DRC-2008-002503 - 0901a06880abe184

t
DENlsOJY
MINES Ire\_
Oenison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel : [phone]
Fax : [phone]
www.denisonmines.com
VlA OVERNIGHT DELIVERY
September 3, 2008
Mr. Dane L. Finerfrock
Director
Division of Radiation Control
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
Re: Response to Request for lnformation; August 18, 2008, DUSA Cell 4A Construction Quality Assurance
Report; Request for lnformation
Dear Mr. Finerfrock:
We are responding to your August'18,2008 letter, requesting additional information regarding the Cell 4A
Construction Quality Assurance (COA) Report, and subsequent submittals related to the construction of the
slimes drain system in Cell 4A.
Attached to this letter are two (2) CD's containing additional photos of remedial work done on the sand bags
covering the Cell 4A slimes drain system. Also attached is a key map showing the slimes drain laterals and the
locations of each of the sand bags that were determined to require major alternation. Each of the slimes drain
laterals was numbered, north 1 through 29, and east 1 through 19. Each of the sand bags, in each of the
laterals, was also numbered. The approximate location of each of the bags requiring major alteration is noted
on the key map, and each of the bags was photographed, before and after the alternation. The number of the
lateral and number of the bag is visible in the photographs. A summary sheet listing all of the bags requiring
major alternation is also attached. Minor alternations are also noted on the summary sheets, but these
alternations were not photographed. The total number of bags in each lateral is also noted on the summary
sheets.
The photographs also document the addition of the sand bags to the slimes drain header to seal the junction
between the woven and non-woven geotextile, and to fully cover the intersection of each of the slimes drain
laterals with the header.
I personally inspected the remedial work on August 27th and 28th, 2008, and it is my belief that the remedial
work completed brings the installation into substantial compliance with the intent of the Cell 44 plans and
specifications.
lf you have any additional questions please feel free to contact me at [phone].
Yours very truly,
Denison Mines (USA) Corp.7k'*ru
Harold R. Roberts, P.E.
Utah Registered Professional Engineer, No. 165838
o
rockLetter to Dane L. Finerf
September 3, 2008
Page 2
Executive Vice President - U.S. Operations
cc: Ron F. Hochstein, DUSA
Rich E. Bartlett, DUSA
Gregory T. Corcoran, Geosyntec
Enclosed
1) Two (2) CD's with Cell 4A Photographs2l Summary sheet listing alternations3) Cell4A Key map
2
DENISOJY/
Tailings Pond C4A List of Sandbags.
on Laterals that received major alterations,
minor alterations and total number of bags per row.
132;154;251;174;2 1,029
539;545;546;593;652 178;254;255;335:773
6;41 ;1 30;1 33;1 58;1 78;209; 8;137;151:153;1TO,ttA.JA4.J9a;985214;325;403;569;780;781 218;223;274:285:328;348:436;
748:722
171;384;385;386;658 37 6;440;528; 554; 576;598;858;932
880:910
24;1 45:324;384:61 4:61 5: 750 3 1 ;94;1 20;1 54:21 4.A+t ;qAA.At g 899
1 20 :263 ;266 ;27 0 ;27 6 :280 ;282 ;
289;309;323;328;378;
390; 394;464 :51 1 ;51 4:7 86
24
1 9 ;81 :202:203 ;256 :4 1 0 ;7 7 I 267 :30 5 :31 1 ;321 ;40 1 ; 403 :7 44 ;
746;749
841
800
22;33 : 1 47 ;267 ;282 ;37 6 ; 586 ;
636
38;239:473 772
N10 196:307 :737 21:87:197 742
714
685
N11
N12
185;474
233;566;675:684
415:441
1 9;395;576;609;6't 9;648;650;668
670:672
N13 1 7 7 ;29 1 :29 4 :29 5 ; 422; 43 5 ;1 50; 1 68;209 ;245;249 ;281 ;297 :
585
N14 207:241:294;385
421 ;57 1 ; 573;593; 594:637:638
38;40 :42;43; 44;7 4;82:1 33 ; 1 60 ;
1 7 0 ; 1 7 8 :21 8 ;220 ;226 ;227 ;235 ;
244;252:264 ;284;285;31 1 ;31 8:
3 43 : 4 48 ; 463 ; 46 4 : 46 5 ; 47 6 ; 489 ;
653
618
601
N15 40:311;333;543 44;95;1 09;1 1 0;1 1 2:1 1 4;1 37 ;1 43
1 79; 1 80; 1 86 :1 88;204;21 3;220 ;
224 ;234 ;242;246 ;25 1 :27 6 ;283 ;
284;288:29 1 ; 292 ; 300 ; 30 2;30 4 ;
306;320; 32 1 :322;327 :330;331 ;
360; 385 ;388; 394;406;46 4:468:
581
1 6;1 8;48;97 ;66; 1 78; 303;
471;520
;541;545;558
9 4; 1 0 4 ;209 ;233:243:261 ;263 ;285 :
348;352;363;366;459;531 ;
N17 88;1 05;21 9;352;363;364;1 27 ;1 4 1 ;21 0 :262;295 ; 300 ; 403 ;523
483;484:496
55;66;95; 1 88;239;308;396;
456;458
;511
7 2;7 3;79;80; 1 00; 1 02; 1 33; 1 35;
1 57 ;1 7 5; 1 97 :240 ;325;350 ; 35 1 ;
N18
:393:425:428
494
N19 47 ;86 ; 1 7 4 :328 :33 4;41 7 ;4 53 1 9 ;7 S ;T 9: 1 62;1 64; 1 66 ;21 1 :243;
268;296;326; 327; 333; 336 ; 338;
340;355;358;362;364;366;370;
374; 384;386 ;397 ;403;402 :41 3;
457
424;425:
2;7 8;1 26;1 46 ; 1 48; 1 86; 1 96; 9;88;90; 1 22 ;'t }6;ZO6;2U-,320
278;291;304:333:
92;9 4 ;1 06; 1 24 ; 1 7 0 ;1 7 2; 1 93 ;
21 5:254 ;258;263;3 1 9 ;3 48
26;28;46;50; 52 ;58 ;88 ; 1 0 4;1 22;
1 34:1 53 :1 7 8;1 88;228;236;242;
27 1 ;27 6;281 ;286;30 1 ;31 4;323:
327 ;328 ;33 1 :334;3 44;3 46 ; 35 1 ;
359;361:363:374
33;67;79;151;153;193;335 12;16:18:24;28;3q.g5pqaq6q
7 3;7 7 ;1 00 :1 1 3;1 1 7 ;1 1 9;1 21 :1 23;
1 30; 1 36; 1 39 ;1 40;1 47 ;1 58;162
1 65;1 66; 1 7 1 ;172;17 5;1 81 ; 1 91 ;
1 96; 1 98 ; 1 99 ;201 :2O8;209:21 0 :
21 2;21 3 :21 7 ;227 ;250 ;30 1 ; 305 ;
6 :20 ;7 9 ; 1 47 ;1 51 ;1 62; 1 96 ;
221:248:281;292;317
309;31 1;314:315:317
40;7 1 ;72;90;97 ;1 17 :1 21 :1 22;1 24;
1 26;1 33;1 36;1 39:1 45:153 ; 1 54;
1 55; 1 56; 1 68 ;17 5;17 8;1 83:1 87 :
1 92;207 :21 1 ;21 7 ;227 ;230 ;23 1 ;
7 4:81 :1 1 3; 1 1 5; 1 1 6 ; 1 83;209; 51 :1 32;1 81 :1 B2;Z2g;230 ;Zs2
23 5 ;243 :24 4 ;24 5 ;268 :269 ;
1 75;1 83; 1 89:1 99
20:25:40:65:71:79 52;68;1 O5 ;1 24 ;1 32;1 55 :1 63
47 : 52;58 ;64;69 ;7 1 ;7 2:80 ;86 ;
91 ;93;94; 1 00;1 1 4;1 22;1 30;
131
32;54 ;66 :67 ;68;7 O ;7 5:82: 88 ; 96 ;
98; 1 06; 1 08; 1 1 O;1 1 2;1 1 6;1 1 8;1 20
1 21 :1 23:1 24;1 25:1 26:1 27 :1 28:
129;133:134:137
17:23:35;107,113W:
1 35;1 37;1 53;1 63;1 69;1 73
237 major alterations on North Laterals
Tailings Pond C4A List of Sandbags.
on Laterals that received major alterations,
minor alterations, and total number of bags per row.
Row Number Majoralterationsnumber lMinoiEltCraiionnum6Ei Total number of baqs
E1 9;10;24;62 I tS 66E226;104 l38;6q84 136
E3 29;77 ltoz;loa;tza;M9 204E45;37;59;83;85;99; 1 03; 1 66:167 :
69 :202;20 4 :207 :238 :27 5
280
E5 64;116;237 lSt ;oO;Zt g;29s 353
E6 34;228;245;246 ftA;,gS.JM.J2S 422
E7 1 5;87;307;308;309;31 0;31 1 ;
312;313;316;320;409
1 23 ;200 :20 3 ;20 4 ;255 ;257 :27 4 ;
27 5 ;293 ;302:303;323;325 ; 348 ;
349 ;37 3;4 1 8;458 ;466 ;48 1
495
E8 571 I52;95I58:23*ffi5 581
E9 29;297 ;341 ;51 1:573;57 4;630 I 120p1 057s:44*ss6 647
E10 95;570;611 3 4 ; 1 02: 1 83 :202:240 :242 :256 :
277;322:341:479:584
730
E11 13;632 51 ;1 93;3 1 1 ;434;483;582;77 1 792E1243:523;525;558;749 1 O0 ; 1 28 ; 1 32;20 1 ;203;235 ;25 1
256;305;309;31 3;31 9;369,327 ;
455;47 3;47 9 :480 ;481 ;529 ; S48 ;
665;669;799;820:828
856
E13 232;437 ;439 :597 :644 :693 ; 703 ;
867
8;59 :21 4 ;46 4;480 ;7 69 ;7 7 3;T 9T ;
830;885
929
E14 37 7 ;450 :506: 509;657;940 20;324;332;350 ;384;405 ;427 ;482
488; 534; 536 ;542;546;61 3;
6 1 4;660;688 ;7 31 :7 46;7 68:t I 0;
826
994
E15 27 1 ;27 3;391 ;565;61 1 ;630;694;
836;886
1 86; 1 88;306;308; 332;43 8:443;52
7 21 ;7 41 ;834:840:849:866:920
1,075
E16 1 2;1 92;347 ;4 1 9;634;958 :1,1 3T 9 4 ; 1 36 ; 1 37 ;254 ;260 ;26 1 ;2T B;29 S
304; 33 1 ;332;396;40 4:47 2;498:
499;500;501 ;51 5;523;537 ;62 2;
7 27 ;7 64;801 ;803;878;908;9 1 9;
97 2;97 8;979;981 ; 1,077; 1,080;
1,097
1,148
E17 57 ;1 42; 1 88;266;324;7 9 5 1 08;21 8;334:80 1 ;935;947;9S0;
1,009;1,025:1,026:1.029
1,226
E18 134;218;315;317 1 2:1 7 ;20;24; 36;40; 1 46; 1 4T ;1 7 8;
1 93; 351 :429;438;496;620;630 ;
678;682;688 ;77 3;981;983; 985;
1,1 07 ;1,17 5:1,203:1 .221
1,309
E19 1 02 ;27 5 ;365 ;68 1 ;7 1 8 ;7 92 ;992;
1,025
375:417:475:529 1,315
Note:107 major alterations on East Laterals
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DENISOJ,/
MINES
August 1 1, 2008
Mr. Dane L. Finerfrock
Director
Division of Radiation Control
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
tlcnlrmf,ino(tS )Gorp.
t05O 17th shrcl, Sult! 950
[ranv!r, C:O tfilotl
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August 1, 2008 DUSA Response to Request for lnformation; July 22,2@8 DRC Findings and Request
for lnformation; July 2, 2OOA DUSA Cell 4A Construction Quality Assurance Report; Request lor
lnformation
Dear Mr. Finerfrock:
We are responding to your August 6, 2008 letter, requesting additional information regarding the Cell 4A
Construction Quality Assurance (COA) Report.
