Dear Ms. Bennett:
The purpose of this letter is to present the quality control certificates and
conformance testing results to date for the geomembrane and geocomposite material
that will be used in the construction of the landfill cap.
GEO MEMBRANE
Thirteen rolls of geomembrane were delivered to the GE Subsite on August
23, 1999. Attachment I contains the certification sheet from Poly-Flex (note: Roll
number PR-4-97-0565 was not delivered). Five of the rolls (PR-4-97-0483, PR-4-98-
0143, PR-4-99-0271. PR-4-98-0096, and PR-4-97-0568) had tom outside layers or
puncture marks at the time of delivery. The outer layers will be cut from the rolls and
discarded or patched before use.
Four rolls were sampled at the site and sent to NTH Laboratories in Exton, PA
for conformance sampling. Rolls PR-4-97-0568. PR-4-99-0271, PR-4-98-0096, and
PR-4-98-0527 were sampled. Sample results are included in Attachment 2. Three of
the four rolls met specifications. Roll PR-4-99-02 71 was rejected due to unacceptable
break strength and break elongation results.
Three additional rolls of gcomembrane were delivered to the GE Subsite on
September 7, 1999. One of the three rolls was 60-mil geomembrane. Attachment 3
contains the certification sheet from Poly-Flex. HSI Geo Trans sampled one of the 40-
mil rolls and the 60-mil geomembrane. Samples were sent to NTH Laboratories in
Exton, PA with test results expected September 13. 1999.
C:\GE~il 1 OO'Doc\EPA _geo:syn_2 ,wp:j
Seplemt>er e. 111W
• •
GEOCOMPOSITE
Forty three rolls of geocomposite were delivered lo the GE Subsite on August
23. 1999. Four rolls of geocompositc were sampled at the site and sent to NTH
Laboratories in Exton. PA for conformance sampling. Rolls 26676, 26677, 26680,
and 26685 were sampled. The rolls did not meet the ply adhesion requirements. All
four rolls were resampled on August 31, 1999. Additionally, roll 26631 was sampled.
Again, the rolls did not meet the ply adhesion requirements. Sample results are
included in Attachment 4. The entire shipment of geocomposite was rejected.
HSI GeoTrans conducted a site visit of the bi-planar manufacturing facility
(SKAPS Industries. Commerce. Georgia) on September 3, 1999. Attachment 5
contains the quality control information provided by the bi-planar manufacturer for the
replacement geocomposite. Four new conformance samples were collected at the
facility from a replacement batch of geocompositc. The four samples met
specifications. Sample results arc included in Attachment 6.
The installation of the liner material is scheduled to begin September 13, I 999.
Please contact Phil Weeber at 404-310-8403 or Todd Hagemeyer at 770-642-1000
with questions and comments.
cc: Janet Boyer (GELS)
Lynne France (COM Federal)
CDaviif Mattison.(N CD EN R )J
Nick Urban (Earth Tech)
C.\GE\s.o!l100'Doc\EPA_geosyn_2 wp.i
September 6, 1999 2
S:ce/~ J / ,) /) ~ ~( l/c .iv~-
Philip Weeber
Pro.let Engineer
I \ .___
It""~\,~ r1
' To d Hagemeyer. P.G.
Project Manager
Senior Hydrogeologist
HSIGEOTRANS
..... ,
• •
Attachment I
Geomembrane Certification Sheet for First Shipment
C.\GE\sotl100\Doc\EPA_jj&05yll_2 wpd
Seputmllt!f &, 1999
CERTIFICATION SHEET DATE; 09/1119!1
PROJECT NO; EDCI /GE ORDER NO: NIA
TRIP NO: N/A CERTIFIED BY:
"' Ill a> i :i: § UI
0 le: ... ....
lllu Q:: 0 ;;; :l ~ It "{ § "( ;z: Ill
TEST DESCRIPTION "( .... ~ ~ s:: ... U Ill Cl..
ASTMMETHOD D1693 D160J 01004 FTMS 101 0638
(modlflcatlo,,.) min/avg 2065
UNITS mils % lb lb ppi
SPEC!RCAT/ON 361 4-0 23/ ... 3% 24 55 58
ROLL NUMBER BLEND
PR-4-98 96-X· 8171307 3&1,2 2.4 25 60 61
PR..C-H 101-X: 8171307 37/ 42 2.4 25 6,4 58
PR-4-96 128-X 8171307 37142 2.5 25 60 61
PR-4-98 143-X 8171307 3&141 2.S 29 57 66
PR-4,98 157-X· 11171307 36/ '2 2.5 28 80 64
PR-4-99 271-X 8290609 JS/ '2 2.5 27 55 68
PR-4-98 302-X 82110276 371 41 2.6 27 67 67
PR-4-9! 373-X 8280709 36/ 42 2.4 25 67 119
PR-4-98 433-X 8280713 36/ 46 2..3 30 57 70
PR-4-97 4'!3-X 8270981 36J-"i 2.5 33 Ga 89
PR-4-98 550.l( 8280313 36140 2.4 31 62 62
PR-4-98 552,X 8280313 361 43 2.4 31 62 66
PR-4-97 56~-X 817068-4 36/ 45 2.2 32 65 80
PR..C-97 568-X 8170684 36140 2.4 27 60 n
'
@ @
~le: "'Q "' : :i: .... 0 UI ~i ii:l s::
CM-18 0638.
% ppi
!J fOO
22 125
22 107
Z2 131
15 101
15 121
20 110
17 137
17 122
15 126
22 117
17 115
22 134
22 120
15 129
POLY-FLEX, INC.
200-0 W. Ma:st\all OrNe
Grand Praine, Texas 75051
.
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;z: "( Ill IU iii It:
0 I.LI 'll. ;i: u It "' .... It: "( -IU ~~ UI Ill U Cl Q
D638 D3015 01505 D1683
2000hrs
% gr,vcc PASS
400 A1,A2,81 0.931
(Start)
519 A-1 0.933 PASS
547 A-1 0.933 PASS
626 A-1 0.933 PASS
,475 A-1 0.932 PASS
560 A-1 0.932 PASS
520 A-1 0.931 6115199
620 A-1 0.934 PASS
518 A-1 0.934 PASS
555 A•1 0.935 PASS
483 A-1 0.934 PASS
566 A-1 0.933 PASS
598 A-1 0.933 PASS
520 A-2 0.937 PASS
ses A·2 0.937 PASS
t • •
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"
• •
Attachment 2
Sample Results for First Shipment of Geomembrane
C:\GE\soll 1 OO'Doc\EPA_goosyn_2. wpd
September e. 1999
Sent By: NTH CONSULTANTS, LTD.; • :6102806666;
___________ ____,_.___ __________ 28_Au.g. 2:55PM;Job 82; Page 2/5
NTH Con•ultant•, Ltd,
860 Springdale Drive
Exton, PA 19341
[phone]
TABLE
CEOSYNTHETIC MATERIAL TEST RESULTS
GE Lighting Systems Project
NTH Proj No. 13-990613-00
40 rnil Textured HllPE . Sample# /JJ?-i/-'ll-f-05(,,8
ftiSI Method RcpliCUlt" K11<:11!t~
<.:.:ui-0011 !)Jack. l'u111cnt (%} /\~TM 0160) ,J.~<," ,,?(A
(11Jbv11 R!11ck Dispcniun t\."iTM 0.1015 ,L) I fi-1 J/-1 /11
Ocnsily (glee) A.SlM [Jl')M o_t)'JJ?( ~-9~1 0. CJ::.R ,
ASTM LJ i20<1 (MD/XU) tJl1h.t
Oin1en11ionul S1:.hility (% 1.:.lu.U1gc) o.olo.o
.
ASTM D12U4(Mn/XD)
/\STM D1004 MP .3,/,0 .,1-f '< .;/6, .. .®.-1
.:8._-5',7 .J.3,:f" ..%7. q _!l~.,J.
'l'clll Rc~i~WICC (lb:;) .3:;_9 _Je, 1
A.~TM n1 004 XU
~7 ~.c:L
$).0 -W,5 ,3/p. '1 S3. q
runcluri:, Rc~i~tancc (IU·,) FiMS IOll'. 71/, I I].-:{ ~ 7,/(p 7/4,4
Mdh 1nr.s
Ten&llc t'ru~uic.~ ASTM D 638. NSF
""''
MU 1'1 :i. 11.,,. 0 JiJ.f ~f.t
Yi"JJ .loucngth (ppi) 8'1,:. 0 .Pd.0 '?'2! fS.:2. XI)
MD .J3.D ,j./. S' 11 (p ~0.'1
Yii;ILJ Ek1r1p;.a.t!on (%) xn ,JtJ7 :J,j, I,, 11/o /9, .J,.
MO JL/0.D 9.2. x /8-?,:J /17. /,,,
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Bil."3k Elon9miu11 (%) !i?A. 0 )/ts",(,, ;/()1/l/ J.//(p, 8 XlJ
·1·tiid,11e!'i~ (mill)'" ASTM 0751 '-11 1/4 45:" Ji.I./
•Replicat~s obtaineJ from smooth ~nds of roll
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Sent By: NTH CONSULTANTS LTD.,·
--'---------'-----i•-~-~~2806666; 28 Aug 9.2:56PM;Job 82; Page 3/5
NTH Cunsult"nls, Ltd.
860 Springdale Drive
Exton. PA 19341
[phone]
TABLE
GEOSYNTHKTIC MATERIAL TEST Uf:SULTS
GE Lighting System~ Pro.i•ct
NTH Proj No. 13-990613-00
40 mil Textured HDPF . Sample# P/2. · .l/ -9q _ O;J 7 /
Tc.\t M.:!hnd Rcplicuti. Ko:-~,nh~
l,.'1.1rbnn Dlaclt. Cumcru (%) ASTM Ul60.1 ,},/1-;).11
Carbu11 Alack l)hpe1>inn ,\STM DJU15 41 /II[~ .
nc:naiw (!;f,,;c) A~rM n150, ,()_f~) f),t;,;,,;;o,, -
t\STM [)12.04 (MLl1XD) "r/4 (]
r1tmcnsion11! St.lhilhy (% dian~c:J
ASTM 0!204(MD/XU\ I/PM,~
i\STM U IUO~ MO ~f.9 .;)1 c2 ,31).8 2J, :/
:Ji/8 -q_ >< . ..2 ~?fl /11. /,.,
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ASTM 01004 XD
.:J1(p x.s
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• Rcplico.tes ublaintd from :m1ooth l:11d:; of ron
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Sent By: NTH CONSULTANTS LTD , , .,. 16102806666· ·-, 28 Aug. 2:56PM;Job 82; Page 415
NTH Consultants, Lid.
860 Springdale Drive
Exton, PA 19341
[phone]
TABLE
GlsOSVNTHF'.TIC MATERIAL TEST RJ,:SIJL TS
GE Li~bting Systems Proj~cl
NTH l'roj No. B-990613-00
40 mil Textured HOPE
Sample # Pl:: -4-C/6 -otJ<J0
Ten Method Keplicnte Rc:iul b
Clltbou Black Conttm (%) ASTM lJl60l J,:J,2 d, .:J;/
Carbon tsluck. Oi.~persiun AS™ VJUI ~ 11 I i Ir/ Jl/ ,i/.1
Ut11$ity (g/ccl AS fM Dl~U.5 0.4~E5 1£>,q'.115' 0.9,39q
ASfM 111104 (MLJl.\'.D) ~ nliJ.1
Dimc:n~io1l11l S1abilit-y (%, c.h&1gc) -1.1 /;,_o ASTM Ul2M(MO/XUJ
ASTM Ul004 MD '?J 4 ,:)7. /,, ::VJ./') .38.9
Teat Rc:.i:i;la11~0 (lhs)
.)1-, q .;2f/. <I ,..X '7 :JS: 1
ASTM Dl004 XD
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Mclh 20fr'i
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"'"" MD "If g t,,t/.1 1.-,,/. f U,, '-I
Yield Stre11~tll ippi) t,,4.D 11 . .) (,;{R. 6 ~.1.? XlJ
MO /(p_Cj :is.o ,%3,0 c!)./. 5
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"i1licl,,,ne~~ (mill)• A~TM D7.~l _1q .36 36 318
~ Replicates uUtai~ed frum smooth i.:nds of roll
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38 -813
Sent By: NTH CONSULTANTS, LTD:; • 16102806666; 28 Aug. 2: 56PM; ,Job 82; Page 515
NTH Consultants, Ltd.
860 Springdale Drive
Exton, PA 19341
[phone]
TABLE
G~'.OSYNTHETIC MATERIAL TEST RESULTS
GE Lighting System~ Project
NTH Proj No. 13-990613-00
40 mil Textmed HDPE . Sample # /Jtf.-'I--96 -05;;.7
Tc~I Mi:lhvd Rcpti~·111t" Rc:~11lu
<.'\l!bon Alack. Cu111~nt ,~,,.,) ASTM Ul60.l ,;J. 1q o?,15
Carbon Black D11pcn1un AS,TM UJUJ5 /}/ Iii /ti A--1
Dcniiiy (~cc) J\,<;;TM D l jO~ /J'7'3q,J P.9~ ~ i'} A-
.• 7 -, ·Ji....J
ASTM Ol204 (MUIXDI ~tJ/. ?. D
JJimcMlonal t>tuliilit'I \% ;han"i:)
ASTM UJ'J,O<t(MD/XD) ~.P//J.O
ASTM l> I ()04 MO ,;; 7. fl, $11 ,29.3 .2..q,S
.31,q ,$,:2, &, .Jc'J.:i ,;J,9,5
TclU Ki:,:;i.~tam:c \Iba)
A~TM D1004 XD ..3/J.O <-?~.S .;:i7. (,, c2'1CJ
.31. (,9 ,;2?,</ ::?/, 7 ---5/B
Puncrnn: Rc:m;lancc: (lbs/ FTMS J!)JC'. '15 CZ /,,re;_{;, 1,,,f, ;J 31-.q
M«h 206J
re11silc Pmpcnic:'j · ASTM D 63~. NSF
"'"'' MD 51/o :?0.1 e✓.o 71, (c
Yield S!rcny.th {!'IPil fJ,{) Y!JD f!J_f ,?J,,J_ .\ll
MD ,,1,2, (p ,J,2.3 )9); $.0
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MO ;.31,0 Jl/j,,/p /;}/;{ /4 /:Jl)t/
Urcak Strength (pp,)
XD 1.2/;. 0 /14. (p /jJ.h //Jl,,,8
MU !'ll/ ,;)_ -1/'W, 6 ¥.~" !l 1/11. I,:,
Oreak. tlc,mg1\tlnn {%) J/~J. ,1. '/-7/. J. 115,1,, ..JaJ,4 XD
fhicknc~~ (mih)• ASTMU7)1 ,;].q L./17 4/ .3f;
'"ReplicM.11.:~ ubrained frum smooth end::. ofrn!t
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• •
Attachment 3
Geomembrane Certification Sheet for Second Shipment
C. IGE\s.0II1 OOIOoc\EPA_geasyn_2.wpd
September 8, 1999
)
CERTIFICATION SHEET OA TE: 09/02/99
PROJECT NO: 990171 ORDER NO: 326520 / 325922)
TRJP NO: 08~0-162CF CERTIFIED BY: ';4,
I...,
"' w @ :a .i: ~ w
~ 0 l( ... :::!c
I:! Ill 0 ll: l.) Ill ...J ll: ,q 'I: § :i:w
TEST DESCRIPTION ~ ~ii! ~ ~> Cl
ASTIAMETHOD Of593 D1603 D1004 FnilS101 0638
( ,nodl(icstlons) min/avg 2065
UNITS mHa " lb lb pp/
SPECIFICATION 3&'"' 2%-3% . 2' . . 55 58
ROLLNU'11BER &END
PR-4-99 311-7 8290188 36143 2-5 26 55 . 81
PR-4-99 363-7 82901811 36143 2.4 26 57 79
PR-4-99 121-47 8190866 s./61 2.5 38 70 103
·-----.
POLY -FLEX, INC~
2000 W. Marshall Oriv,, -
J. Grand Prairie, Texas 75051
'I I M--1
; .. -"·"
-~ ' e @ w @ ~ Iii t: (!IC :::!>C l!) l( Ill~ ~ ...J ~~ .i: ,q ! • ll: Ill ow i ll: "' ffi ... ,!!! \:! Ill ~~ ' ~a w :,; ' C
°'" ~38 De38 . 03015 ·, 01505 .
-..
" pp/ % · gm/CC
13 100 400 A1,AZ.B1 0.'3T(muj
17 102 456 A-1 o.~32
18 104 478 A-2 0.936
21 147 533 A-1 0,936
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September 8. 1999
• •
Attachment 4
Sample Results for First Shipment of Geocomposite
Sent By: NTH CONSULTANTS, LTD.; 16102806666; 30 Aug 99 5:31PM;Job 105;Page 5/5
NTH Con.mltant.s, Ltd.
860 Springdale Drive
Exton. PA 19341
[phone]
• •
TABLE
GEOSYNTHETIC MATERIAL TEST 1H;s111:rs
GE Lighting System• Project
Ply AUhi,:sion \ppi)
NTH Prnj. No. 13-990613-00
Geocomposite Sample I.D ~7(.p
MdhvtJ
ASTM O,i7lti
OruiJu:nt -l .O (U)
11,000 p~r --
,\'.)TM t-'904 MD Sldf \ o.q
A,TM F</04 I\H)~irlc l o.+
ASTM f-904 xn sin!! t /. ,o
ASTM C:904 X!) Sirlr. :'. I), 18
F.\Dt\ T/\\l-'RUJ\9tJ\ I J:.9906 IJ\COMPO:;:.IT'F:.FR M. (tO('
-
;ent By: NTH CONSULTANTS, LTD.; I 61.02806666; 30 Aug 99 5:31PM;Job
NTH Consultant.., Ltd .•
860 Springdale Drive •
Exton, PA 19341
[phone]
TABLE
GEOSYNTHRTlC MATERIAL TEST RESUL'l S
GE Lighting Systems l'ro_jed
NTH Proj, No. 13-990613-00
Geocompositc Sample l.D :}It:,(,, 77
:Vh:U1u<l
,\STM 04711:i
Urut.lkni a 1.0 UV
15,000 P-~f
i\S'fM t!IU4 MU Side I
A~lM t''.104 Ml> ~idc l
-
Ply Adlu:i;ion (ppi) A!:l'l'M P':104 XIJ Side I
ASTM 1'904 XO Side l
F:\DATA\rROJ\9Q\IJ\QQ06\ J\COMt'O~lrf fRM noc
105;Page 2/5
,\VG
Sent By: NTH CONSULTANTS, LTD.; 16102806666; 30 Aug 99 5:31PM;Job 105;Page 3/5
NTH Consullants, Ltd.
860 Springdale Drive
Exton. PA 19341
[phone]
• •
TAl:ILJ<:
GEOSYNTHETIC MATERIAL TEST RESULTS
CF. l.ighling System~ Project
NTH Proj. No. 13-990613-00
Gcocompooit~ Sample I.D ;l{p(pec>
Method Rcplii::11~ lh-:,ull'..
ASl'M 04716
Gradient ::.: I n :i]i
I \OOU p:11
AHM f904 :-,,1D Side I
ASTM rQ04 Mn Side 2 • .. ' ASTM FQ04 XD S1Jc l I I.CH '
I\S'f M f904 X.U~id~2 . ,:2 I /. {!/) .
F:IOA l'A\PROJ\99\ 1 )\QQO<, I 1\\0MPOSI l't.FKM.OOC
AVH,
Sent By: NTH CONSULTANTS, LTD.; I 61 02B06666; 30 Aug 99 5:31PM;Job 105;Page 4/5
NTH Consultants, I ,trt.
860 Springdale Drive
Exton. PA ·19341
[phone]
• •
TABLE
<;EOSYNTIIETIC MATEIUAL TEST FH:s111 .TS
GE Lighting Systems l'rojett
NTH Proj. No. 13-990613-00
Geocompositc Sample l.D ~e~
ASTM [)471(,
(111ul1cnl = 1,i) ft!l
IS.000p~f
,\STM F:104 MU Sid~ I
A~IMI-\~ XDSlde I
A':i'IM 1'"904 XO Side 2
t<.cplicul..: l~,;~uhs
-
AVG.
-
Sent By: NTH CONSULTANTS, LTD.; 16102806666; 02 Sep 99 12:44PM;Job 163;Page 2/6 • • NTH Consultants, Ltd.
860 Springdale Drive
Exton. PA 19341
[phone]
TABLE
CEOSYNTHETIC MATERIAL TEST RESULTS
GJo: Lighting Systems Project
NTH Proj. No. 13-990613-00
l]eocompu;iie Sample J.D ..'}(#(;::, 7 7
~
Mcthnrl
ASIM D41l6
. AYO.-;
·-Cir~icnt "'-t .0 :,].
1------------+"ll,::,W:::U:'..-:'''::-l -:-:-::----f-:;;.-;.+-:-:=+---::.:--f-.r-.,--l--.,.,..,l---,,-1 '
ASTM FQ04 Mn Si rte I
A.STM ~Q04 MD Sii.Jc 1.
A$Th1 F9Q.I XU Sidr; l
,.\STM fQ04 XJJ ~idc 2
r:\OA TA \PROJ\QQ\ I j\9~li.)c:i I .i\COMl'OSITl:;:,flt.\1.DOC
Sent By: NTH CONSULTANTS, LTD.; • 'iTII Consultants, Ltd.
860 Springdale Drive
Exton. PA 19341
(610\ 524-2300
16102806666; 02 Sep 99 12:44PM;Job 163jPage· 3/6 •
TABLE
<"a:OSYNTHl£TIC MATERIAL TEST RESl7L TS
GE Lighting Systems Projecl
NTH Proj. No. 13-99061~-1111
Geocomposite Sample I.D :;J.&ft?KJ
0~~
Methnd
ASTM D4716
ti111idienr :.: I I) 1,]:
I ~.000 p~f
ASTM FQ().4 MO Si.-le I
,\STM fQOd MD Sii.Ji:: 2
,\SI~ P.iU4 XO Side I
f:IDATA,rROJ\991]0 9"0/\I JICOMPOSITc FRM.nor
·: .. ;:,,, .
Sent By: NTH CONSULTANTS, LTD.; 1B10280666B; 02 Sep 99 12:44PM;Job 1B3;Page .4/B • • ',TH Cun,uhants. Ltd.
560 Springdale Drive
Exton. PA 19341
(610\ 524-2300
fnl
l'lr Adhc:~ion t ppi I
TABLE
GEOSYNTHETIC MATERIAL TEST RESULTS
GE Lighting Systelllll Project
NTH Proj. No. 13-990613-00
Gcocompo~ite Sample J.D _:J.(,p (p 7 ~
~clhml
:\~TM (1471b
Gradient • I . D ·«
IS.000 f'l'Sf
ASTM ~·904 f.11) Side I
ASTM r904 ~ID Side l
ASTM r90-4 XD Side I
A,'iTM F904 Xn :'-iidc 2
~
F:IUA l"A\11KUJ\'.JIJ11 3-99Qc, 13\CUMPUSIT[.FRM.0(.X..'
.·.;:•,;':::~·-': ,::,,
·"'
· .\VG.
Sent By: NTH CONSULTANTS, LTD.; • 'ITU Consultants. Ltd.
860 Springdale Onve
Exton. PA 19341
(610\ 524-2300
1 61 02606666 j 02 Sep 99 12:45PM;Job 163jPage 5/6 •
TABLE
GEOSYNTHETIC MATERIAL TEST RES UL TS
GE Lighting Systeins Project
Ply A<lhuinn i ppi 1
NTH Proj. No. 13-990613-00
«;eocompositc Sample l.D ;l, (p &,$'5:
~.sal'f-{Jud
A!,TM (14716
(i~lent • I. 0 ·f! 1,.uoo p~t"
ASTM f904 MD Side I
ASTM r9M Ml) Side 2
ASTM FQ0-4 Xr> Side I
1\STM f'Q()4 xn Side 2
f.":\OATA\PROJ\QQI I.~ 990613\COM?OSJTr.rRM.DOC
Sent By: NTH CONSULTANTS, LTD.; 16102806666 j 02 Sep 99 12:45PMjJOb 163jPage 6/6···"""" • • '>TH Consultants, Ltd.
860 Springdale Drive
Exton. PA 19341
[phone]
11\y Adhes1un !PP11
TABLE
(;1,;0SYNTHETIC MATERIAL T1':ST RESliL TS
GE Lighting Systems Project
NTH Proj. No. 13-990613-00
Geocomposite Sample I.D .,.,,2(# C,_3 /
Method
ASTM 0<116
G1adient • I O -'i!, -ll.000 t
A~TM F004 MO~irlc I
A>Th< fQ04 1'10Side 1.
A~l"M t-904 .\U !>iUt I
ASTM t-'.l04 XLJ ~ic.h: 2
F ,\DAT /\.\PROJ\•1111 1.1·991)~ I J\COMPOSITE FRM noc
• •
Attachment 5
Geocomposite Certification Sheets for Replacement Shipment
C. \GE\so1I1 00\Doe\EPA _geosyn_2. wpd
September 8, 1999
Sep-07-99 04: 28P •
Sep-07-99 04~00P Perry yas
........
Tuesday Sept. 07, 1999
Ms Michelle Lou
•"'-'<-,.,l'-lwilftll""""
l:W-•dOf.CA
Environlllffllll De&il!J' & construction
104 Wholesale Ave
Hun1,ville Al. 28792
Rd. Ct; Lighting Sy1um1, Hendenonvillr, NC 1&791
T rantnet 220-1-6 Gc,ocompo,itt
Ms. Michelle Lotz,
We certify that the Trananc1 220-2-6 double sided drainage composite. 10 be shipred on
the above Project meeu the project requirements as !rtated in the specilict.tions. The
oruverue3 hstc d hi . l d 111 t s scctJon me u e:
l Test Mttllod
·-··•· ... , I
N ti Property Unit M.inimu'!. ~~uirf'.d V •lue .. I 1'Un per Unit IVu ASTM D )776 Jti.111' ~ 162
Tllic.kncsl A...'1"M O, 191} Ul<M& .22/-.1122 I
Cart,ao Bl.ck ASTMD ]601 ¾ l I
Tcn,jlc Slrcaith AS1M O ,OJ5 lb/ill l0 I
-· -~---. -\
Dcnllty ASTM DI~~ rJr;,; 0.9-1-0
Comna1ite Pn>JltTt)' _ Ten Method Unit Minlmuni ll~uin,d Value
Pit Adhesion ASlM D 41J lb/in I
. .. -...
Tr2n1miLshi1l') A5™D47I0 m11, s ' 10·4 •
f,"11bric Property Tell Method UDil Miui11111~ ~e<1uittd Vain
1-------· ·-... -·-.
Fabric W<tghl ASTMD5261 o,.Jy.f 6 ~---· ... _ .. ---· . .. ----;
v,ab Sln:ngth ASTMD46)2 Ibo )f,(I I ..
Gnl> Elongation ASTMD46)2 "· •,u -.. ·-····-
TwSucnph ASlM D~lJJ n,, M I
---· -· --···--
l'WictOJC Ju~ ASTMD48l1 lbs ?S
:=~
Mwlet18w-st
·-···--
ASlM D J7llli pci JSO
·-···-· ·-··-
Pmailtni ~ ~'1MD~91 11,..; 161 ·-·· --~ ..
AOS ASlM 04751 ; USS~c 70
-----~-• 1 nn,1111 ... v11)' lllW>llrod 1111ng w21cr 20 Dcgn:,c C (6& dci;ru f) ..,,~ u g,:>dic,,l nf 0.1 ud •
confonin& .,......,,c of 2,000 pol. bctwcc:n c-.v ,ao;cl pl>ICI Iller U lllin ..
Sincerely,
~fu
Dipa Pare!
QA Manager
P.02
P.02
Sep-07-99 04:2BP
Sep-07-99 04:00P PQrry .as
---~ ·-
1ms
Z!MI
l'IUS
17970 mu
11,W
2-
179'0
279'5
2"00
Engineered Synthetic
Products, Inc.
Side A
SKAPS Industries
Composite Ply Adhtllion
H[ND£11.SONVILLE. NC
Sl<k a
~:! Mt, I~: ~I> A.,.r MD °'"'' s.-,_
s ... ...._MD . ., T•p ... LIi
~ ...... _, jC-1 , .....