For ease of review, the Division of Radiation Control's ('DRC's') questions are repeated below in italics with
Denison Mines (USA) Corp.'s ("DUSA's") responses following each question. We have reviewed your
comments, which follow the numeric lormat of DRC's previous letter of July 22,2008 and August 6, 2008.
l. Sandhg Coverino of Strio-Drains - We trrrte that the work of conecting the sandbag covering of the
strip-dnins, mentioned in the previous coffespondence, is progressing as d*umented in the photographs sent
by DUSA on compact disk, receivd I August fuO&. Our comments regarding that work will be pursued under
sepante cover.
DUSA is reviewing the sandbag installation in response to the August 7, 20O8 e-mailfrom Dave Rupp, and we
are currently conducting additional re-positioning of sandbags. Additional photo documentation and key maps
will be provided under separate cover.
Revised Drawino -.An explanation regarding the repairs on the prduction seam summary log on
pages 77/103 and 79/103 was received. However, the Comanco drawings forthe primary liner do not show any
panel numbrc, as reterenced in the explanation. Please provide a revisd drawing showing the panel numbers
for the primary liner.
This drawing was provided to the DRC in a transmittal dated 6 August 2008.
3. Lmtion Coplrdinate6 - Regarding lof/afion cardinates, the suruey drawings frcm Comanco (Jones &
DeMille Engineering) show the vertfu;al ebvatkns of numerous pipirrg, drains, sumps, etc. Please intorm us ot
the extent of intormation you have regarding horizontal cmirdinates. Also, please supply the horizontal
Lstter to Dane L. Finerfrock
August 11,2008
Page 2
coordinates of important facilities in the LDS aN slimes drain system such as beginning and end of sumps,
"spine backbone" header pipes, ollxtor drains to the headers, etc.
The revised as-built survey drawings, Drawings P-01 and P{2, and new drawings, Drawings P-05 and P-06,
provided by Comanco (Jones & DeMille Engineering) are attached to this letter. The revised drawings contain
data tables that list the survey points along the "important facilities" and each point's associated horizontal and
vertical coordinates.
lf you have any additional questions please feelfree to contact me at [phone].
Yours very truly,
Denison Mines (USA) Gorp.
Harold R. Roberts
Executive Vice President - U.S. Operations
Ron F. Hochstein, DUSA
Gregory T. Corcoran, Geosyntec
Enclosed
(Revised) As-Built Survey Drawings, P-01 - P-06, Comanco, lssued August 2008
OENISOJ)//
,WNE5
GeosyntecD
consultants
We are sending you
I Original
E copy
iti
I
Dane L. Finerfrock
Division of Radiation Control
Department of Environmental Quality
I Enclosed
! Report
I Documents
E Contracts
.+.
10875 Rancho Bemardo Road, Suite 200
San Diego, CA 92127
PH 858.674.6-559
FAX [phone]
www.geosyntec.com
Date: 6 August 2008 | Job No.: SC0349
168 North 1950 West
POBox 1444850
Salt Lake City, UT 84114-4850
the following items:
E Drilling Log(s)
E Test Results
E Photos
! under separate cover via
! Letter
I Sepias/Drawings
fl Specifications
Copies Date Description
2 8/06/08 Cell4A Primary Liner As-Built Drawing, Comanco, Drawing I
2 8/06/08 Compressive Strength of Concrete Cylinders Test Results
These are transmitted as checked below:
! For Approval
[l For Your Use
! For Your Information
E For Your Review
E For Your Signature
! As Requested
! Approved as Submitted
I Approved as Noted
I Returned for Corrections
EResubmit Copies For Approval
E SuUmit Copies for Distribution
E Return Corrected Prints
REMARKS: Please replace Drawing I "Cell4,A. Primary Liner As-Built Drawing" in Appendix K with the
enclosed revised drawing. The previous version of the as-built drawing submitted on I August 2008 did not have
the panel numbers labeled and should be discarded.
Please replace the table in Appendix J-2 with the enclosed updated compressive strength test results containing
the 28-day compressive strength test results. The previous version of Appendix J-2 only had strengths test results
from the 7-day test and should be discarded.
Copy to: Harold R. Roberts
Regional OIIices:
Chicago, IL tColumbia, MD
Boca Raton, FL ! Atlanta GA
Austin, fi t Cuelph, Ontario, Canada
Walnut Creek, CA lHuntington Beach, CA
Laboratories
Atlanta, GA
Boca Raton, FL
Huntington Beach, CA
FROM: Gregory Corcoran
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Page I of2
Dave Rupp - Re: Cell4A construction issues
From:
To:
Date:
Subject:
CC:
Attachments:
Harold Roberts <HRoberts @ denisonmines.com>
Dave Rupp <[e-mail]>
71311200811:25 AM
Re: Cell 4A construction issues
Dane Finerfrock <dfinerfrock @ utah. gov>, Ron Hoch stein
<RHochstein @ denisonmines.com>, Loren Morton <LMORTON @ utah. gov>
HPIMO8 I 3. JPG ; FIPIM08 I 7. JPG; HPIMO8 1 6. JPG; HPIMOS 1 5.JPG ; HPIMOS 1 4. JPG
Dave:
I am sending you by overnight delivery a CD with 252 photos showing the work completed on the slimes drain
sand bag placement. Most of the photos are in pairs that show a "before" of the area needing attention, and an
"afte/'showing the modified placement. You will also note markings on the bags that indicate the location of the
area photographed. Each lateralwas numbered in sequence across the pond. I hope this documentation
addresses the concerns expressed during your site visit and in item ll. a. of your July 29th letter.
I have also attached to this e-mail, 5 photographs documenting the modifications to the upstream end ol the
slimes drain header. You had indicated that the last 25 feet was covered with non-woven geotextile, rather than
woven geotextile as per the plans and specification. The non-woven material on top of the slimes drain was
actually excess material that was laid over the top of the woven material as extra protection. This excess material
has been removed in order to meet the detail on the plans and specification. The attached photos document the
existence of the woven geotextile and the placement of sandbags along the edges of the woven and non-woven
geotextile. This should hopefully address the concerns in item ll. b. of your July 29th letter.
Our intent is to place sandbags along both edges of the slimes drain header to seal the areas of exposed gravel
between the intersection of the woven and non-woven geotextile. Additional sand bags have been ordered and
the work should be complete by Monday (8/4). This should hopefully address the concerns in item ll. c. of your
July 29th letter.
Please feel free to call me on my cell phone with any questions. [phone]
Harold Roberts
Executive Vice President, US Operations
t: [phone] | f: 303-389-4125
1050 17th Street, Suite 950, Denver, CO DENISON MINES (USA) CORP
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DENI
Dcnilon Mlncr (USA) @rp.
1050 17lh str..t, Suitr 950
Dcnvrr, CO 8Oitrtl
USA
Tcl:30362&7798
Fil : tO3 3t9.4125
ww.dcnbonmlnca.com
July 2,2AOB
VIA OVERNIGHT DELIVERY
Mr. Dane L. Finerfrock
Director .
Division of Radiation Control
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
Re: Cell4A Construction Quality Assurance Report
Dear Mr. Finerfrock:
Enclosed you will find two (2) copies of the White Mesa Mill Cell 4A Construction Quality Assurance Report.
The-Report-vvas prepared lor Denison Mines (USA) Corp. ('DUSA') by GeoSyntec Coniultants, San Diego,
California. _This report is in response to the requirements of the Design Approval issued by the Division oJ
Radiation Controlon June 25,2OO7.
I will be calling you to arrange a meeting sometime next week, after your technical staff has had a chance tocomplete their initial review of the Report, to discuss the Report and answer questions.
lf 1ou have any immediate questions please feelfree to contact me at 303 3Bg-4160.
Yours very truly,
Deuson Mrnes (USA) Conp.
Harold R. Roberts
Executive Vice President - U.S. Operations
Ron F. Hochstein, DUSA
Gregory T. Corcoran, GeoSyntac Consultants
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DENE'J)//
MINES
August 1, 2008
Mr. Dane L. Finerfrock
Director
Division of Radiation Control
Department of Environmental Quality
168 North 1950 West
P.O Box 144850
Salt Lake City, UT 84114-4850
Denison Mines (USA) Corp.
1050 17th Street, Suite 950
Denver, CO 80265
USA
Tel : [phone]
Fax : [phone]
www.denisonmines.com
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July 2, 2008, Cell 4A Construction Quality Assurance Report
Findings and Request for lnformation
Dear Mr. Finerfrock:
We are responding to your July 22, 2008 letter, requesting additional information regarding the Cell 4A
Construction Quality Assurance (COA) Report.
For ease of review, the Division of Radiation Control's ("DRC's") questions are repeated below in italics with
Denison Mines (USA) Corp.'s ("DUSA's") responses following each question.
1. S/lmes Drain Sandbags -.Once an approvable configuration is accepted by DRC, it must be submitted as
paft of the final as-built drawings.
As per conversations between the DRC and DUSA, the sandbag configuration is currently being adjusted in the
field to reflect the approved construction drawing details. The configuration of the slimes drain is reflected in the
final as-built drawings. As agreed with DRC, photographic documentation of the adjusted sandbags will be
submitted to verify completion of the work. The photo documentation will be transmitted under separate cover.