1571J 1' J.J 1.1
1.11'.!S 2.l J. I l.O
1570 11 2.9 l.l
15•715 l.D , .. V
157" 10 J.I 1.5
1,11s l.J J.U 2.•
1".15 2.0 l.R 17
JIit.) 1.1 l.? 2.1
)1117 2.2 1.1 u
2l711 ll ).\ 1.1
l.S 17956 257H
l.l l"'I 2'7'6 ,.. l?l6l, 157'1 ,., 11971 lS7U
).I zm• 2"771
l.l 17911 2m,
J.? 27996 31196
4.1 2ffll 15795
l.J 217'6 2'.'17'Ct
)9 11111\ ltlU
!ikAl"S tndwtrie,
l71 kllllll•ial Port.way
c......_-n<. Gt. )0529
27917
Jnti1
179n
17971
1191'
17'12
17'17
21,,2
11''1
lllOOl
l'haue: 7tJ6-.1.16-700U ru:: 70t,..;1.\t1-7tl01
PletM •bl& ovr ••bti'e r,v •••,-.c.u•
.•• --~·;.,, ,-..
R ..
~1,2 l7"a
251'.!' 2'9U
157'1 11"3
15167 1'191)
1""72 1,.71
i,m 2T7U
2571111 27'M
25909 lffll
JIJIIO 2-....
11,n lllmJ
.... .,...,
••
1~7~) l~
25751 1756-1
2570 11569
15761 11'1'
1571J 2797'1
'"" 27'94
llll5 27911'1
257'-I 279,~
lUJo 119,-,
11~~ '.IIUIM
51
P.03
P.03
...
15-
2571'
l~
1~69
2~77•
14441
2l'19J
14431
lll"2
llG?o
Sep-07-99 04:29P
Sep-07-99 04:00P pgrry .. as.
SKAPS Industries
Engineered Synthetic Geonet
Products, Inc. HENDERSONVILLE, NC
Roll I LOU Min. ThlC .. MH Cwllon Den•ity WI/Unn Ania Ta@e,.•k.
024430
02405
024~0
025750
025755
025760
0257!15
025770
025775
025780
0257115
02~90
025795
025905
031180
031185
031200
031225
{mil) Blaek (%) (g/") lnet) lb/sf
1748 225 2.2 .950 .205
1748 220 2.2 .950 .211
1741 228 2.3 950 .199
H121024 221 2.4 .951 .196
H121024 220 2.3 .!IS1 . ,ae
H121024 210 2.5 .OSI .184
H121024 220 2.3 .951 .187
H121024 210 2.2 .951 .185
H121024 225 22 .951 .182
H121024 220 2, .951 .201
H121024 215 2.3 .951 .191
Hl21024 220 23 .951 .1118
H121024 223 2.3 .951 .200
H111D24 215 2.3 .951 .177
J051073 225 2.3 941 .203
J051073 220 2.5 .941 .198
J051073 215 2.4 .941 .195
J051073 220 2.5 .941 .192
PLEASE NOTE: TESTING II PEll,OftMER iYiBY Ulf ACJ',L
SKAPS-.
S7l-ft11P......,
Co-. c;,. 311529 .
"'°"":~'IQ,o f•:J'OG.33e..7r¥J7
....... 'II. OUI' ................. CGM
MD (ppl)
71
71
as
65
69
ea
66
71
u
119
66
67
74
61
es
71
70
88
P.04
P.04
Sep-07-99 04:29P
Sep-07-99 04:0lP Perry .as 706-336-7007 • SIIPllaasll'ill
511 Industrial Pkwy.
Commerce, GA 30529
phona 706/336-7000 fax 706/'336-7007
Hydraulic Transmisslvlty Tnt Results
ASTM04718
Job /nfonn«tlon S,mplt lnfonn,lion
Joi, N-: GE Liqlllln JobNo.: .. 9 ______ _ Roll No. : Z1957
RMIII LOI No.: .
T ..i No. : R,ii1cle1wwi11i, . Geotatlle: -7"fID0.2~
T esf/nfonNlion
Bound•ry Ccindlllon1: SS Pllltlt
TN220-2-o
T ..t Co111lltion1 : 2000 normal loed(s) (psi)
Qradienl(•l
Rtsu/fs
11'19
aid. deY
Tast No.
1
2
3
-SS Pillle
Nonnalload
. 2~000 __ Glllllleri~-' 0.10
2000 0.10
2000 0.10
Geonet
Thian11U
220
220
220
220
0
~.10
. teal dir9C1ion -----
Tran&mi&aMly Tran1mitoivity
(gp!I\'~) ---~~---
4.19 8.&7E-04
4.08 8.4SE-04
4.00 8.29E-04
(Oil
0.08
8.47~«-----
1.S9E-05
This 1881 rein-ta one ,pecillc &a"1)1e lllaled st concliliont QIHICitled by !he project
All tailing i~ pe,lt.med in IIOCOldance w!lh ASlM 04716-95.
··p:os
PoOS
·,···--, ... . :·,:
Sep-07-99 04:29P a
Sep-07-99 04:0lP Perryf9ya5
Job lnfomtltion
SIAPSl.-1111111
571 Industrial Pkwy.
Commerce. GA 30529
phone [phone] fax [phone]
Hydraulic Tran1mt11lvlty Test Retul\$
ASTM 04718
S11nple lnformallon
Job ,._: . GE Lighting
Job No.:
RoA No. : 27991
Tcllt No.: ftenciiiricnvilla
T nl lnlonNtion
Boundary C4ndltSon1: SS Plale
INg
Sld. deY
Tai No. . . 1
2
3
1fU2C:~::s-
---'SsP1iite'" -
Name/load
~
2000
2000
G(adjlf11
0.10
0.10
0.10
Geonet
Thictneas
220
220
220
RlllnLotNo.:
Oeu1&Xlh1: 1N2~2.jj
2000
0.10
Transmisslvi1y
(gpnvninlftJ
J,4j
3.40
3.lt
nonnel lolld(a) (psi)
g~ient(&J
Ille! di<8c:lion
TransmisaMly
(m2J-)
1.09E-04
7.0JE-04
6.86€-04 ---·---·-·-·----··-···---· -· -··-···-
220
0
3.38
0.05
6.99E-04
9.98E-06
Thia 111111 ,....,11 one apec,Jic aample t.sllod al eondilion1 111tcified by Ille proj«:I.
Ahuting ia pwrforn...d ;r, ■cca,!ance 'llliltl ASTM 04716-95.
OCT~
P.06
P.06
Sep-07-99 04:29P
Sap-07-99 04:0lP PQrr .• yas
♦TNS
AOVANCtiO TECHNOLOCIES
Ausu• JO, 1999
~: TNSE060
Quantity Shipped: 27 rolls
BOL#: J\1112
SkizpJ
S 71 Industrial Pkwy
Commc,ce, OA 30529
DcarSir/Modlm:
P.07
P.07
1111 O.'lo .... R-'-'-. &-~ -• Tel: (llMI ... _z
F1a: 1111«11-,
loll r_: (-1 MT~tl1
Tbi& is to cic:nify 11ml TNS EIJ60 is a 100% pot,pcupylene, IICUWOYCII, lletdl.,.P"md!rd fabric.
TNS E060 i, ,ai,u,-1o d<11f&daUon due to wtnviolet """°""" e>d resists tol1IIDOllly
CDCOUlllemi mil c.banical1. ~i. mild.ew, al i, norJ,; keg, ..d,ble. Polypropylei,e is mblc
-...nllin a 11H ,-of2 lo 13 TNS E060 coeiorms lo Lbo pby.jcal p,upati.,. liirred iii the
following lable
FABRIC Pl!,QPEJlTY TESTMEJJJOD mm.s M,AR, V
Weishl ASTMD5l61 oll~ 6.0
TiliclcD,,u A!ITMD SIIW mils 85
GnbTcntlle A5™D46l2 lbs 160
(Jnl, FJoag,elioo ASTMD 4612 % 60
Trap Tau ASTMD4SJ3 Iba 6S
l'lmi:lur-e ASTMD41ll lbt 95
Mullim Bunt ASTMD3186 psi 350
A.OS ASIM04751 u.s Sieve 80
Pamilmty ASTMD449t I/tee 1.63
wa1orF\ow AS1M0'49) gpmlsq.ft. 125
U. V. ~lt.lDCc ASTM041SS o/, mained 70
Pcmeat,ility ASTMD4◄91 era/tee .4S
llcpnh.
~
J.MdluaKdla
NS Ad,,ancod Tc:clmolog;es
u.·
''I
"' :"!. lj . . ... .. . . --··---. -.
a:, Ill.
h 0 ~
•.·; Q.
,:,
I
.: -~ 0
" '
i,
II)
II)
·o
I>
" 0 -11
it~1Vol
11 • C
~i~ -j-0 l\!a
, ,
'<
< '< ~
i.
£1 51101 •O IJIWON 1Y10l
00 l t9'1 Cit· I Ii I IL! 101 o, Ii H ., u: ILi 901 ,., ~o• 011 0,01 UII0000t
00 l •i'I o, •. , ~ 11 ILC 101 °' ., IL ll ,11 iLI 901 ,., ac• oe1 0901 ?Jet000D[
001 ti' I Olt'I Tl I IL! 101 o, II IL t! '1? Ht IOI ,., 11• OIi HO! UHOOODt
001 U'I Olt' I 181 IL I 101 1,1 ,, 1L l! +IT I 91 u .. , 101 ~Ill o,o, 01 noooot
001 tP' I Ht' t 19 I ILi 101 01 &! IL 1, ♦Bl I ~T u .. , oo, 08 l OHJ 11 IICOOOt
OJI ♦I.! Olt 'I Ill ILi 10 I 01 1, I l 1 t UT t ': H .. , lO I Oi I 0101 IIIICOOOt
eo1 .,., OH 'I llili "' 101 •• 99 Cl 1' 001 H~ L 01 L'9 JO I OIi 0!0i 11 IIC000t
u)I t)'? 01 t. I l VI Hl 101 B 81 u 19 00! i, T COi ,., lDI OIi ~901 11nc0001
031 ♦1 · I 0~ t 'l 111 ILi ~ Ot H I! CL !t 001 IC 101 l'9 00• 011 0,01 t!IIOOOO[
001 I I• I Olt'I 1 II HE i(H H " IL " DOI "1 .. 01 L't DOI uil 0!01 (1110000(
001 u·z DH' HI tit IH 101 " a 0 roz !.81 9i b, ! 001 0 i I 0,01 :18100GDl
uOI t1·1 oo· T 181 HI t Ot H i9 " 19 Cl l Lil COi ♦''I DOI D 81 OSOi · I HIOOOOI " 001 u·1 001' 0'1 t:c 801 LOI 11 lL !9 681 HI HI L.,; DOI UI OtDJ 10UDODDI 0 • OD\ 11 '! O!I' ttl IZt ?11 101 ,, :i Tl 6111 [01 41 !. • , 001 081 OtDI zonooor 01
001 11 ·1 att· ti1 [Jt 211 IOI I I IL 09 CO! •11 " I.L 001 UI 0901 . I DHIODOZ '
~01 11 '2 0 ti ' Hl Ht 211 IOI IL IL o, COi HI ,1 1 'L 001 HI DUI lDUIGDCI "'
OJI 11 '1 on· ttl IZt Zl 1 ,vi " IL O! CO! ti I ,. I' L DOi UI 0,01 ,urcoooz "'
Olli 11 . ~ OH' HI tit lit 101 " H o, !OZ ♦II " I' L 001 UI 0101 11 ttl 0001 01
Oil I 11 'I o,s· ti\ llt Z 11 ,O I ., 71 Dl toz tit 91 1. L DOI HI 0~01 . LUii ODDI I
GO l 11 · Z 091· HI i~t 111 Lil ,, I L z, lll •n 0~1 L. L 001 091 0,01 IUII ODOl "
001 11 . I 0"' tll Ht 111 Ll I ,s IL !! ,,: •oz cot L. L OU 091 0901 ,ic210002 0
~l 1 11 ·z on· ti l ... 1L I LI 1 ,. 1L z, !1! tor 001 L'L 001 UI 0,01 Utll 0001 0
Q. 001 11 'I OH' ♦I I Ill \ti L.! I i9 u a .il ♦Q"i" 001 L'L DOI 011 001 . EIUIOD0Z "
0 ~O? 11 'Z OH' ttl lit HI LI I u ., 19 HZ !!% .01 l'L 001 081 0901 · HUI0002
M 001 I I ·z OH' HI IH HI L ~ l ,. II ll s.r HZ LOI ,·~ 001 011 O,Ol 11£110002
001 t1. I o,r ttl I" ur "! r H &t " ~=i IH LO\ ~, L o!; o,I iin iUJln8J
<t 001 '. l '2 O! , ti! •• TI I LI I ,a " T9 nr I ! Z LOI ,. L G ' Of
0
°' . . .. .. --. --...........
°' HJ· UV· UH ,,is HU OU aw o•x aw DMJ QM J.N~~ ?N1 1-0~ 1'U I 1101
I S~Y U!o MBU MH 1S11 JN~d dlU 'YU ~N11 ,n1 so~ "" IJH1 IIYJ 11
" 2EllOC000 1101 ~0•
0 II UH U11'nD RUDUOI 0
I :n1d ')HI ',111M fU Hlio..-, :1na llJ
0.
QI
Ill
Sep-07-99 04:30P
s .. p-07-99 04,0lP PQrr .. yo.s
P.09
P.09
♦TNS
ADVANCED TECHNOlOGtfi
August 30. I ffl
REF: 'l'NS E060
Quamity Sbippal: J7 rolls
BOUI: 21)96
S&aps
S71lndumitlf'twy
Comnsm:e. GA JM29
0-SiriMldlm
.. , ~., ..... "_
o.-. so .... ~*"
rei: (Mt)NI ~
f"or: (N<Jl-,a
ia11 F-. (IOOUIIT•I\I\
Thi, i■ 10 unify tllat TNS E060 is 1 100% polypropylene. -WIM:n. ~purbed flllbric
TNS E060 ia ,__.. ID dqp'adaliao dlle 10 ult,,.viald cxpo..e ,nd rniau C0nll-1y
eneow,lcnd ,oil cbcmio1b, iniecsa, mild..,, u,d it~~-P~<>P)i-is sta1,1,:,
wi1b\ a pH nage of 2 U> t l. TN S I'.ll60 conlilnn, to Ille pllytical properties liJled iD llr
li!U0111illg ublc:
fABRJC PP,OPEJlTY TEST ME.mop l.lli!IS M.Alt.Y
Wtilllt ASTMDS261 allay 6.U
Tlricko-1 ASNDS199 mils 8S
Onb Temile ASTMD46l2 Iba 160
Onbl?1oaplioll ASTMD4632 ,,, 60
TnpTes ASTMD4SJJ Iba 6S
PuncluR A.Sn.tDOll !bl 9S
M..uc.Bunt ASllwf D 1716 psi 3SO
"-0 S. ASTMD47Sl U.S. Sl,Ye 80
Pe1mi&i'riry ASTMD 4491 Ilse,,; J.6J
W...,,f\ow ASTMD4491 IJIIIII' oq. ft. 12S
U. V. Rc■i.tUK• ASTMD43SS %,.,_ 70
Permeability ASTMD449I .m1-.45
~
1 MdiNA Keller
TNS AdVIIIICiCd T cda,ologica
-,· . . .,.. ,
I, ',
" if~lMJQ 0 0
" C1bflZ \ 11.11--"' ' II)
0
"
ti s,101 10 1u1nx n 101
001 11·t OGI' OU BC BO 1 LOI ll " " HI t61 •01 ,., OH Oil 0,01 tOIUOOOt
OD! u·z 001· °'' ti[ 801 LOI 19 lL " 111 tll I DI L't OU Otl 0,01 10110000[
001 II• f on· on tit B01 LOI It ;L II l&l Ul 101 t·, 001 Otl 0,01 10,,00001
001 ll"l on· Hl tit 101 LOI ll " I! ZSI £11 IOI t·, 006 Oil OUI· I OIIIOOOt
001 II" Z on· o.i tit 801 ,01 u tl !I %11 C!I 101 I , ! 006 Otl GIOI ODIIODDOt
001 11·1 009' 061 IIC I 01 ,01 ft t' " lit "' IOI t·, 006 Otl OIOI ilLIODOOt
001 Ii' l on· 061 £SE 8 Ol LOI a tL ll LLI HI IOI ['9 001 DII OHi ULIOOOOt
001 II' Z on· 0,1 Cit 601 ,01 ft tL " Ll1 SLI IOI t '' oo, 091 0!01 uuoooot
DOI II"? 001· 061 II[ 101 LOI a tL " LLl HI 101 c·, OH Oil OU 1'LIODOOI
001 to. I on· on [I( I 01 LOI It tL II Ul ILi IOI t·, oo, Oil OUI HLtOOOO(
~ OU ti' t OO'il" 011 !H 101 LOI ll !l " ••1 Ul t Cl I. 1 DH Oil OHi ULIOOOOI
~ 001 Ii. Z DOI" 01 I [It 'i101 LOI ll ll " •11 UI IOI I· I 001 O'ill nu zueoooor
:,,, 001 e,. r 001· Oil I It 901 LOI 19 H 91 •11 tvl 101 1·, OH Oil DUI IILIOOOOt • 01 II· I DlL' HI cot 911 01 " ll < 19 111 Ul ►01 '. I 001 091 DUI uuoo0or
or 11 · I OIL· Hl IOt ,11 06 I! HL H tel l!I ►01 ! . I oo• 011 0,01 IIL180001
or 11'' OIL. Ht ,ct ti 1 06 I! ltL ll Ill a, l •01 ,., 00, Oil OSOi ULIODODt
I. QI 11 · I OIL" HI \Ot ,11 06 " !CL t, ltl Ill •01 ,., 001 Oil HOI LIL90D0Dt
I. Ot I!. 2 OIL. ILi \Ot "1 06 I! l! '' OZ! !I I +01 I , 1 001 Oil HOI ,enoooo,
~ DI u·z Oil" Hl \Qt 911 o, " 1 I " OH HI •01 I"! 001 Oil O,OI UUOOOOI
0.. 01 11·1 OIL" ILi ICt Hl a, i I I I II Ozt !11 tQ1 I ·t OOI Oil 0!01 nuoooor
0.. 01 11 • Z OIL· ILi \Dt ,r 1 06 I! IL II OU lll to, 1·, OU Oil OHi tlUOOOOI
01 ll"Z OIL" IL 1 lot •n o, I! II " '" U1 +01 t'! 0OI Ott DIDI ttUOOOO(
Q. N 01 II •z ou· UI IOt .. , 01 !! II " Ell ILi tOl .. , OOI Oil 0,01. IUUOOOI
0 0 01 II ·z 0!(. HI ICt ti! 01 " II " 111 HI tQI t:t 001 on OtOI 1111oooor
M .• .. " 01 11·1 OIL" IL 1 10• ti 1 o• u IL e, 111 LLI •01 t. I 001 Oil 001· ill 0000!
" 0 01 11 ·1 OIL' Ht let ti! 01 " IL " Ill LLl to, .. ' 001 fll 0101 · ILUOOODI
0 01 II ·z OIL" ILi IOt •11 01 ., 11 ., Ill LLI tOl .. ' COi Oil 0101 IUIODOOt
a,
Ill a,
Ill ' -.. --...... -... -.. -
" UJ· 11W-UVI ~us lSJI GNI UN UWI n QNJ aw 11 '-" ~-, 111A 1UI I 1101
I 0 SOY 014 WIid /IOU 1518 J~fld d~U dOl ,1111 :llllJ an, sn~ IJU IIU
r-0 ' 11110~000 1101 IOI
I Q. •1,a 1111,ne "lAONIOJ
a. ~ 1,u "JMJ '1111~ Ill. ~6/0[/I IJL1Q
ru 111
Vl
C:1GE\so1I100\0oc\EPA~eosvn_2.wpd
September 8. 1999
• •
Attachment 6
Sample Results for Replacement Geocomposite
Sent By: NTH CONSULTANTS, LTD.; • 1 61 02806666; 08 Sep. 1:31PM;Job 262;Page 2/5
'1TH Consultants. Ltd.
860 Springdale Drive
l:.xton PA 19341
i610) 524-2300
TABLE
c~:OSYNTHETIC MATERIAL TEST RESLI.TS
<;E Lighting System~ Project
NTH Proj. No. 13-990613-00
Geocornposite Sample l.l)
~l(-# r:.J797~
Melttoci
A.'S-IM nit71 r,
Ciradlcnt -

I

.U r1±:
15.UOO !)SI
ASTM f-904 MU tiHh:: l
,.,STM F904 ;\-ID Side 2
,\STl\1 fQ04 :-<O SiUi,; I
,".. '>TM F9G4 XD SiUc i
F.\DATA\PROJ\l.)Q\\) 9906 lJICUMl'OSlTf fR/\1.00C
lh:nlirn.t,; ll..:~ult~ ,vn.
----------.. ::r~:-=~-.~-,
Sent By: NTH CONSULTANTS, LTD.; • 16102806666; 08 Sep I 1 :32PM;Job 262;Page 4/5
:'lTil Comultants. Lt<l.
860 Springdale Drive
Exton. PA 19341
[phone]
TABLE
<;~:OSYNTHJ::TIC MATERIAi. TEST RE:Slll.TS
(; E: Lighting Sy•tcms Project
NTH Proj. No. 13-990613-00
Gcocomposite Sampl~D
b11,19?J
I\Sl'1 [)4716
Gradic.m "' ! . IJ r,j'
I :i.OtlO p~r'
A:iTM ~•10J ,\10,1,il<lc I
A:STM t'',>i)-1 MD .<;,i<lc 2
,\STM f904 XU ,%le I
,\SH1 ~90.l XO .)irlc 2
Sent By: NTH CONSULTANTS, LTD.;. 16102806666; 08 Sep. 1 :33PM;Job 262;Page 5/5
:-:TH Consultnnts, Ltd.
860 Springdale Drive
Exton. PA 19341
(6101 524-2300
TABLE
f,EOSYNTHt:TIC MATERIAL TEST l{F:SUL TS
(,F, Lighting Syst~ms Project
NTH Proj. No. 13-990613-00
Geocomposile Sample l.D
hu # c;) 7990
Methnd
A~TM 0'1716
Gradient= I u -',!1
15.000 n~f
A~TM t-'.104 /',10 Side I
ASTM 1·904 MIJ !fate l
,\STM f904 All ~1<.k I
,,sTM P.l04 Xl> Stdt: l.
-
F \OAT A\PROJ\9CII 1 3" l)!.)00 I J\COMPOSIT[.PRl\1.0lX • .'
-
Sent By: NTH CONSULTANTS, LTD.; • 16102806666; 08 Sep. 1 :32PM;Job 262;Page 3/5
:\TH Consultums. Lttl.
860 Springdale Drive
Exton. PA 19341
[phone]
TABLE
(;ii'.OSYNTHETIC MATERIAL TEST RESLI.TS
GE Lighting Systems Prujtcl
NTH Proj. No. 13-990613-011
(;cocomposite Sample I.I)
~tt II cJ-7'991
ASI'M D.171(1
C.radicnt • ! ,IJ r,f
15.UUO p51
A.0::,TM f904 MU Sitic: i
.,~TM Fl.)04 MD Side 2
"'HM FQM xn Side I
,\STM F904 :,.:u Side l
-
f ·1f>AT A\PROJ\99\_1,3·.91.)061 J\COMPOSITF FRM.DOC
,\Vlj
-
• • UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION 4
ATLANTA FEDERAL CENTER
61 FORSYTH STREET
ATLANTA, GEORGIA 30303-8960
4WD-NSMB
Ms. Janet Boyer
EHS Manager
GE Lighting Systems, Inc
3010 Spartanburg Highway
Hendersonville, NC 28792
SUBJ: GE/Shepherd Farm NPL Sita
East Flat Rock, NC
Dear Ms. Boyar:
June 16, 1999 RECEI\/E.D
JUN 18 1999
SUPERFUND SECTION
The following are the Agency's comments on the Cap Drainage Layer Design Modification
Request dated May 26, 1999:
1. Calculations should be provided that indicate that the biplanar composite geonet will be
sufficiently transmissive to handle the site conditions.
2. The Cap Drainage Layer Design Modification Request does not provide adequate
information to determine compliance with Section 02715 of the Technical Specifications
included in the Final (100%) Remedial Design & Remedial Action Work Plan for Soil at the
GE Subsite. The submitted information must be legible, must meet the prerequisites for
submittals as included in Paragraph 1.4A of Section 02715 and must meet the
requirements as included in Table 0271-1 of Section 02715. Furthermore, all subsequent
material testing, handling, installation, etc. must meet all conditions of Section 02715 as'
well as those requirements included in the Final (100%) Remedial Design & Remedial
Action Work Plan for S_oil at the GE Subsite. Submittal of the appropriate information
must be received and approved by the US EPA and NC DENR prior to the use of any
mateilalsl methods! etc net pievious:y approved during the remsdlal design process.
If you have any questions, please give me a call at 404/562-8824.
cc: David Mattison, NC DENR
Todd Hagemeyer, HSI GeoTrans
Lynn France, COM
Internet Address (URL)• http://www.epa.gov
Rocycled/Recyclable • Printed with Vegetable OIi Based Inks on Aecyded Paper (Minimum 25% Postconsumer)
• 1 080 Holcomb Bridge Road
Building 100, Suite 190
Roswell, Georgia
30076
A TETRA TECH COMPANY 770-642-1000 FAX [phone]
Ms. Giezelle Bennett
Remedial Project Manager
U.S. EPA Region 4
61 Forsyth Street
Atlanta, Georgia 30303-3104
June 15, 1999
Reference: GE/Shepherd Farm Site, East Flat Rock, NC
HSI GeoTrans Project No. N754-026
Dear Ms. Bennett:
The purpose of this letter is to request EPA approval of a modified compaction
testing method for the waste soils and debris that are being placed in the Dry Sludge
Impoundment (DSI). HSI GeoTrans is proposing an alternative testing method in
order to verify compaction of the soil waste material as specified in Section 2229 of
the Project Specifications. Based on the recommendations of Earth Tech and Geo-
Environmental Consultants, Inc (GCI), we propose the use of the Dynamic Cone
Penetrometer (DCP) to determine the bearing capacity of the compacted waste soils
and debris within the DSI.
The DCP testing will replace the specified testing in Section 2229 3.3A and
3.3B (Moisture Content (ASTM 02216), Standard Proctor (ASTM 0698), In-situ Moisture
(ASTM 03017), In-situ Density (ASTM 02922)). The DCP testing will be conducted at a
frequency greater than or equal to the previous frequency. Attached is a revised
Section 2229 that specifies the DCP testing.
The DCP testing can be correlated to the previously specified testing methods
as demonstrated in two attached memorandums dated June 8, 1999 and June 15, 1999.
Additionally, the DCP testing is more appropriate for waste soils and debris because
( 1) the waste soils and debris vary significantly in material properties causing difficulty
in performing the Standard Proctor, (2) DCP testing does not require handling of the
waste material, and (3) metal debris may interfere with the previously specified nuclear
testing methods.
C,\GE\soi!100\doc\EPA_paw2.""1)d
J..-.15, 1ggp
• •
Please feel free to call me at 828-693-2659 or Todd Hagemeyer at 770-
642-1000 if you have any questions. We will proceed with DCP testing of the waste
soils and debris as the materials are placed unless notified otherwise.
cc: Janet Boyer (GELS)
Todd Hagemeyer (HSI Geo Trans)
Lynn France (CDM Federal)
David Mattison (NC DENR)
C:\GE\sool1 00'ldoc\EP.-,_IHlw2,wpd
J...-.. 1!1. 1999
Sincerely,
i/i?P )._ lji~--
Pru1i!>"weeber
Project Engineer
2
HSIGEOTRANS
C.\GE\soi111XMoc\fPA~w2.wpd
J,.,... 15, HIIXI
•
Attachment 1
REVISED SECTION 02229
ON-SITE DISPOSAL
•
HSIGEOTRANS
PART 1 -GENERAL
1. I DESCRIPTION
•
SECTION 02229
ON-SITE DISPOSAL
•
A Scope: The CONTRACTOR shall furnish all labor, materials, equipment, tools and
appurtenances required to complete the work of proper management, stockpiling,
hauling, placement, and compaction of specific waste materials generated as a
result of the construction operations under this Contract, as specified or required.
B. General: Materials to be disposed on site include contaminated soil and waste
material excavated from the former landfills and any incidental waste material
approved for on-site disposal by the ENGINEER.
C. Related Work Specified Elsewhere:
I. Section OJ 750 Health and Safety Provisions
2. Section O I 800 Environmental Protection
3. Section 02100 Site Clearing and Grubbing
4 Section 02221 Former Landfill Excavation
5. Section 02222 Common Fill
6. Section 02270 Sediment and Erosion Control
D. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified.
I.
2.
3.
4.
5.
ASTM D2216
ASTMD698
ASTMD2922
ASTMD3017
ASTMD1556
E. Applicable Regulations:
Moisture Content
Standard Proctor Test
Density of Soil and Soil Aggregate in Place by
Nuclear Methods (Shallow Depth)
Moisture Content of Soil and Soil Aggregate in Place
by Nuclear Methods (Shallow Depth)
Density and Unit Weight of Soil in Place by the
Sand-Cone Method
1. In order to prevent environmental pollution arising from the construction
activities related to the performance of this Contract, the CONTRACTOR
and his· subcontractors shall comply with all applicable Federal, State and
local laws and regulations concerning fugitive dust emission control,
equipment decontamination, as well as the specific requirements stated in
this Section and elsewhere in the Specifications.