2. Appendix F - Repair Clarifications - ln volume ll, Appendix F of the report, two repaired areas of the
primary geomembrane are shown in the production seam log on pages 77/103 and 79/103. Howeverthe
outcome of these repairs is not clear. Please add verbiage with references to the report text and location
on the drawings regarding the outcome of these repairs.
The repaired area DRC indicated on page 771103 of Appendix F of the CQA report is located between Panel 95
and Panel 40 on the primary geomembrane. The three repairs made between these two panels are numbered
118, 119, and 120 (Appendix F-9, Repair Summary Log). These three repairs were performed and
nondestructively tested in accordance with the technical specifications.
The repaired area DRC indicated on page 791103 of Appendix F of the CQA report is located between Panels
115,29, 117, and 28 on the primary geomembrane. The four repairs made between these panels are
numbered 225,225,2249, and 1014 (Appendix F-9, Repair Summary Log). These repairs were performed and
nondestructively tested in accordance with the technical specifications.
Letter to Dane L. Finerfrock
August 1,2008
Page2
3. Suruey Coordinates - The basis of the surueying coordinates (x, y, and z) used to locate repair and other
work is not clear. Please add verbiage and show on the drawings the basis of the coordinates. Also,
please submit the surueyed coordinates of piping, drains, sumps, etc.
The coordinates used to locate repair and other work in the field logs are based on measured distances from
the end of each panel seam to the location of the destructive test or repair. The locations of the destructives
and repairs shown on the as-built drawings were based on survey data using a handheld global positioning
system (GPS) device.
The surveyed coordinates of the pipe, drains, and sump are shown on the enclosed as-built survey drawings
labeled P-01 through P-04.
4. Extrusion Weld Repairs - lndividual extrusion welds on the geomembrane panel bodies for repair of latent
damage, wrinkles and folds were made and labeled. Please show the location of these repairs on the
Comanco as-built drawings for both the primary and secondary geomembrane.
The locations of these repairs have been clarilied on the revised secondary geomembrane liner as-built
drawing. No repairs ol this nature were made to the primary geomembrane liner.
5. Appendix B - Sump Detail - ln Appendix B, the sump area drawing on revised sheet 6 of 7 needs to be
corrected with respect to the as-built conditions described in paragraph 3.3.1 of the report, which details
how the construction was revised.
Sheet 6 of 7 provided in Appendix B-1 reflects the as-built conditions ol the sump area as described in the CQA
report.
6. Final Construction Drawings - The complete final revised construction drawings need to be included in the
report. This will include, but not be limited to finalconstruction drawings, sheets I thru 7.
The complete final revised construction drawings are included with this letter. Enclosed, please find the
following:
o Construction Drawings, Sheets 1-7 (Geosyntec);o As-Built Survey Drawings, Sheets P-01 - P-04 (Comanco); ando (Revised) Cell 4A Primary and Secondary Liner As-Built Drawings (Comanco) with the incorporated
edits as requested by DRC.
Please insert these drawings into Appendix K of the CQA report.
DRC also expressed a concern that the edge of the concrete spillway was not beveled and could possibly result
in damage to the liner from solution dropping off the edge of the concrete on to the liner material. To address
this concern a 20 foot wide by 20 foot long splash pad of 60 mil high density polyethylene geomembrane will be
installed between the 16 oz./SY nonwoven geotextile underlying the edge of the concrete spillway, and the
primary 60 mil HDPE geomembrane. Although damage to the surface of the primary geomembrane from
moving liquid is not anticipated, this geomembrane splash pad will serye as a means to protect the primary
geomembrane from potential damage from liquid passing over the edge of the concrete spillway, onto the
primary geomembrane liner, and into Cell 4A. This materialwill be secured in place with an adhesive and sand
bags. The As-built drawing will be modified to show the installation of this additional splash pad.
DEM5OJ)/I
,UIINES
' Letter to Dane L. Finerfrock
August 1,2OOB
Pago 3
lf 1lou have any additional quections pleasa feelfrae to orrtact me at (3Gl) 389-4160.
Youre verytruln
Ilcnlson f,incr (tlSA) Gorp.m%
Executive Vbe Preskiont- U.S. Operations
cc: Ron F. Hochstein, DUSA
Gregory T. Corcoran, Geoaptec
Encloeed
Construction Drawings, Sheets 1-7, Geosyntec, lgsuod July 2008
As-Built Survey Drawings, P-01 - P{4, Comanco, lscued July 200S
cell 4A Primary and Secondary Liner As-Built Drawinge, sheets 1 &2, lssued July 2008
DEN'gOJY/mtNEs
l
Geosyntec
consultants
a
D
Dane L. Finerfrock
Division of Radiation Control
Department of Environmental Quality
Heceived
AUG ',",,',l
Division of
San Diego, CA 92127
PH 8-s8.674.6559
FAX [phone]
Date: I August 2008 | Job No.: SC0349
168 North 1950 West
POBox 1444850
Salt Lake ciry, uT 84114-4850
the following items:
E Driuing Log(s)
! Test Results
f]Photos
We are sending you
X originat
flcopy
fi Enclosed
! Report
X Documents
E Contracts
E under separate cover via
! Letter
fi Sepias/Drawings
E Specifications
Copies Date Description
2 8/01/08 Construction Drawings, Geosyntec, Sheets 1-7
2 8/01/08 As-Built Survey Drawings, Comanco, P-01 - P-04
2 8/01/08 Cell4A Primary and Secondary Liner As-Built Drawing, Sheets I & 2
2 8/0r/08 Letter response to July 2,2008, Cell 4A CQA Report, Findings and Request
for Information
These are transmitted as checked below:
I For Approval
X For Your Use
f] For Your lnformation
f] For Your Review
I For Your Signature
! As Requested
! Approved as Submitted
I Approved as Noted
E Retumed for Corrections
lResubmit
-
Copies For Approval
E SuUmit
-
Copies for Distribution
E Retum
-
Corrected Prints
REMARKS: Please insert these fourteen ( 14) drawings provided in Appendix K of the CQA
Report for Cell4,A. at the White Mesa Mill Facility in Blanding, Utah.
Copy to: Harold R. Roberts
Regional Offices:
Chicago, IL tColumbia, MD
Boca Raton, FL ! Atlanta GA
Austin, TX I Guelph, Ontario, Canada
Walnut Creek, CA lHuntington Beach, CA
Laboratories
Atlanta, GA
Boca Raton, FL
Huntington Beach, CA
FROM: Gregory Corcoran
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Loren Morton
Dave Rupp
3ltU200B 12:21 PM
Denison: Cell 4A - Harold Roberts Called
Dane Finerfrock; Dean Henderson; John Hultquist
lg' (,i,'i,
Date:
Subject:
CC:
Dave,
I spoke to Harold Roberts this morning. He said that FML construction will begin again in about 1 - 2 weeks. He estimated
that the FML system would take about 6 weeks to flnish, and the slimes drain about 2 weeks after that. He then asked
what was needed for DRC to issue an approval to use letter for Cell 4A. I rehearsed for him the requirements from the
6125108 DRC design approval letter. Here's what he has planned:
1. Surety - Harold says the surety report he just submitted does NOT include the cover construction for Cell 4A. Harold
says he has done the calculations, and estimates that he needs to increase the surety by about $1.7 M, He said he will
submit an addendum within 2 weeks that includes Cell 4A cover costs. I told him we would also need to receive evidence
that the surety has been funded. Harold said he would start talking to his bond company.
2. Reclamation Plan - I asked Harold if the currently approved plan includes cover construction for Cell 44. He wasn't sure
and said he would look at the plan to verify. I told him that if it didn't, he would need to amend the reclamation plan - and
it would need to be consistent with the surety we approve.
3. O & M Plan - Harold said hewillsubmitan O &M planforCell4Awithin the next 10days. TheGW Permitoutlineswhat
is needed there.
4. As-Built Repoft - Harold asked if he should submit the as-built report to us in pieces, 1 for the lower FML, the drain net,
upper FML, and slimes drain. I said no, that it would be more efficient for us to review 1 report for the entire system. He
said he thinks construction will be done by mid-May, and that Geosyntec can turn around the report in about 2 weeks.
That would put the report into us in early June. I mentioned that you would need to do a flnal construction inspection, as a
part of reviewing the As-built Report,
Harold asked when we might be able to review these things, I told him that we would look at what was in your queue
when the submittals arrive. I did tell him that we should be able to pick up the surety and O&M plan soon after arrival, and
that we would need 4-6 weeks to get the as-built reviewed. He said that sometime this summer wastewater storage would
become critical, and he will n eed the Cell 4A capacity.
If you have any concerns with this schedule, let's talk.
Loren
DRC
FONECON RECORD of David Rupp
January 2,2N8; 3:40 p.m. Speaking with: Dave Turk, DUSA
Dave stated that not too long after our inspection on November 28,2W7 the mill site
received deep enough snow to close the construction on Cell 4A. Therefore the work is
in winter shut-down until spring 2008.
- - D.Ruoo
or'l:k'
FML
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Page I of I
Dave Rupp - Cell 4A GCL Winter Construction Procedures
From:
lo:
Date:
Dave Rupp
Ssnyder@den isonm i nes. com
LLl5l2007 3:40 PM
Cell 4A GCL Winter Construction Procedures
H ro berts@den ison m i nes. com
Subject:
Steve,
I am requesting a copy of the approved cold weather construction procedures for geo-membrane installation for the subject
project. PleaseprovideanapprovedcopyorthestatusofapprovaloftheproceduresbyNovember9,200T. Ifyouhaveany
questions on this request please let me know. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake City, UT 84114-4850
Telephone [phone]
Fax [phone]
Email: [e-mail]
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From:
To:
Date:
Subject:
Attachments:
CC:
Dave,
As discussed, please find the revised Technical Specifications and CQA Plan for the DMC Cell 4A project.
These documents reflect the following:
I . a required minimum 5O7o GCL moisture content (not the 7 57o as indicated below, in accordance with
our discussion on 26 September),
2. monitoring of GCL hydration process using small containers to measure water application to the
surface of the GCL,3. moisture conditioning of the subgrade the day prior to GCL deployment to result in a subgrade soil
with not more than I inch of dry soil thickness at the surface upon deployment, and4. collection and testing (ASTM D 2216) of 6-inch, hydrated GCL samples from secondary
geomembrane destructive test locations at a frequency of I GCL sample per 4 destructive sample locations.
These documents will be distributed to the contractor today and we anticipate starting GCL deployment
Friday morning 28 September.
Please let us know if you need additional information.
Regards,
Greg
From: Dave Rupp [mailto:[e-mail]]
Sent: Wednesday, September 26,2007 9:49 ANI
To: Greg Corcoran
Cc: hroberts@
Subject: RE: DMC Cell4A - GCL Hydration
G.eg,
Thanks for the email. There are yet two main items to define. Will the subgrade normally be moistened
one-day ahead, unless the surface is wet already from precipitation, or do you envision scratching the
surface down l-inch, and if it is "moist" there not applying any water to the subgrade?
The GCL water application rate submitted looks fine. We are no longer pursuing the water truck
correlation. However, in order to verify by measurement the MC of the GCL to be>757o, samples of GCL
will need to be taken from the FML covered GCL at an interval of I GCL sample per 2,000-feet. Removal
of GCL coupons will be from the FML destructive seam samples which are specified to be taken at
500-foot intervals (Tech Specifications 2770, Section 3.03-J). Replacement of the GCL coupons will need
to be by an acceptable bentonite paste or other approved method. Please review the above, and call to
discuss, ifnecessary. The specifications will need to be formally revised and approved. Thanks. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake City, UT 84114-4850
Telephone [phone]
Fax [phone]
Email: [e-mail]
>>> Greg Corcoran <[e-mail]> 912512007 5:43 PM >>>
Dave,
I will be traveling tomorrow to Blanding, UT. You can reach me on my mobile phone at 619.279.6333.
My flight leaves at 6:35 am.
Greg Corcoran <GCorcoran @ Geosyntec.com>
Dave Rupp <[e-mail]>
9127l2OOi l1:17 AM
RE: DMC Cell 4A - GCL Hydration
SC0349 - Technical SpecificationsF O927O7.pdf; SC0349 - CQA Plan092707 F.
pdf
"hroberts @denisonmines.com" <hroberts @denisonmines.com>
In regards to the water truck measurement, although it would be a good check on the amount of water
applied, I don't believe that this is accurate enough. Water trucks typically do not have a means to measure
the water quantity in the tank, nor is it feasible to estimate the quantity in the truck based on a site gage (1/3
full vertically will not equal 1/3 of the volume based on the tank shape). Remember that with a 2 hour
window, the contractor will likely be hydrating smaller areas of GCL to make sure they get covered
expeditiously, which will require smaller amounts of water. This will be very difficult to track with any
level ofaccuracy.
I think that this will just cloud the data with respect to the amount of water applied and would not advise
using this method.
Regards,
Greg
From: Dave Rupp [mailto:[e-mail]]
Sent: Tuesday, September 25,2007 3:51 PM
To: Greg Corcoran
Cc: hroberts @denisonmines.com
Subject: Re: DMC Cell4A - GCL Hydration
Greg,
Thanks. I will contact you on your figures tomorrow. I am here at 6:45 a.m. if you wish to contact me
early. After internal meetings, an additional field control measure we need is for the volume of water
applied from the water truck to the GCL area be averaged, as an additional check to the can depth. This
volume over the area applied can then be compared to the required application rate, to verify it meets that
minimum rate, and then if deficient, necessary additional water can be added. Please include this task to be
documented by the field qalqc manager. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake City, uT 84114-4850
Telephone [phone]
Fax [phone]
Email: [e-mail]
>>> Greg Corcoran <[e-mail]> 912512007 4:19 PM>>>
Dave,
As we discussed in our phone conversation this afternoon, Geosyntec will require the contractor to
moisture condition the subgrade in an area to be covered with GCL the following day. Soil conditions will
be moist to no less than I inch from the surface (i.e. the top one inch of subgrade soil can be dry).
During GCL hydration, Geosyntec will deploy a small can on the surface of the GCL to measure the
quantity of water applied to the surface. This testing will be performed at a minimum of once per acre of
GCL deployed.
Subsequent to spraying the GCL surface with water, the contractor will be required to cover the GCL with
geomembrane within 2 hours. Based on pan evaporation rates for Mexican Hat, Utah (closest weather
station to the site that reports pan evaporation rates), a monthly average of 9.37 inches of pan evaporation
occurs in September and a monthly average of 5.52 inches of pan evaporation occurs in October. Using the
September pan evaporation value and assuming that evaporation occurs during the approximately l2 hours
ofdaylight and halfas much evaporation occurs in the l2 night hours (18 hours ofequal evaporation during
a single day) and a total of 30 days in July, the estimated pan evaporation rate is approximately 0.017
inches per hour. Over a time period of 2 hours, a conservative estimate of water volume that could
evaporate from free standing water is approximately 0.034 inches.
Calculating the amount of water necessary for the hydration of l47o moisture content GCL, with a mass per
unit area of bentonite of 0.75 lbs/SF (specification requirement), to a moisture content of 7 57o can be
performed as follows:
(157o-147o) x 0.75 lbs/SF I 62.4 lbslCF water = 0.0073 ft water = 0.088 inches of water
Adding the potential evaporation of 0.034 inches in 2 hours, results in a water application rate of 0.122
inches or l/8 inch.
The target value will be no less than l/8 inches, or approximately 3,400 gallons per acre.
Please let us know if you need additional information.
Regards,
Greg
Gregory T Corcoran, P.E.
Principal Engineer
10875 Rancho Bernardo Road
Suite 200
San Diego, California 92078
Phone: [phone]
Fax: [phone]
Mobile: [phone]
www. Geosyntec.comchttp ://www. geosyntec.com/>
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GeosyntecD
consultants
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Suire 200
San Diego, CA92121
Pl"t 858.674.65.s9
t;AX 8-s8.674.6586
\\,w\!..ger)s v t.t lcc. coll.l
20 September 2007
Mr. Dane Finerfrock
Executive Secretary
Utah Radiation Control Board
State of Utah Department of Environmental Quality
168 North 1950 West
P.O. Box 144850
Salt Lake city, uT 84114-4850
Subject:Geosynthetic Clay Liner Hydration Demonstration
Letter Report
Denison Mines Corporation
White Mesa Mill, Cell4A
Blanding, Utah
Dear Mr. Finerfrock,
Geosyntec Consultants (Geosyntec) is pleased to submit to the Utah Department of
Environmental Quality (UDEQ), on behalf of Denison Mines (USA) Corp (DMC), this letter
responding to comments provided in a letter dated l8 September 2A07 from Mr. David A. Rupp
of UDEQ to Mr. Harold R. Roberts of DMC. For ease of review, the UDEQ comments are
repeated below in italics with DMC's responses following each comment.
1. The specifications be revised for wetting and covering the GCL with the FML
expeditiously to avoid evaporation losses.
The attached specifications have been updated.
2. Consideration be given to adjusting the amount of water to be used to hydrate the GCL
and subgrade, considering evaporation as noted above, as well as subgrade soil suction,
per the enclosed article by Daniel, Shan, and Anderson. In the FD-3 demonstration,
water losses (using the direct watering method to the GCL) appear to have been
experienced, i.e. the hydration may have been lower than anticipated, from the amount of
water added. Also, in the FD-3 fieM test, the subgrade appears it may have been pre-
hydrated as well, .from the effects of the pre-hydrating the subgrade in the FD-Z Jield test.
As identified in Table 2 of the UDEQ referenced article by Daniel, et. al. ("Effects of
Partial Wetting on the Performance of Bentonite Component of a Geosynthetic Clay
Liner", 1993), the water content of the bentonite at vapor equilibrium would be expected
SC0349.Response to Cornrnents.200709 I 9. f.doc
Mr. Dane Finerfrock
20 September 2001
Page2
SC0349.Response to Comrnents.200709 I 9.ldoc
engineers I scientists I innovators
to be approximately IUlVo. Based on this article, a water content of 1457o could be
attained by direct soaking and adding a compressive stress of 14 kPa. Since the
application for DMC Cell 44' has no compressive stress, the approximate 987o moisture
contents observed in Field Demonstration 3 (FD-3) appears to comply with the water
content - suction relationship. Based on this information, DMC does not believe that the
underlying soil subgrade reduced the moisture content of the GCL.
In addition, given the short duration of FD-3 ( I day), DMC does not believe that the
hydration of the subgrade soils impacted the FD-3 testing, as the one week sample from
soil subgrade hydration alone increased the moisture content of the GCL by
approximately l27o (26Eo - l47o dry GCL).
Lastly, the Daniel, et. al. article indicates that soil with a suction of greater than 15 bars
would not support vegetation, but would still result in a bentonite moisture content of
approximately 50Vo. Soils on the site were supporting vegetation prior to beginning
construction of the re-lining project (vegetation has been stripped and removed) and will
be moisture conditioned for dust control during construction, which based on Daniel, et.
al., will result in moisture contents of between 50Vo and 1007o.
Therefore, DMC proposes to wet the top surface of the GCL using the same methodology
as in FD-3. This methodology will result in GCL moisture contents greater than 50Vo.
3. As per item 7 of our email to Greg Corcoran of Geosyntec from Loren Morton of DRC
dated September 4, 2007, please provide the lab data used in making the permeability vs.
time and pore volume graphs for the four MCs tested. Any additional completed lab data
since the report submission is also requested.
Laboratory data is attached, along with the final report on the permeability testing
performed by TRI Environmental.
Mr. Dane Finerfrock
20 September 2007
Page 3
If you have any questions or require additional
(8s8) 674-6s59.
Attachments:
Copies to:
SC0349. Response to Comments.200701) I 9.f.doc
engineer$ I scientists I innovators
please contact the undersigned at
Revised Technical Specifications
lrtter Report from TRI Environmental, Inc. dated 19 September 2007
Geosynthetic Clay Liner Permeability Data
Harold R. Roberts - DMC
David A. Rupp, P.E. - Utah Department of Environmental Quality
ry T. Corcoran, PE
,ffir- III{EY*:,}Yffi*'J-'
l9 September 2007
Gregory T Corcoran, P.E.
Geosyntec Consultants, Inc.
10875 Rancho Bernardo Road
Suite 200
San Diego, Califomia 92078
Phone: [phone]
[e-mail]
Subject: Results for permeability of the Bentomat ST GCL for the Denison Mines Project,
(TRI Log #: E2279-43-02)
Dear Mr. Corcoran,
The intent of letter is to provide you with the results for the compatibility of the Bentomat ST GCL with the
hydrochloric acid solution for the Denison Mines Project. Representative specimens of the Bentomat ST GCL from
roll number 6836, were selected for permeability testing per ASTM D 6766, Scenario l. Specimens were pre-
hydrated with de-ionized water to target bentonite moishrre contents of 50, 15, 100 and 140%. Specimens were
allowed to equilibrate prior to mounting in the triaxial permeameters.