C.\GEIOOCS\GE_SOIL\SPECS\01m.ll,Jld
June 1!1, 1m Page I of 4
On-Site Disposal
Section 02229
• •
2. The CONTRACTOR shall not dispose or stockpile any excavated material
in wetlands, stream corridors, or flood plains. In the event of such disposal,
the CONTRACTOR will be required to remove the waste at his own
expense and restore the area impacted.
PART 2 -PRODUCTS
Not Applicable
PART 3-EXECUTION
3.1 DISPOSAL
A. The CONTRACTOR shall haul, receive, stockpile, spread, and compact waste
material derived from excavation of the former landfills.
B. On-site disposal shall occur at the designated areas shown on the Contract
Drawings or as directed by the ENGINEER. Unless otherwise specified, shown,
or directed, the on-site disposal location is the Dry Sludge lmpoundment. Vehicle
inspection stations will be established at the Landfill A and Landfill B unit
boundaries during excavation tasks and at the DSI unit boundary during all pre-
capping activities. All vehicles will be inspected as they leave these work areas.
Dry brushes will be used to remove dirt from the tires and underside of the vehicle·
before the vehicle will be allowed to travel outside the unit boundary. The dirt
removed from vehicles will be swept up and deposited on the DSI prior to
capping. If outer vehicle surfaces require decontamination (i.e., due to contact
with tars or other material that can not be removed by dry brushing), these
surfaces will be cleaned at temporary decon areas set up adjacent to the work area
exit.
C. Debris disposed of in the DSI will be smaller than 18 inches in two dimensions or
IO feet in one dimension. Any debris larger than this will be sized to meet these
dimensions or segregated for disposal off site.
3.2 PREPARATION
A. Clear and grub existing surface of on-site disposal locations as required under the
relevant Sections of these Specifications.
B. Scarify the denuded soil surface of the on-site disposal areas immediately prior to
placement of t\:ie waste material.
C:\GE\OOCS\GE_SOIL\SPECS\ln229."'Pd
Jlllll15,I~ Page 2 of 4
On-Site Disposal
Section 02229
• •
3.3 FIELD TESTING AND QUALITY CONTROL
A. As a minimum, the following testing shall be performed on each source of the
waste soil material prior to excavation and placement.
TEST FREQUENCY (1 Test per)
Dynamic Cone Penetrometer 5,000 cu yds
Sampling points in waste source areas shall be as directed by the ENGINEER.
Additional tests shall be required if changes in material are observed. A minimum
of three (3) tests shall be performed for Landfill A and one(!) for Landfill B.
B. During placement of the waste material, the following in-place tests shall be
performed.
TEST FREQUENCY
Dynamic Cone Penetrometer 5 tests per acre per lift
D. During placement of successive layers of waste material, all testing required in any
layer shall be completed before successive layers are installed.
3.4 STOCKPILING, PLACEMENT, AND COMPACTION
A. General:
I. Waste material shall be placed in areas shown on the Contract Drawings
and specified herein.
2. Unless explicitly shown on the Contract Drawings or stated in this Section,
stockpile locations shall be approved by the ENGINEER in advance of
commencing work. Polyethylene or other approved sheeting material shall
be placed over the stockpiles in advance of precipitation events, wind, or
other inclement weather, and as directed by the ENGINEER.
3. Waste material shall placed in maximum 12-inch lifts, except where
otherwise specified in this Section.
4. Portions of the waste material, which in the opinion of the ENGINEER,
cannot be compacted adequately with rollers because of inaccessibility or
the possibility of damage to structures, shall be placed in layers not thicker
than 6-inches and compacted to the specified density by means of approved
power tampers. The type of tamper and its method of operation shall be
subject to acceptance by the ENGINEER.
5. Surfaces between lifts shall be kept free of any surface debris.
6. Construction traffic shall be planned to ensure an even distribution of
traffic over the filled waste surface.
C;IGE\OOCS\GE_SOIL\SPECS'\0222e.wpcl
J..,.. IS, 1'199 Page 3 of 4
On-Site Disposal
Section 02229
• •
7. Fill shall not be placed during weather conditions that prevent the specified
moisture content of the soil material from being achieved.
B. Application of daily cover:
I. The sequence of installation of waste layers shall be arranged to provide a
daily cover of common fill over the waste layers. Common fill shall be
placed, tested, and compacted according to the applicable Sections of these
Specifications to a thickness no less than 6 inches. The surface of the
common fill shall be seal rolled with a smooth drum roller prior to periods
ofrainfall. Successive layers of waste shall not be placed onto wetted daily
cover until the daily cover has been dried to within 4% of the optimum
value.
2. Daily earth cover may be substituted with a synthetic cover material with
approval from the ENGINEER.
C. Compaction Criteria:
I. Unless otherwise denoted on the Contract Drawings or in this Section,
waste material will be compacted in-place at optimum moisture, plus or
minus 4%, to a density of not less than 90% of the optimum density
obtained in the testing performed under this Section. Compaction shall be
achieved by use of standard compaction equipment (i.e., smooth-wheeled,
pneumatic-rubber-tired, and sheepsfoot rollers, tracking, etc.) or as,
approved by the ENGINEER.
3.5 SURVEY CONTROL
A. Upon completion of the work covered under this Section, the CONTRACTOR
shall survey the limits and elevations of the top of the waste and daily cover in
accordance with the General Requirements of these Specifications.
C,\GE\DOCS\GE SOIL\SPECS'D22:29 .•
J.,..1s. 1m -
END OF SECTION
Page 4 of 4
On-Site Disposal
Section 02229
C:IGE\sool1QO\doc\EPA_paw2.wpd
J...-..15. l"W
• •
Attachment 2
MEMORANDUM DATED JUNE 15, 1999
HSIGEOTRANS
•
MEMO
To:
From:
Subject:
Date:
Mr. Phil Weeber
Scott D. Stalker P.E.
Alternate Testing Method of Waste Materials
June 15, 1999
•
This memo with attachments is in addition to the memo dated June 8, 1999 regarding the
referenced subject. Attached is a clarification from Geo-Environmental Consultants, Inc.(GCI)
with supporting documentation of the proposed alternate testing method as requested by
HSVGeotrans and Mr. Dave Mattison (NCDENR). Preliminary results of the Dynamic Cone
Penetrometer Tests indicate that the bearing capacity of the installed waste materials far exceed ,
the typical values of 2,000 psf Earth Tech will continue to perform these tests as the waste
material installation progresses unless informed otherwise. If you have any questions or require
additional information please notify me at your earliest convenience.
•
GEO-ENVIRONMENT AL
CONSULTANTS, INC.
June I 5, 1999
Mr. S,ott Stalker, PE
Earth Teen, Inc.
3010 Spartanburg Highway
Hendersonville, NC 28792
•
•
Subject: Clarification of Request for Alternative Testing Method
G.E.L.S. • Shephard Farm Superfund Site
Hendersonville, North Cnrolinn
GCI Project No. 99111
Dear Mr. Stalker:
This letter is written to provide clarification of the alternative testing method that is being proposed
by Geo-Environmental Consultants, Inc. (GCI) and Earth Tech, Inc. for the above referenced project
site. The items included in this clarification are based upon conversations at the project site on June
14, I 999 with Mr. Dave Mattison of the North Carolina Department of Natural Resources
(NCDENR), Mr. Phil Weeber ofHSI/Geotrans, Mr. Chris Hardin ofGCI and yourself.
As indicated in our previous correspondence dated June 8, 1999 the dynamic cone penetrometer
(DCP) is a well-established method for measuring the in-place bearing capacity soils. The DCP test
method includes tables that provide correlation to the Standard Penetration Test (SPT, ASTM D-
1586). The DCP, SPT and field density test methods are used by geotechnical engineers to provide
an indication of the in-place bearing c.ipacity of soils. For design purposes typical correlations for
a bearing capacity of2,000 psfinclude 95 percent of the Standard Proctor and in-place SPT or DCP
blow counts ranging from 5 to 7 blows per interval. Correlation tables exist for SPT and DCP to
bearing capacity from Foundation Analysis and Design, Bowles and charts developed by Terzaghi and
Peck (1967). Direct correlation from field density tests to bearing capacity are typically developed
on a site-by-site basis due to the variation in soil type, but for design purposes it is widely assumed
that 95 percent of the Standard Proctor is approximately equivalent to 2,000 psf. The bottom line
for design purposes is that the ruling parameter is the design bearing capacity and that field
indications of bearing capacity can be established by either field density or penetration type testing.
To provide assurance on lhe suit.:bility of the proposed testing method GCI has attached design
charts from J. Bowles and Peck, Hansen, and Thornbum that indicate that a DCP or SPT value of
5 to 7 correlates to an in-place bearing capacity of2,000 psf. To provide additional assurance of the
suitability of the compaction of the waste fill for the proposed capping system, the GCI Principal
Engineer will also provide a professional engineer's technical opinion on the bearing capacity and
suitability of the test method for the proposed application.
A Common Sense Appro:lch To A Cleaner Environment
11704 Renmes Rood, Churlottc, NC 28269-7637 • 704-596-8788
13LL8%S~l3.!.
FAX: [phone]
W~6S:131 6661'Sl'Nnf
• •
Mr. Scott Stalker, PE
Earth Tech, Inc.
June lS, 1999
Page 2
As indicated during our conversations the main reasons for requesting the alternative testing method
is a desire for increased applicability of the test results for mixed waste fill material and adherence to
OSHA guidelines for dealing with PCB impacted soils. A preliminary round of DCP testing and
corresponding bearing capacity correlations will be provide to Earth Tech, Inc. and HSI/Geotrans
within the neict two days to demonstrate the common sense applicability and usefulness of the
ultemative method. We anticipate that the test results will indicate that the fill has been compacted '
adequately and that the data generated is representative of the site conditions that are being observed.
We anticipate that the explanation and design charts provided above will provide adequate
clarification for the NCDE~ and HSI/Geotran personnel. If you have any questions regarding the
contents ofthis letter and/or the application of the proposed alternative test method, please do not
hesitate to call our office at [phone].
Sincerely,
GEO-ENVIRONMENTAL CONSULTANTS, IXC.
11l:~ v~
r D. Hardin, P.E.
Project Manager Principal Engineer
Attachments
W:ICORRESPII 9991991111:llterntest.ltr
0.!..!.896SMl.!. WtJ6S ,01 666 l ·st ·finr
•
GEO-ENVIRONMENTAL
CONSULTANTS, INC. =
PROJt;CT G-.F-.. L.S.
SUBJECT B.e..a..r
2"d 8r0"0N
•
BY DATE 6 /1 5 /~1 • - l
CttKD. BY---DATE ---
SHEET OP
PROJECT NO. l I
0L.!.896St'OL W~LS:6 6661'Sl"Nnr
leyerhof
)3City lO
(4-9)
(4-10)
,nl, kPa
imarily
;o 10 55
,unts N
ues for
lhc left
,e right
plot of
fluencc
s<cntly
is not
ting q.
,meter.
1h will
th will
which
a 50
(
nci:R£ .. ,
800
700
600
lOO
" :: 400
J
)00
200
PliAllNO C,'\111\CITY OF FOU"-10.\TIOlt./S. 221
1 l
TIS01.0~
1=eiu...~
A~\ •f• ~ ~
De...<: LC, A__
i I :--·-··h---f=-;-=======¥'~o==i
'
001'--i::----+--..i. __ _j_ __ JL:=J+--
f-----i-, ..... -
1)-lm
0 l • 8. m
A11nw:,hlc hcarinJ!. c:1r,;11.:i1y fnr ,..,rfo~"ll h•:1\lCJ rootir,si, wiltl ~c11lcmcn1 hmi1ed 10 opp1n•i1Tlllldy
~~ 1nm. t"=l.J11;1tinn, u,cd .1rc ~1w"'n on ns~1ri.:. ~!'llh-f1w1nr ;l(Jjuitmtl'll ;\\~o s.!'!.own. N •hriwn in
:,rrm~im;u,•ly N,~-
percent incrcnse) to obtain
N
q, ~ F, K, (4-1 I)
In these equations the allownble soil pressure is for an assumed 25-mm se!llemcnt
In general the allowable pressure for nny settlement is
(4-12)
where S, ~ 25 mm for SI and I in for Fps. S; is the actual settlement which can be
-JUN.14.19
tion (,olid line) bttwecn
of foorinS' on und fer
ind ,ubnitute rdi!.tion
u~ for design.
1t11t. The soil pressure
n settlement Sl on a
f unallcr thi\n the ,1,oil
-:s the umc ,eulement
nee, in a rO\.lfth way,
~tioa between the soil
the. given settlement
m the standard pcnc•
•· Such a relation waa
"erzaghi and Peck) on
nowlcdgc of 1hc load~
1luer or various sand-
c value of S1 wJs taken
e that if the maximum
~icted to this amount
ncnt! among the foot•
ling would b< within
nformation then ""ail-
conaervativcly, ,o that
actual settlement of a
on the basis of the
1 than \ in. Experience
1c relation was indeed
ietimcs CXCCS$ivcly ,o;
lifieation1 have been
to time. The one pro--
: i1 repre,cn ted by th•
e right side of the thr<C
~ch line corresponds t~
and indicates the ,oil
:,,g to a &cttlcmcnl of 1
n'WT\ for the coriditiofl
i, at great depth. 'l'h<
for other po5ition• 15
Footirte, o" SW 309
(a) 0,/8 • I
6 I N •50
(cl o,1a•o2,
N;50
;::5
N.-t#O .. • -.....4
' • ~ ~J
N•3D
f IV• :10 ~ 2 N•IS t N• 10 ._ I
':: N•5 • ., , J ~ 0 z J • 5 6
Wit:lf!J c; foof/ng, 8, n
FtoVJU?. 19.!. De~ign ch1-.r1 for proportionin,; 1h2llow footing, on und
The horizontal lines in Fig. 19.3 Corm
pan o( a ch.:i.rt for design of footings on
sand. The use and limi1a1ions of the chan
arc di,cusscd after an investigation of the
limit:itioM imposed by the bearing capa-
ciry of the ,and.