Upon mounting in the permeameter the specimen was immediately tested for permeability without back pressure
saturating the sample at the client's request. The cell pressure was 80 psi, the head water pressure was l7 psi and the
tail water pressure was 75 psi. The specimens were permeated with a hydrochloric (HCl) acid solution with a pH of
1. Permeability with time and pore volumes is presented in the attached figures for each of the hydration conditions.
Individual specimen data are presented in Table l.
Table 1 GCL Specimen Data
Parameter Specimens
Tarset Moisture Content 50%7s%100%140%
Initial Diameter, mm 101.6 101.6 101.6 101.6
Final Diameter. mm 101.6 101.6 t0l 6 t0l 6
Initial Thickness, mm 1.6 1.6 7.6 7.6
Final Thickness. mm 6.9 8.6 7.4 8.9
|ll,i, o/o t9.9 19.9 19.9 19.9
@c-Yo I14.0 122.7 r31.3 136.8
219 168 196 161
n 0.85 0.83 0.88 0.88
Pore Volume,ml 47.2 51.8 52.5 63.6
K* (cm/sec)5.9 x l0-"2.3 x l0-"2.5 x l0-'8.2 x l0-"
Sincerely,
WWffi!^
John M. Allen, E.I.T.
Director of the Geosynthetics Interaction Laboratory
TRI/Environmental, Inc.
9063 Bee Caves Road. Austin, TX 78733 I 512 263 2l0l I fax [phone] / www.GeoslmtheticTesting.com
cf,rr"", Denison Mines Project
TRI Log No.82279-43-02
l9 September 2007
Page 2 of 5
..t'
@
o%
o
o
o
o'= 5 psi
200 300 400 500 600 700 800 900 1000
Time (hours)
Figure I Permeability with time for 50% moisture content specimen with pH of I HCL Solution
l.E-07 %o
l.E-08
Permeability
(cm/sec)
l.E-09
LE-08
Permeability
(cm/sec)
l.E-09
o ooo
,%
oo
oi=5psi
l.E-10
Figure 2 Permeabiliry with pore volumes for 50Yo moisture content specimen with pH of I HCL Solution
l5
9063 Bee Caves Road. Austin, TX 78733 / 512 263 2l0l I fax [phone] / www.GeosyntheticTesting.com
o
Geosyntec, Denison Mines Project
TRI Log No. E2279-43-02
l9 September 2007
Page 3 of5
t.E-08
Permeability
(cm/sec)
l.E-08
Permeability
(cm/sec)
l.E-09
oooooQo
ooo
o
cooo
t00 200 300 400 500 600 700 800 900 1000
Time (hours)
Figure 3 Permeability with time for 75Yo moisture content specimen with pH of I HCL Solution
%
co
o
oo
o
ooo oooo
=5psiIo'
i
+
0
Figure 4 Permeability with pore volumes for 75Yo moisture content specimen with pH of I HCL Solution
9063 Bee Caves Road. Austin, TX 78733 I 512 263 2l0l / fax [phone] / www.GeosyntheticTesting.com
of,rr"., Denison Mines Project
TRI Log No.E2279-43-02
l9 September 2007
Page 4 of 5
l.E-06
l.E-07
Permeability
(cm/sec)
l.E-08
3>O
r.s-oe-] o
o'= 5
I _E-10 DSI
100 200 300 400 500 600 700 800 900 1000
Time (hours)
Figure 5 Permeability with time for 100% moisture content specimen with pH of I HCL Solution
1.E-06
t.E-07
Permeability
(cm/sec)
l.E-08
Figure 6 Permeability with pore volumes for 100% moisture content specimen with pH of I HCL Solution
OC
o
9063 Bee Caves Road. Austin, TX 78733 I 512 263 2l0l / fax [phone] / www.GeosyntheticTesting.com
?ryrt"", Denison Mines Project
TRI Log No.E2279-43-02
l9 September 2007
Page 5 of5
l.E-07 r
-l^ol\2
o
o
o
o
l.E-08
Permeability
(cm/sec)
t.E-09
o o
o
o'=5psi
100 200 300 400 500 600 700 800 900 1000
Time (hours)
Figure 7 Permeability with time for l40Yo moisture content specimen with pH of I HCL Solution
l.E-08
Permeability
(cm/sec)
l.E-09
Figure 8 Permeability with pore volumes for l40o/o moisture content specimen with pH of I HCL Solution
9063 Bee Caves Road. Austin, TX 78'733 I 512 263 2l0l I fax [phone] / www.GeosyntheticTesting.com
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REVISED TECHNICAL SPECIFICATIONS
For the Construction of
Cell 4A Lining System
White Mesa Mitl
Blanding, Utah
Prepared for:
NEF.Itr5 Mrrufr5
Denison Mines (USA) Corporation
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
Phone: [phone]
Prepared by
GeosyntecD
consultalts
Geosyntec Consultants
10875 Rancho Bernardo Rd.
Suite 200
San Diego, California 92127
f
ON
JUNE 2OO7
Geosyntcc Consultants
CERTIFICATION PAGE
TECHNICAL SPECIFICATIONS
CELL 4A LINING SYSTEM CONSTRUCTION
DENTSON MINES (USA) CORPORATTON
WHITE MESA MILL
BLANDING, UTAH
The Engineering material and data contained in these Technical Specifications
were prepared under the supervision and direction of the undersigned, whose seal
as a registered Professional Engineer is affixed below,
No.602AOt?.220273
cREGoRyr. i
&*uil*T. Corcoran, P.E.
ineer of Record
SC0l49/ /SC0l49 - Technical Specifications F 061 lo7.doc
Geosyntec Consultants
TABLE OF CONTENTS
Section 01010 Summary of Work
Section 01025 Measurement & Payment
Section 01300 Submittals
Section 01500 Construction Facilities
Section 01505 Mobilization / Demobilization
Section 01560 Temporary Controls
Section 01700 Contract Closeout
Section 02010 Demolition
Section 02220 Subgrade Preparation
Section 02225 Drainage Aggregate
Section 02616 PVC Pipe
Section 02770 Geomembrane
Section 02771 Geotextile
Section 02772 Geosynthetic Clay Liner
Section 02773 Geonet
Section 03400 Cast-In-Place Concrete
SC0349/. ../SC0349 - Tcchnical Specifications F 06 I 307.dG lll
Geosyntec Consultants
SECTION 0101O
SUMMARY OF WORK
PARTl_ GENERAL
1.01 DESCRIPTION OF WORK
A. The Work generally involves the preparation of subgrade, installation of geosynthetic liner
system, and associated piping.
B. The Work will generally consist of:
l. Initial topographic survey;
2. Mass excavation and subgrade preparation;
3. Anchor trench and leak detection system trench excavation;
4. Installation of needle-punched geosynthetic clay liner (GCL) consisting of woven and
nonwoven geotextiles;
5. Installation of 60-mil HDPE secondary geomembrane;
6. Installation of leak detection system 4-inch and l8-inch PVC pipe and fittings;
7. Installation of aggregate within leak detection system pipe trench and sump;
8. Installation of 300 mil geonet;
9. Installation of 60-mil HDPE primary geomembrane;
10. Installation of l6 oz./SY nonwoven geotextile cushion;
1 l. Installation of slimes drain 4-inch and 18-inch PVC pipe and fittings;
12. Installation of aggregate around slimes drain and within sump; and
13. Installation of strip composite drainage layer.
I.O2 CONTRACTOR'S RESPONSIBILITIES
A. Start, layout, construct, and complete the Project in accordance with the Technical
Specifications, CQA Plan, and Drawings (Contract Documents).
B. Provide a competent Site superintendent, capable of reading and understanding the
Construction Documents, who shall receive instructions from the Construction Manager.
C. Establish means, techniques, and procedures for constructing and otherwise executing the
Work.
D. Establish and maintain proper Health and Safety practices for the duration of the Project.
E. Except as otherwise specified, fumish the following and pay the cost thereof:
l. Labor, superintendent, and products.
2. Construction supplies, equipment, tools, and machinery.
3. Water, electricity, and other utilities required for construction.
4. Other facilities and services necessary to properly execute and complete the Work.
Cell 44 Lining System Construction
sc0349\...\sc0r4e - TECHNTcAL spEcrFrcArroNs F Page 0 I 01 0- I
06t307.DOC
| 8 June 200?
Geosyntec Consultants
5. A Registered Land Surveyor, licensed in the State of Utah, to survey and layout the
Work, and to certify as-built Record Drawings.
Pay cost oflegally required sales, consumer, and use taxes and governmental fees.
Perform Work in accordance with codes, ordinances, rules, regulations, orders, and other legal
requirements of governmental bodies and public agencies bearing on performance of Work.
Forward submittals and communications to the Construction Manager. Where applicable, the
Construction Manager will coordinate submittals and communications with the
representatives who will give approvals and directions through the Construction Manager.
Maintain order, safe practices, and proper conduct at all times among Contractor's employees.
The Owner, and its authorized representative, may require that disciplinary action be taken
against an employee of the Contractor for disorderly, improper, or unsafe conduct. Should an
employee of the Contractor be dismissed from his duties for misconduct, incompetence, or
unsafe practice, or combination thereof, that employee shall not be rehired for the duration of
the Work.
Coordinate the Work with the utilities, private utilities, and/or other parties performing work
on or adjacent to the Site. Eliminate or minimize delays in the Work and conflicts with those
utilities or contractors. Coordinate activities with the Constnrction Manager. Schedule
private utility and public utility Work relying on survey points, lines, and grades established
by the Contractor to occur immediately after those points, lines and grades have been
established.
Coordinate activities of the several trades, suppliers, and subcontractors, if any, performing
the Work.
1.03 NOTIFICATION
A. The Contractor shall notiry the Construction Manager in writing if he elects to subcontract,
sublet, or reassign any portion of the Work. This shall be done at the time the bid is
submitted. The written statement shall describe the portion of the Work to be performed by
the Subcontractor and shall include an indication, by reference ifdesired by the Construction
Manager, that the Subcontractor is particularly experienced and equipped to perform that
portion of the Work. No portion of the Work shall be subcontracted, sublet, or reassigned
without written permission of the Construction Manager. Consent to subcontract, sublet, or
reassign any portion of the Work by the Construction Manager shall not be considered as a
testimony of the Construction Manager as to the qualifications of the Subcontractor and shall
not be construed to relieve the Contractor of any responsibilities for completion of the Work.
1.04 CONFORMANCE
Work shall conform to the Technical Specifications, CQA Plan, and Drawings that form a
part of these Contract Documents.
Omissions from the Technical Specifications, CQA Plan, and Drawings or the misdescription
of details of Work which are necessary to carry out the intent of the Contract Documents are
customarily performed, shall not relieve the Contractor from performing such omitted or
misdescribed details of the Work, but they shall be performed as if fully and correctly set
forth and described in the Technical Specifications, CQA Plan, and Drawings.