Conndnation.s of Bta-rin,1 Capocity. It hM been
pointed out th.it, for narrow rooting!, small
inaeasca in soil pre!!urc may lead to such
large incrca5e5 in sctllcmcnt th.it the move-
ment would be considered a bca ring-capa-
city f~ilurc. Hence, any acceptable proce-
dure for proportioning footings on sand
mun provide assurance that, even ;f the
,cttlcment under the anticip;:ned conditions
would appear not to exceed 1 in., the margin
d
D,
A.gains.t a bcaring.eapacit;· failure would be
ample in ,pite of the ine\'itablc difference.!
between anticipated and rei\l conditions.
Morco,..cr, under some c-irc\Jmm1ncea even
larse ,c:.nkmcnts of wide footings or piers
m.i.y be acceptable if the possibility of an
outright failure of the Sl1pporting sand is
excluded. Hence, a knowledge of the ulti-
mate bcnring capacity is essential for de-
sign. Reasonable estimates ci\n be ba&ed on
theoretical consideration,.
Figure 19.4 represents a cross section
through a long footing n·ith width B, resting
at depth D, below the ground surface on a
deep depo,i1 of sand. If the footing fail, by
breaking into the ground, .i zone aO'a' 1
t.5 ·-'71 b _________ oll.!:;~~,I-IJ:~..U..U..1?lf-L.-
'i~---.•. o· I "' f ' • ;•
ld,ali:ea COl'lo","f,"Q,,I
s ~ p f'r;,i f.
F'roUkE J9.4-i Crou 1ection through long footint on sand :ihgwing (left side:)
pattern or diJpl.acementJ during bearing-capacity failutt, 11.nd (right ,idc)
idcali1cd conditions auumc-d for analyti1.
1)e_c.,l,
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TL r IA ~)-•' I\
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• •
Attachment 3
MEMORANDUM DATED JUNE 8, 1999
HSIGEOTRANS
•
MEMO
To:
From:
Mr. Phil Weeber /J /)
Scott D. Stalker PE. /1J/
Subject: Alternate Testing Method of Waste Materials
Date: June 8, 1999
•
In response to the to the memorandum dated June 2, 1999 from HSI Geo Trans regarding Request for Clarification (RFC2-l), Earth Tech is proposing an alternative testing method in order to verify compaction of the soil waste material. Based on the recommendations from Geo-Environmental Consultants, Inc. (GCI), Earth Tech proposes to use the Dynamic Cone Pentrometer (DCP) Test in order to determine the bearing capacity of the installed waste materials. The frequency of testing will be maintained at the same frequency as the density testing requirements listed in Section 02229 of the Project Specifications.
GCI's letter regarding recommendations for an alternative testing method for the waste soil material is attached for your reference. The alternative testing method indicated in the letter will correlate to 95 percent of the Standard Proctor which is 5 percent greater than the specified compaction of90 percent. Earth Tech believes this will be more than sufficient to verify the required compaction of the material. If you have any questions or require additional information please let me know at your earliest convenience.
JUrl. 7. 1999 l[): IBPM -;'0--15968770 • GEO-ENVIRONMENT AL
CONSULTANTS, INC.
June 8, 1999
Mr. Scott Stalker, P.E.
Earth Tech, Inc.
c/o HSI GeoTrans, Inc.
3010 Spartanburg Highway
Hendersonville, North Carolina 28792
•
Subject: Recommendations for Alternative Testing Method for
PCB Contaminated Waste Soil Material
G.E.L.S. -Shepard Farm Supcrfund Site
Hendersonville, North CArolina
GCI Project No. 99111
Dear Mr. Stalker:
r10. 905 P.2
As requested, Geo-Environmental Consultants, Inc. (GCI) has evaluated rl1e feasibility of the proposed method and alternative methods for the density testing of the PCB Contaminated Waste
Soil Material (PCB WSM). At this time it is our understanding that the proposed method is ID use conventional Standard Proctor moisture-de:isity testing methods to determine the in-place density
of the PCBWSM.
B~ckground lnformarion:
As part of our evaluation offeasibiliry, GCI considered both the accuracy ofrhe rest method and the
safety of our employees. It is important tO note that Moisture-Density tests conducted in accordance with the applicable ASTM methods require field drying or oven drying of the soil samples at temperatures in excess of 212 degree Fahrenheit. GC! has concern that these type of test methods would cause unnecessary exposure to our employees when other equally acceptable methods could
provide of the bearing capacity ·or stability of the PCBWS'YI. The potential for exposure would
require a hooded oven or respiratory protection for employees during the preparation and drying of samples in order.to be in compliance with applicable OSI-IA regulations.
The test methods required by Section 02229 • On-Site Disposal of the Project Specifications can be easily represented by other similar test methods that do not require field or o,·en drying of moisn1re
content samples to correlate the test devices. By not using the Standard Proctor Test, ASTM D-698, a hooded oven or respiratory protection for employees would not be necessary during the preparation
and drying of samples. Adequate correlation to field density and bearing capacity could be provided by several penetration resistance methods including the Standard Penetration Test (SPT), ASTM D-
1586 or the Dynamic Cone Penetrometer (DCP) test. It is our understanding that alternative test
A Common Sense Approach To A Cleanel"' Environmcru
11704 Reames Road. Charlotte. NC 28269-7637 • 704-596-8788 • FAX: 704-596-$770
JUtl. 7 . l 999 18 : 19PM 7"045968770 • c;u.585 ?.3 •
G.E.L.S. • Shepor:! Farm· Sllperfund Site
Earth Tech. Inc.
June 8, I 999
Pa;e 2
methods for density testing v.ill be allowed if they are presented to the EPA and NCDENR.
Inconsideration of this request for providing an acce?table alternative testing method, GCI contacted
several NCDENR regulators regarding standard procedures on testing waste products and/or soil in
municipal and/or hazardous waste landfill closure projects. It is important to note that these
discussions were carefully initiated about "generic facilities" and GCI did not mention any
specific items thnt could have brcnched the confidentiality required for the subject site to
ensure compliance with Item 6.2 in our Subcontract 99S-0204-RC5. Based on these
conversations with several regulators with whom GC! had pr~vious contacts, it is our understanding
that density testing of waste products or waste saturated soil is not standard practice. It is also our
experience that density testing of waste impacted soils typicslly has little influence on the overall
compaction since if compaction foils adding or eliminating moisture is not encouraged on waste fill
sites. In consideration of the potential hazard to GCl and/or Earth Tech employees and the inherent
lack of accuracy of conventional density for non-standard soil/waste materials, GCI is providing
alternative recommendations in the following section.
Summarv and Recommendations:
In consideration of the background information provided above and our pre\'ious experience on
several municipal and hazardous waste closure project in the State of l\'orth Carolina. GCl
recommends th.it the surface bearing pressure of the waste soil be evaluated using an dynamic cone
penetrometer (DCP) test. The DCP is a simplified version of the SPT and the test results can be
correlated to a specified bearing capacity. The DCP test method can be used to evaluated not only
the surface hft(s), but also to depths up to five (5) feet below the surface. Since the design bearing
capacity of the waste fill is 95 percent of the Standard Proctor we recommend a correlation to
approximately 5 to 6 blows of the DCP penetration resistance which approximates 2,000 psfbearing
pressure. The frequency of testing would be maintained at the srune frequenc,· as the density testing
(i.e. 5 tests per acre per lift) in Section 02229 of the Project Specificacions.
As mentioned in the Earth Tech memo dated June 1, l 999, GCI also recommends th~t the nwnber
of passes of the roller be observed by the field technician. The observation of the passes of a high
energy roller is equally important as the test procedure to ensure adequate compaction of the mixed
waste material. Soil with variable amounts of debris and waste products are best compacted to a
more uniform mass by providing equivalent compactive energy in a defined roller pattern. It is the
professior.al opinion of the GCI Principal Engineer that the Ear1h Tech request for providing six ( 6)
passes of the compactor is a conservative application of the requirement for compaction of the waste
soil/mixed waste material.
JUN. 7. 1999 l0'18PM 7045968770 • tiO. 905 P.4 •
G E.L.S .• Shepard Fann -Super fund Sito
Eorth Tech, Inc.
June&, 1999
Page 3
We anticipate that the description of the revised test method will be suitable for your intended us~
and will be adequate justification for the HSI Geo Trans, Inc. engineer. If you have any questions
regarding t.'1e content of this letter please do not hesitate to call our office at (704) 596 · 8788
Sincerely,
GEO-ENVIRONMEXTAL CO'.'iSUL TANTS, ll\'C.
/It~
Jeffrey K. Becken, E.1. T.
Project Manager
W:\CO\'lR.ESP\ 1999\991 \ l\ihtcs;o.l~.lc:t
•
Princi;,al Engineer
Dyan,nic Cone;
for Sltallour i
In-Situ •I
QJ
Penetration ~
Testing
S-20004
•
6 fl',, BCART ~
(~ 10NGYEAR
Boart Longyear Company
2175 West Park Court
Stone Mountain, Georgia 30087-3529
Tel: 770-469·2720 • 800·241-9468
Fax: [phone]
"'
•
2
George F. Sawer.o' and Charf•.o S. HedgH•
Dynami, (one for Shallow ln•Situ ~ .... s,• •
, , Penetration Jesf/ng .
REFERENCE: George F. Sowers and Charles S. Hedges,
"Dynamic Cone tor Shallow ln-Srtu Penetration Testing,' Vans
She11r and Cone PenetraUon Resistance Testing of ln-Silu Seils,
ASTM STP 399, Am. Soc. Tes~ng Mats., 1966, p. 29.
ABSTRACT: Field calibration of a portable dynamic cone
penetromelor was made 10 determine a penetration resistance
re1ationshp with lhe slant.lard penetration resistance. Tho
penelromeler has been found useful in the inspection of looting
loundalions and lor lighl field exploration where the standard
penetralion range ol Umrts is generally known. The test data show
lhal it is capable al approximating the standard penetration
resistance lor the virgin soils ol lhc southeastern United Stales.
KEY WORDS: soil (material). field 1es1s, penelrometers,
penelration resistance, cane penetromelers, footings
Penelratlon 1es1s have long been used 10 evaluale soil consistency and
densily. The primitive builder may have sounded lhe ground wilh a
poinled slick or his heel, as can be seen in some tribal villages today.
The skilled workman forred the poinl at a pick or drove a rod inlo the
ground wrth a mallet ol known weight. Today there are numerous
penetromelers of standardized design, bul all based on the same
principle; the penetration o1 an obfecl into lhe soil, 1orclng the soil aside
end develop\ng a shear displacement similar to a bearing capacity
failure ol a foundalion (1-4).'The relationship between soil strenglh and
pene1tation resistance is a I unction of the shear pattern. This can be
determined by a plastic analysts o1 the shear zone or by empirical
correlation wilh laboratory lesls. In each case the results depend on the
shape ol the penelromeler, which varies wilh the type ol soil and its •
oonsislency and density.
Various shapes ot penetrometers are in use. including flat-tipped rods,
cones ol different sizes and shapes, augers wilh oone-shaped Ups, and
culling edges o1 thick-wall samplers. Ahhough there are few oomparalive
data on the ettect of shape, there Is some belie! that the cones yield
I Ploe~•m ol CMI -.in1e.,i"l9,. ~ ~IA di 1~ AN:nl.l. GA,. ~ VU, pnl~
and <Ull,<Alm. LPI ~q,g lamQ CD.. Aal/ll.il, (alt..
2 J.l..rlao-,, ~\ ~bf,:wi 0.p&Mtdl. Law £¥-ir'ii ~ CQ., #J.14nW., GA.
3 lh9 IY.ACRJ"""'fl Ptrr•"'-•ivl•\ll .,_. ~I.I oln.___, _,,._end olC..p1~1.
3
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w
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I/an• llih••r and Con• P•n•lratlon lled•tance 1••1ln9
more consistenl resulls than lhe others. Two types al loading are used:
slatic and dynamic. Static loading simula1es lhe shear developed in
laboratory tesling and can be easily adapted to conlinuous penelralion
and automatic recording (5J. Dynamic loading is adapted 10 a very wide
range ol soil strenglhs but lnlroduces Iha variable eHecl ol dynamic
shear and shock or vibration. The personal experiences ol those who
make and inlerpret the _lest resu~s ralher lhan any well-defined merits ol
arry one method or dBV1ce appear to be the laclor determining selection
and use ol lho various devices (6J.
Dynamic Porlable Penet,omete, Genesis
The senior author developed a 1ighlweighl ponable dynamic cone
penelrometer In 1 !159 lo be used in field exploraUon and lor verilying
individual fooling loundations dwing construction. The device, as with
most field tools used In loundation evaluation, should never be used as
lhe sole means for determining loundalion conditions. It must be used in
conjunclion with previously es1ablished field and laboratory dala:
standard split-barrel penetralion resistance, density, shear s1renglh, and
consolidation data. Some investigators have gone to great lengths to
develop sophis\lcaled techniques lor the correlalion al penetrnmeter
design and penetration depth using standard applicator energies with
unconlined compression slrength or bearing capacity of deep
foundations (7]. The heterogeneous variation al most natural soil
masses Is not 1avorable lo the use ol such rigorous techniques. except
In very localized areas of relatively homogeneous soils. The dynamic
penetrometer described In this paper was developed primarily as·a
verification or control penetrometer to check individual foundations
during cons1ruction where a subsurface invesligallon has been made
utilizing standard split spoon penelratlon methods, and laboratory shear
slrength and consolidation tests and analyses have been performed on
undisturbed samples. A secondary use is lhe field invesligalion ot
subsur1ace conditions for lightly loaded structuras where focal
experience from previous field investigations and laboratory analysis
have established narrow limrts of the strength parameters and
consistencies; here again it is a verilication tool to be used for an
economical foundation analysis.
The device is a dynamic portable cone penelrometer u1ilizing a 15-lb.
steel ring weight falling 20 In. on an E-rod slide drive (Fig. 1 ). The cone
point is enlarged to minimize shalt resistance during 1es1ing. The
penetration test is made through an augered hole Imm 4 lo 6-in in
diameter using the auger cullings lo ldenli!y !he soil. This is essential
because the Interpretation varies with the soil type.
4
•
E-Rod
Pullout anvil
15 lb steel mg weigtit
Driving arM1
D Sliding Drive Hammer
•
Cone Poinl
FIG. 1 -Dynamic portable p,,netrometer. • Aller augering lo the test dep1h, !he cone point is sealed 2-in into !he
undisturbed bottom of the hole 10 be sure the cone is completely
embedded. The cone point Is funher driven 13/,-in using the ring welghl
hammer falling 20-in These blows are counted and recorded. If need be,
a second and lhird penetration tesl can be made by driving the cone
point addrtionaf 1¾-in increments. Beyond this distance the elfect of side
friction ol the shalt may become apparent. and Iha shape 01 the shear
zone may be altered and jeopardize Iha value ol the blow count readings.