Cell 4,A Linine System Construction
F.
G.
H.
K.
A.
SCO349\..,\SCO349 . TECHNICAL SPECIFICATIONS F
06 I l07.DOC
Page 01010-2 I 8 June 2007
Geosyntec Consultants
1.05 DEFINITIONS
A. OWNER - The term Owner means the Denison Mines (USA) Corporation for whom the
Work is to be provided.
E
CONSTRUCTION MANAGER - The term Construction Manager means the firm
responsible for project administration and project documentation control. All formal
documents will be submitted to the Construction Manager for proper distribution and/or
review. During the period of Work the Construction Manager will act as an authorized
representative of the Owner.
DESIGN ENGINEER - The term Design Engineer means the firm responsible for the design
and preparation of the Construction Documents. The Engineer is responsible for approving
all design changes, modifications, or clarifications encountered during construction. The
Design Engineer reports directly to the Owner.
CQA ENGINEER - The term CQA Engineer refers to the firm responsible for CQA related
monitoring and testing activities. The CQA Engineer's authorized personnel will include
CQA Engineer-of-Record and Lead CQA Monitor. The CQA Engineer may also perform
CQC work as appropriate. The CQA Engineer reports directly to the Owner.
CONTRACTOR - The term Contractor means the firm that is responsible for the Work. The
Contractor's responsibilities include the Work of any and all of subcontractors and suppliers.
The Contractor reports directly to the Construction Manager. All subcontractors report
directly to the Contractor.
SURVEYOR - The term Surveyor means the firm that will perform survey and provide as-
built Record Drawings for the Work. The Surveyor shall be a Registered Land Surveyor,
licensed to practice in the State of Utah. The Surveyor is employed by and reports directly to
the Contractor.
SITE - The term Site refers to all approved staging areas, and all areas where the Work is to
be performed, both public and privately owned.
WORK - The term Work means the entire completed construction, or various separately
identifiable parts thereof, required to be furnished under the Contract Documents. Work
includes any and all labor, services, materials, equipment, tools, supplies, and facilities
required by the Contract Documents and necessary for the completion of the project. Work is
the result of performing services, furnishing labor, and fumishing and incorporating materials
and equipment into the construction, all as required by the Contract Documents.
DAY - A calendar day on which weather and other conditions not under the control of the
Contractor will permit construction operations to proceed for the major part of the day with
the normal working force engaged in performing the controlling item or items of Work which
would be in progress at that time.
CONTRACT DOCUMENTS - Contract Documents consist of the Technical Specifications,
CQA Plan, and Drawings.
I.06 CONTRACT TIMES
A. The time stated for completion and substantial completion shall be in accordance with the
Contract Times specified in the Agreement. Extensions to the Contract Time of performance
shall be granted for those days when the Contractor is unable to work due to adverse weather
conditions or as a result of abnormal conditions. Extension of time of performance based on
adverse weather conditions shall be granted when requested by the Contractor and reviewed
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in writing by the Construction Manager. All requests for extensions of time by the Contractor
based on adverse weather conditions must be submitted in wnting to the Construction
Manager within five (5) working days of the time in question. No claims for damages shall
be made by the Contractor for delays.
B. Contractor shall adhere to the schedule provided in the Contract. Unapproved extensions to
the schedule will result in the Contractor paying liquidated damages in the amount of $4,000
per day to cover costs associated with Construction Management and construction oversight.
I.O7 CONTRACTOR USE OF WORK SITE
Confine Site operations to areas permitted by law, ordinances, permits, and the Contract
Documents. The Contractor shall ensrue that all persons under his control (including
Subcontractors and their workers and agents) are kept within the boundaries of the Site and
shall be responsible for any acts oftrespass or damage to property by persons who are under
his control. Consider the safety of the Work, and that of people and properfy on and adjacent
to work Site, when determining amount, location, movement, and use of materials and
equipment on work Site.
The Contractor shall be responsible for protecting private and public property including
pavements, drainage culverts, electricity, highway, telephone, and similar property and shall
make good of, or pay for, all damage caused thereto. Control of erosion throughout the
project is of prime importance and is the responsibility of the Contractor. The Contractor
shall provide and maintain all necessary measures to control erosion during progress of the
Work to the satisfaction of the Construction Manager and all applicable laws and regulations,
and shall remove such measures and collected debris upon completion of the project. All
provisions for erosion and sedimentation control apply equally to all areas of the Work.
Contractor shall promptly notify the Construction Manager in writing of any subsurface or
latent physical conditions at the Site that differ materially from those indicated or referred to
in the Contract Documents. Construction Manager will promptly review those conditions and
advise Owner in writing if further investigations or tests are necessary. If the Construction
Manager finds that the results of such investigations or tests indicate that there are subsurface
and latent physical conditions which differ materially from those intended in the Contract
Documents, and which could not reasonably have been anticipated by Contractor, a Change
Order shall be issued incorporating the necessary revisions.
At no time shall Contractor interfere with operations of businesses on or in the vicinity of the
Site. Should the Contractor need to work outside the regular working hours, the Contractor is
required to submit a written request and obtain approval by the Construction Manager.
1.08 PRESERVATION OF SCIENTIFIC INFORMATION
Federal and State legislation provides for the protection, preservation, and collection of data
having scientific, prehistoric, historical, or archaeological value (including relics and
specimens) that might otherwise be lost due to alteration of the terrain as a result of any
construction work. If evidence of such information is discovered during the course of the
Work, the Contractor shall notifu the Construction Manager immediately, giving the location
and nature of the findings. Written confirmation shall be forwarded within two (2) working
days.
The Contractor shall exercise care so as not to damage artifacts uncovered during excavation
operations, and shall provide such cooperation and assistance as may be necessary to preserve
the findings for removal or other disposition by the Construction Manager or Government
agency.
Cell 4,{ Linins Svstem Construction
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A.
B.
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C. Where appropriate, by reason of a discovery, the Construction Manager may order delays in
the time of performance, or changes in the Work, or both. If such delays, or changes, or both,
are ordered, the time of performance and contract price shall be adjusted in accordance with
the applicable clauses of the Contract.
MEASUREMENT AND PAYMENT
A. Measurement for Work will be according to the work items listed in Section 01025 of these
Specifications.
EXISTING UTILITIES
The Contractor shall be responsible for locating, uncovering, protecting, flagging, and
identifuing all existing utilities encountered while performing the Work. The Contractor shall
request that Underground Service Alert (USA) locate and identifu the existing utilities. The
request shall be made 48 hours in advance.
Costs resulting from damage to utilities shall be borne by the Contractor. Costs of damage
shall include repair and compensation for incidental costs resulting from the unscheduled loss
ofutility service to affected parties.
The Contractor shall immediately stop work and notiff the Construction Manager of all
utilities encountered and damaged. The Conffactor shall also Survey the exact location of any
utilities encountered during construction.
l.l I CONTRACTOR QUALIFICATIONS
The Contractor, and all subcontractors, shall be licensed at the time of bidding, and
throughout the period of the Contract, by the State of Utah to do the type of work required
under terms of these Contract Documents. By submitting a bid, the Contractor certifies that
he is skilled, competent, and knowledgeable on the nature, extent and inherent conditions of
the Work to be performed and has been regularly engaged in the general class and type of
work called for in these Contract Documents and meets the qualihcations required in these
Specifications.
The Construction Manager shall disqualify a bidder that either cannot provide references, or if
the references cannot substantiate the Contractor's qualifications.
By submission of a bid for this Project, the Contractor acknowledges that he is thoroughly
familiar with the Site conditions.
1.72 INTERPRETATION OF TECHNICAL SPECIFICATIONS, CQA PLAN, AND DRAWINGS
A. Should it appear that the Work to be done or any matters relative thereto are not sufficiently
detailed or explained in the Technical Specifications, CQA Plan, and/or Drawings, the Design
Engineer will further explain or clarifli, as may be necessary. In the event of any questions
arising respecting the true meaning of the Contract Documents, the matter shall be referred to
the Design Engineer, whose decision thereon shall be final.
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1.13 HEALTH AND SAFETY
A. The Contractor shall be responsible for health and safety of its own crew, subcontractors,
suppliers, and visitors. Contractor shall adhere to the Contractor Safety Rules for the site.
t.t4 GENERAL REQUIREMENTS
E.
SURVEYING - The Surveyor shall be responsible for all surveying required to layout and
control the Work. Surveying shall be conducted such that all applicable standards required by
the State of California.
PERMITS - The Contractor shall be required to obtain permits in accordance with
construction of the facility.
SEDIMENTATION, EROSION CONTROL, AND DEWATERING - Contractor shall
comply with all laws, ordinances, and permits for controlling erosion, water pollution, and
dust emissions resulting from construction activities; the Contractor shall be responsible for
any hnes imposed due to noncompliance. The Contractor shall perform work in accordance
with the Storm Water Pollution Prevention Plan (SWPPP) provided by the Owner. The
Contractor shall pump all water generated from dewatering into Cell 3, as directed by the
Construction Manager.
PROTECTION OF EXISTING SERVICES AND WELLS - The Contractor shall exercisc
care to avoid disturbing or damaging the existing monitor wells, electrical poles and lines,
permanent below-ground utilities, permanent drainage structures, and temporary utilities and
structures. When the Work requires the Conftactor to be near or to cross locations of known
utilities, the Contractor shall carefully uncover, support and protect these utilities and shall not
cut, damage, or otherwise disturb them without prior authorization from tle Construction
Manager. All utilities or wells damaged by the Contractor shall be immediately repaired by
the Contractor to the satisfaction of the Construction Manager at no additional cost.
BURNING - The use of open fires for any reason is prohibited.
F. TEMPORARY ROADS - The Contractor shall be responsible for constructing and
maintaining all temporary roads and lay down areas that the Contractor may require in the
execution of the Work.
CONSTRUCTION WATER - The Contractor shall obtain for water from the Owner for
construction and dust control. The Contractor shall not add substances (such as soap) to
construction water. The Contractor shall utilize measuring devices that allow him to track the
volume of water used. Such usage records shall be maintained and provided to the
Construction Manager.
COOPERATION - The Contractor shall cooperate with all other parties engaged in project-
related activities to the greatest extent possible. Disputes or problems should be referred to
the Construction Manager for resolution.
FAMILIARIZATION - The Contractor is responsible for becoming familiar with all aspects
of the Work prior to performing the Work.
SAFEGUARDS - The Contractor shall provide and use all personnel safety equipment,
barricades, guardrails, signs, lights, flares, and flagmen as required by OSHA, state, or local
codes and ordinances. No excavations deeper than 4 feet with side slopes steeper than 2:l
(horizontal:vertical) shall be made without the prior approval of the Design Engineer and the
Construction Manager. When shoring is required, the design and inspection of such shoring
shall be the Contractor's responsibility and shall be subject to the review of the Design
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C.