The penelrometer can elfectively be used in auger holes to depths of 15
to 20 11. Beyond this ii is diHicull to handle the weight o1 rods by hand,
and also rt is possible the penetralion blow resistance count is attected
by the dynamic energy loss in overcoming tho rod inertia.
5
'--< C :z
(D -<J)
<J)
<J)
uJ ,..
CJ• D 3
•I
CJ t. V1
uJ (J,
(D ·J
·I CJ
~ 6
uJ
w
wan• ~hear and Cono ##•n•trlillion ll••i1tonc• T••ling
t -•H"'
.. ,.,.J--.
Ill
II
FJG. 2 • Theoreticel boundaries ot pfsslic failure.
Theoretii:al Prini:iple
Basically the lheorelical aspect ol the successive penetrations caused
by the hammer drop is that ouUined in the classic study al bearing
capacity failure by local and by general shear (B. 9J. Be lore the cone
point Is lo reed into the level of the soil to be tested, lhe soil is in a state
of elaslic equilibriwn. When the cone poinl is forced lo lhe lest level the
soil passes lnlo a state of plastic equilibrium w~h Iha cone poinl
becoming the element forming part or all of Zone I, Fig. 2. Assuming an
Ideal soil and a smooth cone pain!, the zone of plaslic equilibrium is
subdivided into a cone-shaped zone (later displaced by lhe
penetrometer poirrt). an annular zone of radial shear emanating from the
outer edges of the cone, and an annular passive Rankine zone. The
dashed lines on the right-hand side of Fig. 2 Indicate the boundaries of
Zones I to Ill al Iha instant of failure or penetrometer movement, and the
solid lines represent the same boundaries after the cone point has
moved inlo lhe level being tested. The foregoing explanation is briel; It
describes the general condition that exists during the cone point
penetraUon and is not meant to be a complete or precise rationalizalion.
As mentioned before. II ls not necessary and almost Impossible to form
a working hypothesis of the cone point·penelration·mechanism because
of Iha macro and micro variations wtthin a real soil mass. ·
6
I
I
I I
Sow•n and H•dg•• on Con• tor Sl,allow ln-Slftl r.stlng
Penetrometer Resistance • Shear
The punching reslslance of an Ideal plaslic medium as tirsl described by
Prancll (1) can be expressed by
'lo =Ns ..................... (1)
where qo is the average punching or penetralion slress, s Is the
shearing resistance of the medium, and Na coeHicienl which depends
on the geometry of the point and surlace it peneuates. As modified tor
expressing soil bearing capacity, N depends on both the geometry ol
lhe poinl and the surtace and on the angle of internal friction. For clays
exhibtting no apparent internal friction and tor cone angles of 45 lo 60
m
deg., N appears to be approxtmately 7. 2J
The static penetromefers, such as the "Dutch Cone" and !he Swedish • ~
Geolechnical Laboratory cone, apply a static force 10 the point ffi
sufficiently great lo produce shear failure. Thus, lhe soil bearing capacity :j
lor a foundation lhe same size and shape of the cone is measured OJ
directly a11hat depth below the su~ace, and the soil shear slrength
could be lound by rewrtting Eq 1 as
s = ~ .............. , ........ (2)
provided N can be found theoretically or by experiment. This procedure
lends ttsell to conlinuous measurement ol resistance wtth increasing
depth by merely advancing the cone and measuring the necessary
force, and automatic recording might minimize the human factor.
There are three serious inherent shortcomings, however. First, wide
variations in resistance within a short distance provide a zigzag record
lhat is ditticull to average and often more difficult 10 interpret. Second, a
very hard but thin layer that may conlribute litlle to lhe strength ol the
soil mass may distort the picture. Third, In penetrating soils al widely
varying resislance, the force may be limited in hard materials to tho •
weight of Ute equipment or the integrity of some anchoring device, whil
in soft materials \he error inherent In the measuring system may
obscure the soil's resistance.
The dynamic penelrometer has none of these shortcomings (ahhough ii
has a tew of its own). A measured Increment of work, MV, is applied to
\he penetromeler and lhis is dissipaled in the energy necessary to force
the penelrometer a distance 6s
LiW = l» q0 A . -.... --. --... · · .(3)
where A Is the penetromeler area.
By driving lhe penetrometer a fixed distance, the variations in qo ar~
aulomaticalfy averaged. II a·hard spot Is encounlered, the worl< apphed
i:an be increased simply'wtthout incrilaslng the weight-of the equtpmenl.
7
...,
VI
The ordinary dynamic penelrometer, including the one under
discussion, employs a simple lalling weight lor a controlled source of
energy. Thus !he measuring system can be simple and relatively
loolprool. II a hard layer is encountered, Ille lorce increases as 11s
decreases, so the device adjusts ilsell to scme extent to the material
hardness. All this Is possible witll a light, simple, unsophisticated device.
The onl,' Inherent disadvantage iJ from the eHects ot a dynamic force
on some soils. The dynamic resistance ot a loose, saturated, line-grain,
coheslontess soil Is likely lo be lower than the static resistance;
ccnversely, the dynamic resistance ot a very dense. saturated, line-
grein, cohesion less soil Is likely lo be higher than the static. Therelore,
the resulls ot dynamic pene1ration testing must be ulilized judiciously
with proper engineering interpretation ol the resuus. The indiscriminate
use ol any test resull is fraught wtth danger, and this test is no
e•ception (9).
Application and Behavior of Penetrometer
The dynamic penetromeler described In this paper has been used with
much success by the aulhors in tour geologic regions encompassing
ages lrom Precambrian to Recent and almost all iypes ol soils: 1he
Piedmon1, Blue Ridge, Appalachian Valley and Plateau, and Coastal
Plain geologic provinces ot Iha southeastern United States. Its primary
ccrrelations have been with resulls from the ASTM Method lor
Penetration Test and Spilt-Barrel Sampling ol Salls (D 1586-64), on a
blow-count basis lor their respective Increments al drtving.
The soils in which the penelromeler has been most reliably calibrated
wrth reference lo Method D1586 resistances are the sandy micaceous
sills and clayey sandy micaceous sills of the Piedmont geologic
province; the silty sands, clayey sands, and inlerbedded and intermi•ed
sandy, silty, clayey soils ot the Coastal Plain province; and the silty clays
and clayey silts and sandy clays o1 the Appalachian Valley province. II
has also been calibrated tor compacted fills made ol the above soils.
The dynamic por1able peneuometer in virgin soils ol llie Piedmont
province has shown a consistent correlation between penetromeler
resistances and Method D1586 resis1ances. Curve A In Fig. 3 was
compiled lrom a variety at tests on virgin Piedmont soils in Georgia,
Soulh Carolina. and Nor1h CaroUna. The ralio ol Method D1586
resistance to the penetrometer blows varies 1rom 0.9 lo 1.0 tor material
wrth tow resistances to 0.3 to 1.0 lor matenal willl high blow resistance.
These ratios are tor Individual data points and may not e~actly coincide
with ratios taken ham the various curves.
The use ol the penetrometer in compacted fill soils ol!he Piedmont
origin shows that the calibration ratio ol Method D1566 penetralion
resistance to the penetrometer blows varies lrom 0.9:1 tor low-<lensity
6
151---1'-
Curw A• V1,gin Piedtoonl ~its
B • 9.5% Coq>aded llo\'.">II
C • 90% Compac\od sol
0 · M~k Coff9,,cted :.oil
E -Coa:.-i.al t'lain 1Qll5
.~-~--~-_ ........ __ _.__~--~
• •
F · PieWIOnt alMMUm
Fig. 3 -Penetration relationships.
,. 15 20
Cone Penelromete r Resistance
(blows per incremenl}
2S 30
(85 per cent ol maximum by ASTM Methods D698) till to 0.66:1 lor high-
dens,ty (95 per cent 01 maximum by ASTM Me1hods D698) fill. Three
curves, B, C, and D, shown in Fig. 3 are lor tests on compacted fills and
their ditterent densities.
The two remaining curves, E and F, show the relatlonship between
Method D1586 resistance and penetrometer resistance tor the marine
and estuarine Coastal Plain soils (Curve E); and alluvial soils o1 the
Piedmont, which are silly micaceous sands and sandy micaceous silts
al recent deposition. The ratio al Method D1586 resistance to penetrorreter
blows lor the Coastal Plain scils varies 1rom 0.5: 1 for materials ol high
resislance to 1:1 lor materials ol low penetration resistance. The ratio tor
alluvial soils ol the Piedmont varies from 0.6:1 to 2:1.
Conclusions .
The conclusions reached lrom the many tests and calibrations t,y the
aulhors and their associates are that the dynamic portable
penetrometer is a useful tool !or construction control and field
exploration for lightweight structures where value does not justify the
cost of a drilling rig or Where access prohibtts a dolling machine. The
use ol tile penelrometer is not too valid in aUuvium al Piedmont origin,
in that the calibration ratios vary without specific pattern. It is probable
that this vartation is due to (1) the effect ot pore pressure irregutarilies
CB[!S~ by lhe usually high waler contents ol such soils, (2) the vast
irregularities in deposition and grain· size ol thePiedmont alluvium, and
(3) the general unconsolidaled state ot such recent depos~s.
•
9
OJ
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.<. ·J D 3
<.D
w
Vane $#,ear anrl Cone Pene.....,lon ll•al.,ance T••llag
In general lhe penelromeler produces the besl correlations belween 4
and :JO.blows. Below 4 blows, tor the required 1¾ in penetration
increment, the soils are too soh or loose to produce signtticanl results;
these sol ls under any clrcumslances should be tesled by other means,
such as unconfined compression or lriaxiat shear tests from undislurbed
samples, or by field vane shear methods. Above 30 blows per
peneIration increment the correlations are qutte variable. This change
may be caused by lhe local haid layers ol partially weathered soils in
the Piedmont, or the grain size variation usually associated wilh high
penetration resistances in \he Coastal Plain soils. The penetromeler is
generally timiled lo soils in which all the gradation is smaller than fine
gravel or very ooarse sane.I.
!n order to utilize the portable dynamic penetrometer lor construction
conlrol il must be calibrated for each proIecl. This can be done during
lhe exploralory ,.,ork. For exploratory work the penetrometer must be
used In areas where the limns ol lhe soil properties are generally
known, with lhe aid ol unconfined compression tesls or triaxial shear
lests on undisturbed samples. The penetromeler can be used tor
verificalion of penetration resislances l1om Melhod D 1566 once a
calibration has been established; however, in soils lhat are highly
micaceous the soil rebound assccialed with excavation ot \he looting
may show up In a reduction ol the number ol blows recorded. When
checking such conditions the lest should be made through an auger
hole to the looting level immediately prior to tooling excavation or beside
the looting in the unexcava\ed portion. Several penetration lasts are
needed at dillerenl depths below the fooling level to quality the
inspection results. II is wise to tesl between the first loot level below the
looting and lhe level at a deplh equal to lhe width ol lhe looling. The
penetrometer does not work well below the waler table unless the bore
hole is stabilized to prevent inflow and soil soltening.
The use ol the penetrometer in estimating in-place density ot
compacted fills Is not valid because the penetration resislance va1les
wilh both density and moisture content In fill conlrol work it is used to
supplement density and moisture conlent. In fill conlrol work ii is used lo
supplement densily tesling and to delermlne areas where relative
consislency or densily are radically diHerenl. Areas thus detecled can
be checked by slandard densily lest methods.
The use al this lype ol dynamic penetrometer with ils sliding weight
presents conditions which can result in injury 10 lhe operalo(s fingers
unless maximum attenlion Is maintained during operation.
The ratios as well as Fig. 3 are inlended lo show quarnauve ralher lhan
quantitative Information. More lield and laboratory work is necessary •
belore this procedure can be developed into a rational method ol
control.
10
$<awou anrl H•rlge• on Con• for $#,allow In-Situ Te.ting
A,knowledgmenlJ
This work is pat1 ol the research program of lhe Consulllng Department
ol lhe Lew Engineering Testing Co, Special lhanl<s are due lo W. F. Peck,
Chiel Florida Soils Engineer lor Law Engineering Testing Co., for making
data on research in fill soils available.
, References
[I) C. Prandtl, Harre p/asheclter Karper, Nach. Ges. Wiss.
Galligan, 1920.
(2) W. Kjellman, "Tesllng the Shear Strength o1 Clay in Sweden;
Geotechnique, Vol. 2, No. 3, June 1951, p. 225.
(3] M. J. Hvorslev, Subsurface Explorallon and Sampling o/ Soils
tor Civil Engineering Purposes, Engineering Foundation,
New Voll<, 1949.
(4] E. Schultze and H. Knausenberger, 'Experience with
Penetrometers; Proceedings, Fourth lnternalional Conference
on Soil Mechanics and Foundation Engineering, London, Vol. 1,
p. 249, 1957.
[5) T. Kalstenius, "Development ol Two Modern Con~nuous Sounding
Melhods," Proceedings, Fifth lnlernational Conference on Soil
Mechanics and Foundation Engineering, Paris, Vol. 1, p. 475, 1961.
[6) G. F. Sowers. "Slrenglh Testing ol Soils; Laboratol}' Shear Testing
of Soils, ASTM STP 361, Am. Soc. Tes1ing Mats., 1963, p.3.
[7) R. L. Kondner, "A Penetmmeter Study ol the In-Situ Strength of
Clays; Malerials Research & Slanda1ds, Vol. 2, No. 3, March, 1962.
(8) G. F. Sowers and G. B. Sowers, lnrroductol}' Soil Mechanics and A
Foundations, The MacMillan Co., New York, Seoond Edtlion, 196 ~
(91 K. Terzaghi, Theoretical Soll Mechanics, John Wiley and Sons, Inc.,
New York, 1943.
[1 O) G. F. Sowers, "Shallow Foundations; Foundation Engineering.
McGraw-Hill Book Co., Inc., New York, 1961.
11
a,
6
<.D
w
Distusslon
Nicholas Chryssafopoutos' • The authors have presented in this paper
some Interesting correlations between values obtained by means of a
dynamic cone penelratlon test they have devised and Slandard
penetraUon lest results (N•vatue'i). These correlations were established
with the primary purpose ol determining denshles ol lills already in
place al variable depths. Tue results reported primarily covered
cohesive soils and mil<lures of cohesive and noncohesive materials. To
reach the depth al which density checks are lo be carried out, a hole is
advanced lo the desired deplh, and lhen lhe dynamic cone penetration
resistance ls measured.