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Engineer and Construction Manager prior to use. No personnel shall Work within or next to
an excavation requiring shoring until such shoring has been installed, inspected, and approved
by an engineer registered in the State of Utah. The Contractor shall be responsible for any
fines imposed due to violation of any laws and regulations relating to the safety of the
Contractor's personnel.
CLEAN-UP - The Contractor shall be responsible for general housekeeping during
construction. Upon completion of the Work, the Contractor shall remove all of his equipment,
facilities, construction materials, and trash. All disturbed surface areas shall be re-paved, re-
vegetated, or otherwise put into the pre-existing condition before performing the Work, or a
condition satisfactory to the Construction Manager.
SECURIry - The Contractor is responsible for the safety and condition of all of his tools and
equipment.
ACCEPTANCE OF WORK - The Contractor shall retain ownership and responsibility for all
Work until accepted by Construction Manager. Construction Manager will accept ownership
and responsibility for the Work: (i) when all Work is completed; and (ii) after the Contractor
has submitted all required documentation, including manufacturing quality control
documentation and manufacturing certifications.
L.
M.
PART2- PRODUCTS
NOT USED.
PART3_ EXECUTION
NOTUSED.
PART 4 - MEASUREMENT AND PAYMENT
NOTUSED.
IEND OF SECTTONI
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SECTION 01025
MEASUREMENT AND PAYMENT
PART 1 _ GENERAL
1.01 DESCRIPTION OF WORK
A. This section covers measurement and payment criteria applicable to the Work performed under
lump sum and unit price payment methods, and non-payment for rejected work.
I.O2 RELATED SECTIONS
A. This section relates to all other sections of the contract.
1.03 AUTHORITY
A. Measurement methods delineated in the individual specification sections are intended to
complement the criteria of this section. In the event of conflict, the requirements of the individual
specification section shall govern.
B. A surveyor, licensed in the State of Utah, hired by the Contractor will take all measurements and
compute quantities accordingly. All measurements, cross-sections and quantities shall be stamped
and certified by the licensed surveyor and submitted to the Construction Manager. The
Construction Manager maintains the right to provide additional measurements and calculation of
quantities to veriff measurements and quantities submitted by the Contractor.
1.04 UNIT QUANTITIES SPECIFIED
A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes
only. Quantities and measurements supplied or placed in the Work and verified by the
Construction Manager shall determine payment. If the actual work requires more or fewer
quantities than those quantities indicated, the Contractor shall provide the required quantities at the
lump sum and unit prices contracted unless modified elsewhere in these Contract Documents.
B. Utah sales tax shall be included in each bid item as appropriate.
1.05 MEASUREMENT OF QUANTITIES
A. Measurement by Volume: Measurement shall be by the cubic dimension using mean lengths,
widths and heights or thickness, or by average end area method as measured by the surveyor. All
measurement shall be the difference between the original ground surface and the design ("neat-
line") dimensions and grades.
B. Measurement by Area: Measurement shall be by the square dimension using mean lengths and
widths and/or radius as measured by the surveyor. All measurement shall be the difference
between the original ground surface and the design ("neatJine") dimensions and grades.
C. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean
chord. All measurement shall be the difference between the original ground surface and the design
("neat-line") dimensions and grades.
D. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by weight, volume,
area, or linear means or combination, as appropriate, of a completed item or unit of Work.
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I.06 PAYMENT
A. Payment includes full compensation for all required labor, products, tools, equipment,
transportation, services and incidentals, erection, application or installation of an item of the Work;
and all overhead and profit. Final payment for Work governed by unit prices will be made on the
basis of the actual measurements and quantities accepted by the Construction Manager multiplied
by the unit price for Work which is incorporated in or made necessary by the Work.
B. A monthly progress payment schedule will be used to compensate the Contractor for the Work.
The monthly amount to be paid to the Contractor is calculated as the percent of completed work for
each bid item multiplied by the total anticipated work for that bid item minus a l0 percent retainer.
C. When the Contractor has completed all Work associated with completion of the project, the
remaining 10 percent retainer of the contract amount will be paid to the Contractor after filing the
Notice of Completion.
I.O7 NON.PAYMENTFORREJECTEDPRODUCTS
A. Payment shall not be made for any of the following:
1.08
l. Products wasted or disposed of in a manner that is not acceptable.
2. Products determined as unacceptable before or after placement.
3. Products not completely unloaded from the transporting vehicle.
4. Products placed beyond the design lines, dimensions, grades and levels of the required Work
5. Products remaining on hand after completion of the Work.
6. Loading, hauling, and disposing ofrejected Products.
7. Products rejected because ofcontamination (i.e. soil residues, fuel spills, solvents, etc.).
BID ITEMS
A. The following bid items shall be used by the Owner and by the Contractor to bid the Work
described in these bid documents.
Cell 4A Linine System Construction
BID
TTEM SECTION DESCRIPTION UNITS
I 01500 Construction Facilities LS
2 01505 Mobilization / Demobilization LS
3 02220 Subgrade Preparation SF
4 02220 Anchor Trench LF
5 02616 4-inch PVC Pipe and Fittings LF
6 02616 lS-inch PVC Pipe and Fittings LF
7 02616 Strip Drain Composite LF
8 02770 60-mil Smooth HDPE Geomembrane SF
9 02772 Geosynthetic Clay Liner SF
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PART2_ PRODUCTS
NOT USED.
PART3_ EXECUTION
NOT USED.
PART 4 _ MEASUREMENT AND PAYMENT
NOTUSED.
IEND OF SECTTONI
BID
ITEM SECTION DESCRIPTION UNITS
l0 02'773 300-mil Geonet SF
l1 03400 Cast-In-Place Concrete LS
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SECTION O13OO
SUBMITTALS
PARTl_ GENERAL
1.01 DESCRIPTION OFWORK
A. This section contains requirements for administrative and work-related submittals such as
construction progress schedules, Shop Drawings, test results, operation and maintenance data,
and other submittals required by Contract Documents.
B. Submit required materials to the Construction Manager for proper distribution and review in
accordance with requirements of the Contract Documents.
I.O2 CONSTRUCTION PROGRESS SCHEDULES
A. The Contractor shall prepare and submit t'wo (2) copies of the construction progress Schedule
to the Construction Manager for review within 5 days after the effective date of Contract.
B. Schedules shall be prepared in the form ofa horizontal bar chart. The schedule shall include
the following items.
1. A separate horizontal bar for each operation.
2. A horizontal time scale, which identifies the first workday of each week.
3. A scale with spacing to allow space for notations and future revisions.
4. Listings arranged in order of start for each item of the Work.
C. The Construction Progress Schedule for construction of the Work shall include the following
items where applicable.
l. Submittals: dates for beginning and completion of each major element of construction
and installation dates for major items. Elements shall include, but not be limited to,
the following items which are applicable:
a. Mobilizationschedule
b. Demobilizationschedule.
c. Final site clean-up.
d. Show projected percentage ofcompletion for each item as offirst day ofeach
week.
e. Show each individual Bid ltem.
Schedule Revisions:
I . Bi-weekly to reflect changes in progress of Work.
2. Indicate progress of each activity at submittal date.
3. Show changes occurring since the previous schedule submittal. Changes shall include
the following.
a. Major changes in scope.
b. Activities modified since previous submittal.
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c. Revised projections of progress and completion.
d. Other identifiable changes.
4. Provide narrative report as needed to define:
a. Problem areas, anticipated delays, and impact on schedule.
b. Recommended corrective action and its effect.
1.03 CONSTRUCTION WORK SCHEDULE
A. The Contractor shall submit an updated l4-day work schedule at the beginning of each week
by Monday morning at 8:00 a.m. The schedule shall address applicable line items from the
construction project schedule with a refined level of detail for special activities.
I.O4 SHOP DRAWINGS AND SAMPLES
A. Shop Drawings, product data, and samples shall be submitted as required in individual
Sections of the Specifications.
B. TheContractor'sResponsibilities:
l. Review Shop Drawings, product data, and samples prior to submittal.
2. Determine and veriff:
a. Field measurements.
b. Field construction criteria.
c. Catalog numbers and similar data.
d. ConformancewithSpecifications.
3. Coordinate each submittal with requirements of the Work and Conffact Documents.
4. Notifu the Construction Manager in writing, at the time of the submittal, of deviations
from requirements of Contract Documents.
5. Begin no fabrication or Work pertaining to required submittals until return of the
submittals with appropriate approval.
6. Designate dates for submittal and receipt of reviewed Shop Drawings and samples in
the construction progress schedule.
C. Submittals shall contain:
l. Date of submittal and dates of previous submittals.
2. Project title and number.
3. Contractidentification.
4. Names of:
a. The Contractor.
b. Supplier.
c. Manufacturer.
5. Summary of items contained in the submittal.
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6. Identification of the product with identification numbers, and the Drawing and
Specification section numbers.
7. Clearly identified field dimensions.
8. Details required on the Drawings and in the Specifications.
9. Manufacturer, model number, dimensions, and clearances, where applicable.
10. Relation to adjacent or critical feahrres of the Work or materials.
I 1. Applicable standards, such as ASTM or Federal Specification numbers.
12. Identification of deviations from Contract Documents.
13. Identification of revisions on re-submittals.
14. 8-in. by 3-in. blank space for the Contractor's and proper approval stamp.
15. The Contractor's stamp, signed, certiffing to review of the submittal, verification of
the products, field measurements, field construction criteria, and coordination of
information within the submittal with requirements of Work and Contract Documents.
D. Re-submittal Requirements:
l. Re-submittal is required when corrections or changes in submittals are required by the
Construction Manager, Design Engineer, or CQA Engineer. Re-submittals are required
until all comments by the Construction Manager, Design Engineer, or CQA Engineer
is addressed and the submittal is approved.
2. Shop Drawings and Product Data:
a. Revise initial drawings or data and resubmit as specified for initial submittal.
b. Indicate changes made other than those requested by the Construction
Manager, Design Engineer, or CQA Engineer.
E. Distribute reproductions of Shop Drawings and copies of product data which have been
accepted by the Construction Manager to:
1. Job site file.
2. Record documents file.
F. Construction Manager's Duties
l. Verifu that review comments are technically correct and are consistent with technical
and contractual requirements of the work.
2. Retum submittals to the Contractor for distribution or re-submittal.
G. Design Engineer's Duties:
l. Review submittals promptly for compliance with contract documents and in
accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Retum submittals to the Construction Manager.
H. CQA Engineer's Duties:
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1. Review submittals promptly for compliance with contract documents and in
accordance with the schedule.