In view ol the well-established lack ol reliability ol N-values in cohesive
soils, the use al the correlations established by the authors may resutt
in eslimales al densrties which may not be representative al the true
density of the soil being checked. The writer wonders whether better
results could not be obtained, once the hole is advanced to the desired
depth, by testing the density and strength ol samples of the soil
oblained by pushing or driving into the ground 6-ln long secUons ol a
2-ln Shelby tube: It would appear that this latter method, which has ·
been used oHen, would not require special equipment or longer time tor
taKing the samples. On the contrary, actual measurements al density
and strength would be made Instead al estimates based on correlallons
that may prove to be not too reliable, when dealing wtth cohesive soils.
Messrs. Sowers and Hedges (authors) • Mr. Chryssatopoulos apparently
misunderstands the authors' Intentions when he states that the primary
purpose ol the correlations Is to determine density al fills. Instead, the
paper slates that such a use Is Invalid except to quickly detecl doubllul
areas where denshy tests should be made. We agree with the discusser
that a direct measurement al density Is necessary. We do no! agree that
ii Is raster (the sampling may be but the ensuing testing takes lime). We
do not agree Iha! a 2-in thin-walled tube Is a valid sampling device for fill
density tests even though some may use it.
12
•
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ID
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JAMES 8. HUNT JR.
GoVERNOR
WAYNE MCDEVITT
SECRETARY .
~-·•'· :~ .. ; .. .: .. '.,_ . .... , --,_,.,_--:;,.,,.~--¼:::,:' ,·
-~ \ t:::,_/"'j_. ·.
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NORTH,AROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOUR,CES
DIVISION OF WASTE MANAGEMENT
June 9, 1999
Ms. Giezelle Bennett
Superfund Branch
Waste Management Division
United States Environmental Protection Agency
Region IV
61 Forsyth Street. 11 "' Floor
Atlanta. Georgia 30303
RE: Cap Drainage Layer Design Modification Request
General Electric/Shepherd Farm NPL Site
East Flat Rock, Henderson County
Dear Ms. Bennett:
The Superfund Section of the North Carolina Department of Environment and Natural Resources (NC DENR) received the Cap Drainage Layer Design Modification Request for the General Electric/Shepherd Farm National Priorities List (NPL) Site. The Superfund
Section has reviewed this document and offers the following comments.
The Cap Drainage Layer Design Modification Request does not provide adequate information
to determine compliance with Section 02715 of the Technical Specifications included in the Final (100%) Remedial Design & Remedial Action Work Plan for Soil at the GE Subsite. The submitted information must be legible, must meet the prerequisites for submittals as included in Paragraph 1.4A of Section 02715 and must meet the requirements as included in Table 02715-1 of Section 027 I 5. Furthermore, all subsequent material testing, handling, installation. etc. must meet all conditions of Section 02715 as well as those requirements
included in the Final (100%) Remedial Design & Remedial Action Work Plan for Soil at the GE Subsite. Submittal of the appropriate information must be received and approved by the United States Environmental Protection Agency (US EPA) and the NC DENR prior to the
use of any materials, methods, etc. not previously approved during the remedial design
process.
We appreciate the opportunity to comment on this document. If you have any questions.
please feel free 10 call me at [phone]. extension 349.
Sincerely.
D {i,L. :d. 8 rr?c.JJ..u...c ,..-, / d.t._
David B. Mattison. CHMM
Environmental Engineer
Superfund Section
401 OBERLIN ROAD, SUITE 1 50, RALEIGH, NC 2.7605
PHONE [phone] FAX [phone] Ar,; EQUAL OPPORTUNITY/ AFFIRMATIVE ACTION EMPLOY CR· SO% RECYCLED/I 0% POST-CONSUMER PAPER
{it~t}t)·\;J};f/}
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't JAMES B. HUNT Jri.})~:
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(• ), : ._!',:. '; ·:--: 1r 1-'! \,a :E if . I _, '' It .. J· \ ~ 1,-,~ -;,, Pt ;;\f 4
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5.,;/ 1?e,,,,,J,
NORTH !ROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
June 9, I 999
Ms. Giezelle Bennett
Superfund Branch
Waste Management Division
United States Environmental Protection Agency
Region JV
61 Forsyth Street, 11'" Floor
Atlanta, Georgia 30303
RE: Cap Drainage Layer Design Modification Request
General Electric/Shepherd Farm NPL Site
East Flat Rock, Henderson County
Dear Ms. Bennett:
The Superfund Section of the North Carolina Department of Environment and Natural
Resources (NC DENR) received the Cap Drainage Layer Design Modification Request for
the General Electric/Shepherd Farm National Priorities List (NPL) Site. The Superfund
Section has reviewed this document and offers the following comments.
The Cap Drainage Layer Design Modification Request does not provide adequate information
to determine compliance with Section 02715 of the Technical Specifications included in the
Final (100%) Remedial Design & Remedial Action Work Plan for Soil at the GE Subsite.
The submitted information must be legible, must meet the prerequisites for submittals as
included in Paragraph I AA of Section 02715 and must meet the requirements as included in
Table 02715-1 of Section 02715. Furthermore, all subsequent material testing, handling,
installation, etc. must meet all conditions of Section 02715 as well as those requirements
included in the Final (100%) Remedial Design & Remedial Action Work Plan for Soil at the
GE Subsite. Submittal of the appropriate information must be received and approved by the
United States Environmental Protection Agency (US EPA) and the NC DENR prior to the
use of any materials, methods, etc. not previously approved during the remedial design
process.
We appreciate the opportunity to comment on this document. If you have any questions,
please feel free to call me at [phone]. extension 349.
Sincerely,
David B. Mattison, CHMM
Environmental Engineer
Superfund Section
401 OBERLIN ROAD, surTE 1 so, RALEIGH, NC 27605
PHONE 919-733·4996 FAX 919-7 l 5-3605 AN EQUAL OPPORTUNITY/ AFFIRMATIVE ACTION EMPLOYER -50% RECYCL.ED/10% POST-CONSUMER PAPER
tt!I
0
:4 GEOTRANS
➔~
• 0110 H"lcmnli Bridge l,md
11uilding I 00, St1ilc.: I 'JO
Roswell, Cc"rgizt
::007(,
A T['l ~A ·11:CH COMl'ANY 770-(,42-1 ()()() Fi\X 770-(,,12-1\i\OH
Ms. Giczcllc lknnclt
Remedial Project IVlanagcr
U.S. EPA Region 4
61 Forsyth Slrccl
i\tlanta, Georgia 30303-3104
May 26, 1999
RECEJVED
l'J\Ti.'< 2 S 1999
'0"'' ..-11"D St.Cl'' , sUP'cRrv"
Reference: Cap Drainage Layer Design Modilication Request
GE/Shepherd Farm Site, East Flat Rock, NC
I-ISi GcuTrans Project No. N754-026
Dear fVls. l3cnnelt:
I-ISi GcoTrans and Earth Tech started the soil remediation in accordance with
the Final (100'1/c,) i{e111edial Design and Remedial Action Work Plan for Soil at the
GE Subsilc (\\lurk l'lan) (l·ISI GcoTrans, 1998). Excavation at Landlill A began 011
May 24. 1999. Cap co11slructio11 ;tl the DSI is scheduled lo begin June 30, 1999. The
installation or the gcosynlhctic is scheduled to begin i\ugust 4, 1999. The purpose or
this lcltcr is lo request El'/\ approval l,,r the use orTransncl 220-2-6 l.liplanar
geoco1nposilc.
The approved gcocomposite is a double sided triplanar composite. HSI
GcoTrans is requesting the use or a bi planar composite (Transncl 220-2-6) to provide
a drainage composite gconcl that provides sunicicnl transmissivity and strength lo use
as a drainage layer for the cap. The Transncl 220-2-6 co111posile has been used in
closure applic;tlions similar lo this site and h:ts pcrfor111cd effectively. i\llachcd is the
Transncl 220-2-(, product description sheet.
The gcolcxlile portion of the biplanar composite is equal to that of the
;1pprovcd lriplanar con1posi1<.:. The gconcl core has similar properties as those
spccilicd except J,,r l<.:nsilc strength. Given the licld conditions and the fact that the
gco111e111brane is textured, the biplanar composite tensile strength will be sul'li<:ienl.
P. IGEIDOCS\!: PA llCPAo 1 . wr ,d
MdV 26, \999
• •
To insure that the 40-mil LLDl'E gcomembrane and alternate biplanar
composite arc not compromised, these additional specification will be enforced by the
QA manager:
I. Contractor shall not permit any vehicle tral1ic over geosynthctic bdure
a n1inimu111 of twelve inches of cover soil is in place.
2. Equipment shall work from the toe of the slope upward. Downslope
tracking or equip1nent is not permitted.
3. Tracked equipment shall not make turns in excess or 45 degrees when
operating over gcosynlhctics.
!·ISi Ge<>Trans greatly appreciates your attention to this matter. Please do not
hesitate to call me with any questions or comments.
cc: .bnct l\oyn (CiLLS)
Lynne France (CDM Federal)
Michael Lamore (Earth Tech)
David Mallison (NC DENI{)
Peter !Zich (l·lSl GeoTrans)
Phil Weeber (HSI Gc<>Trans)
Sincerely,
Jod)~
Todd Hagemeyer
Project Manager
Senior Hydrogcologist
P.IGEIDOCS\EPA\EPA6\,w1•! 2
May 26, 1999
I-ISi GEOTl;>ANS
ENGINE.E,RED SYNTHETIC PRODlJC'~, lNL.
• 405 Hood A.Oftd •
Lilburn, GA J0047
Phone [phone]
Pbooc [phone]
DRAINAGE PRODUCT DESCRIPTION SHEET
TRANSNET 210-6
Transnet 220-6 is a supe,ior quality dr:iinage rnerua made by extruding two sets of HOPE strands together to fonn a
diamood shaped net. The net is than heatleminatod to a 6 ounce non-woven f'abric. This three dimensional structure
rovides excellent nlanar liouid flow. The Tninsnet 220-6 conforms to the nhvsicel orooe"" values listed be!=:
NET PROPERTY TEST METHOD UNITS MINIMUM AVERAGE ROLL VALUE
MassPer Unit Area ASTM D-3776 lbs/ft' 0.162
Thickness ASTM D-5199 inches .22 +/-,022
Density of Polymer ASTM D-1505 g/cm1 0.94
Carbon Black ASTM D-1603 % 2
Transm.isslvity "' .'ASTM D-4 716 m1/s IX l(l''-
"· ASTM D-5035 lbs/in. 42 Tonsile Strength
Standard Width & u:ngtl, fl ·14'x250'
. . •Trans1Jll9S1vtty measured usmg water at 20 Degrees C with a_ gradient of one; between two steal plates, after one hour .
·values l1lll)' VIII)' based on dimension of the tronsmi»ivity specimen and specific labot1119ry.
STYLE TNS £060
TNS E060 is a superior quali1y; nonwo.vc,1 geotextile produced by needlepunching togelher I 00% poiypropylei,e
staple fibers in a random network to fonn a high strength dimensionally stable fabric: lltc polypropylene fibers are
sp~ially formulated to resist u_ltraviolet light deterioration, and are inen to commonly encountered soil chemicals.
The fabric will not mildew, is non-biodegradable, and is resistanl to damage from insects and rodents. Polypropylene
is stable within a uh ran•e of2 tu I 3. TNS E060 oonforms to the nlwsicolarooenv values below:
FA.BRIC PROPERTY Tt!STMETIIOD UNltS MINIMUM AVERAGE ROLL VALUf;
Weight ASTMD-3776 oz. 6.0
Thickness AS'ni,1 D-1777 mil 85
Grab Tensile ASlMD-4632 lbs 160
.
Grab Elongation ASTM U-4632 % 50
Trap Tear AS'JM D-4533 lbs 65
Puncture ASTM D-4833 lbs 95
Mullen Bum AS:tM D-3786 psi 350
Wate,Flow~ A'IMD D-4491 gpm/.fl' 125
Petmillivity• ASTM.D-4491 sec·1 1.63
. Permeability• · ASTM D-4491 cJTJ/sec 0.4~
AOS AS'rM D4751 US Sieve 70
• At ume ofntanufactunng handlmg may change tl,eso properties.
To tho. beat of out LnowlcJl!P the i.nJ.011nalion oonJ.JUlt.eo.l h01eU.1 i, ac.cwatc. lluwuvot, t.::SI', luc. Cannot wl.liciplllc oll 1..<Jtv,httou, uuJc:1 w1lld1
ESP'11 prudui:t jnfonnulivn und uur Jlfl)(lud::i. or the pmJucts uf tJlhcr m:u1ull,u;IW\:1J in cuinhi11aation wilh our µruJuctj, muy be u:.W. W1.11u.:~q1t
no Jl'-sponsibiliry for mrulta obtained by I.be opplication or mis information Of lhc ,a[cty or 11uitability of our pro<lucu 01U1er alone oi" in
crm:ibinntloo "illl otbu p,-od1.1cl8. Pino) dctam.inotlon \)f the fr\Utabilit)' or any infQfJT111liwf9r ~ (or the use oontemplat.cd, or il!I manner oJ
~ and ~etha the sugscst~ ~· infriri8r..3 any p.,1eu1, is the nole ~,ibiU1y of the usa.
tt!i
lllilall........i~~-GEO TRANS
A Tf:TRA TECII COMPANY
Ms. Giezclle I3cnncll
Remedial Project Manager
U.S. EPA Region 4
61 Forsyth S !reel
Atlanta, Georgia 30303-3104
Reference: GE Subsite Soil Remediation
5vb5,-t 1(~,,,,.
~ 01\0 Hui comb Bridge Road
Building I 00, Suile I 'JO
Roswell, Georgia
:1007(,
770-642-1000 FAX 770-C,42-I\BOU
May 20, 1999
RECEIVED
MAY 24 1999
SUPERFUND SECTION
GE/Shepherd Farm Site, East Flat Rock, NC
HSI GcoTrans Project No. N754-023
Dear Ms. Bennett:
Enclosed please lind the minutes to the pre-construction conference. Also
enclosed is a project contact list.
Please eall n1c il'you have any questions.
cc: Janet I3oycr (GELS)
Lynne France (CDM Federal)
Michael Lemon: (Earth Tech)
David Mattison (NC DENR)
Peter Rich (HSI GcoTrans)
P:\GE\IJOCS\EI' A \El' i\59. wpd
Sincerely,
1 oW i/?fevv!£//F"
Todd Hagemeyer, P.O.
Project Manager
Senior l·lydrogeologisl