2. Affix stamp and signature, and indicate either the requirements for re-submittal or no
comments.
3. Retum submittals to the Construction Manager.
1.05 TEST RESULTS AND CERTIFICATION
A. Results of tests conducted by the Contractor on materials or products shall be submitted for
review.
B. Certification ofproducts shall be submitted for review.
1.06 SUBMITTAL REQUIREMENTS
A. Provide complete copies of required submittals as follows.
1. Construction Work Schedule:
a. Two copies of initial schedule.
b. Two copies of each revision.
2. Construction Progress Schedule:
a. Two copies of initial schedule.
b. Two copies of each revision.
3. Shop Drawings: Two copies.
4. Certification Test Results: Two copies.
5. Other Required Submittals:
a. Two copies if required for review.
b. Two copies if required for record.
B. Deliver the required copies of the submittals to the Construction Manager.
PART2- PRODUCTS
NOTUSED.
PART 3 _ EXECUTION
NOTUSED.
PART 4 _ MEASUREMENT AND PAYMENT
NOT USED.
IEND OF SECTTONI
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SECTION O14OO
QUALITY CONTROL
PARTl- GENERAL
1.01 DESCRIPTION OF WORK
A. Monitor quality control over suppliers, Manufacturers, products, seryices, Site conditions, and
workmanship, to produce Work of specified quality.
Comply with Manufacturers' instructions, including each step in sequence.
Should Manufacturers' instructions conflict with Technical Specifications, request
clarification from Design Engineer before proceeding.
Comply with specified standards as minimum quality for the Work except where more
stringent tolerances, codes, or specified requirements indicate higher standards or more
precise workmanship.
1.02
E. Perform Work by persons qualified to produce workmanship of specified quality.
TOLERANCES
A. Monitor tolerance control of installed products to produce acceptable Work. Do not permit
tolerances to accumulate.
1.03
B. Comply with Manufacturers' tolerances. Should Manufacturers' tolerances conflict with
Technical Specifications, request clarification from Design Engineerbefore proceeding.
C. Adjust products to appropriate dimensions; position before securing products in place.
REFERENCES
A. For products or workmanship specified by association, trade, or other consensus standards,
complies with requirements of the standard, except when more rigid requirements are
specified or are required by applicable codes.
B. Conform to reference standard by date of current issue on date of Notice to Proceed with
construction, except where a specific date is established by code.
C. Obtain copies of standards where required by product Specification sections.
I.O4 INSPECTING AND TESTING SERVICES
A. The CQA Engineer will perform construction quality assurance (CQA) inspections, tests, and
other services specified in individual Sections ofthe Specification.
B. The Contractor shall cooperate with CQA Engineer; furnish samples of materials, design mix,
equipment, tools, storage, safe access, and assistance by incidental labor as requested.
C. CQA testing or inspecting does not relieve Contractor, subcontractors, and suppliers from
their requirements to perform quality control Work as indicated in the Technical
Specifications.
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C.
D.
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PART2_ PRODUCTS
NOTUSED.
PART3- EXECUTION
NOTUSED.
PART 4_ MEASUREMENT ANID PAYMENT
NOTUSED.
IENDOF SECTTONI
Cell 4A Linins Svstem Construction
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SECTION O15OO
CONSTRUCTION FACILITIES
PARTl_ GENERAL
1.01 SECTION INCLT]DES
A. Construction facilities include furnishing of all equipment, materials, tools, accessories,
incidentals, labor, and performing all work for the installation of equipment and for
construction of facilities, including their maintenance, operation, and removal, if required, at
the completion of the Work under the Contract.
I.O2 DESCRIPTION OF WORK
A. Construction facilities include, but are not limited to, the following equipment, materials,
facilities, areas, and services:
Parking Areas.
Temporary Roads.
Storage of Materials and Equipment.
Construction Equipment.
Temporary Sanitary Facilities.
Temporary Water.
First Aid Facilities.
Health and Safety.
Security.
1.03
B. Construct/install, maintain, and operate construction facilities in accordance with the
applicable federal, state, and local laws, nrles, and regulations, and the Contract Documents.
GENERAL REQUIREMENTS
A.
B.
Contractor is responsible for fumishing, installing, constructing,
removing and disposing of the construction facilities, as specified
required for the completion of the Work under the Contract.
Contractor shall maintain construction facilities in a clean, safe and
times until completion of the Work.
operating, maintaining,
in this Section, and as
sanitary condition at all
C. Contractor shall minimize land disturbances related to the construction facilities to the
greatest extent possible and restore land, to the extent reasonable and practical, to its original
contours by grading to provide positive drainage and by seeding the area to match with
existing vegetation or as specified elsewhere.
I.O4 TEMPORARY ROADS AND PARKING AREAS
Temporary roads and parking areas are existing roads that are improved, or new roads
constructed by Contractor for convenience of Contractor in the performance of the Work
under the Contract.
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B. Contractor shall coordinate construction with Construction Manager.
C. If applicable, coordinate all road construction activities with local utilities, fire, and police
departments.
D. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease
of movement of vehicles and equipment.
E. Fumish and install longitudinal and cross drainage facilities, including, but not limited to,
ditches, structures, pipes and the like.
F. Clean equipment so that mud or dirt is not carried onto public roads. Clean up any mud or
dirt transported by equipment on paved roads both on-site and off-site.
1.05 STORAGE OF MATERIALS AND EQUIPMENT
A. Make arrangements for material and equipment storage areas. Locations and configurations
of approved facilities are subject to the acceptance of the Construction Manager.
B. Confine all operations, including storage of materials, to approved areas. Store materials in
accordance with these Technical Specifications and the Construction Drawings.
C. Store construction materials and equipment within boundaries of designated areas. Storage of
gasoline or similar fuels must conform to state and local regulations and be limited to the
areas approved for this purpose by the Construction Manager.
1.06 CONSTRUCTION EQUIPMENT
A. Erect, equip, and maintain all construction equipment in accordance with all applicable
statutes, laws, ordinances, rules, and regulations or other authority having jurisdiction.
B. Provide and maintain scaffolding, staging, hoists, barricades, and similar equipment required
for performance of the Work. Provide hoists or similar equipment with operators and signals,
as required.
C. Provide, maintain, and remove upon completion of the Work, all temporary rigging,
scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations,
fences, ladders, and all other temporary work, as required for all Work hereunder.
D. Construction equipment and temporary work must conform to all the requirements of state,
county, and local authorities, OSHA, and underwriters that pertain to operation, safety, and
f.re hazard. Fumish and install all items necessary for conformity with such requirements,
whether or not called for under separate Sections ofthese Technical Speciftcations.
I.O7 TEMPORARY SANITARY FACILITIES
A. Provide temporary sanitary facilities for use by all employees and persons engaged in the
Work, including subcontractors, their employees and authorized visitors, and the Construction
Manager.
B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities
must meet the requirements of local public health standards.
C. Locate sanitary facilities as approved by Construction Manager, and maintain in a sanitary
condition during the entire course of the Work.
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I.O8 TEMPORARY WATER
A. Make all arrangements for water needs from the Owner.
B. Provide drinking water for all personnel at the site.
1.09 FIRST AID FACILITIES
A. Provide first aid equipment and supplies to serve all Contractor personnel at the Site.
1.10 HEALTH AND SAFETY
A. Provide necessary monitoring equipment and personal protective equipment in accordance
with Contractor prepared Site Health and Safety Plan.
1.11 SECURITY
A. Make all necessary provisions and be responsible for the security of the Work and the Site
until final inspection and acceptance of the Work, unless otherwise directed by the
Construction Manager.
I.I2 SHUT-DOWN TIME OF SERVICE
A. Do not disconnect or shut down any part of the existing utilities and services, except by
express permission of Construction Manager.
1.13 MAINTENANCE
A. Maintain all construction facilities, utilities, temporary roads, and the like in good working
condition as required by the Construction Manager during the term of the Work.
I.I4 STATUS AT COMPLETION
A. Upon completion of the Work, or prior thereto, when so required by Construction Manager:
1. Repair damage to roads caused by or resulting from the Contractor's work or
operations.
2. Remove and dispose of all construction facilities. Similarly, all areas utilized for
temporary facilities shall be returned to near original, natural state, or as otherwise
indicated or directed by the Construction Manager.
PART2_ PRODUCTS
NOT USED.
PART 3 _ EXECUTION
NOT USED.
PART 4 _ MEASUREMENT AND PAYMENT
A. Providing for and complying with the requirements set forth in this Section for Construction
Facilities as lump sum (LS) and payment will be based on the unit price provided on the Bid
Schedule.
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B. The following are considered incidental to the Work:
1. Mobilization.
2- Temporary roadways and parking areas.
3. Temporary sanitary facilities.
4. Decontamination of equipment.
5. Security.
6. Demobilization.
IEND OF SECTTONI
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SECTION 01505
MOBILIZATION / DEMOBILIZATION
PARTl_ GENERAL
1.01 DESCRIPTION OF WORK
A. Mobilization consists of preparatory work and operations, including but not limited to those
necessary for the movement of personnel and project safety; including: adequate personnel,
equipment, supplies, and incidentals to the project Site; establishment of facilities necessary
for work on the project; premiums on bond and insurance for the project and for other work
and operations the Contractor must perform or costs the Contractor must incur before
beginning work on the project, which are not covered in other bid items.
B. Demobilization consists of work and operations including, but not limited to, movement of
personnel, equipment, supplies, and incidentals off-site.
PART2_ PRODUCTS
NOT USED.
PART3- EXECUTION
NOT USED.
PART 4_ MEASUREMENT AND PAYMENT
4.01 GENERAL
Providing for and complying with the requirements set forth in this Section as lump sum (LS)
and payment will be based on the unit price provided on the Bid Schedule.
The Contract Price for Mobilization / Demobilization shall include the provision for
movement of equipment onto the job site; removal of all facilities and equipment at the
completion of the project; cost of bonds, both prime and subconfactors; permits: preparation
of a Health and Safety Plan; all necessary safety measures; and all other related mobilization
and demobilization costs. Price bid for mobilization shall not exceed 10 percent of the total
bid for the Project. Fifty percent of the mobilization bid price, less retention, will be paid on
the initial billing provided all equipment and temporary facilities are in place and bond fees
paid. The remaining 50 percent of the mobilization bid price will be paid on satisfactory
removal of all facilities and equipment on completion of the project.
IEND OF SECTIONI
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SECTION 01560
TEMPORARY CONTROLS
PARTl- GENERAL
1.01 DESCRIPTION OF WORK
Temporary Controls required during the term of the Contract for the protection of the
environment and the health and safefy of workers and general public.
Furnishing all equipment, materials, tools, accessories, incidentals, and labor, and performing
all work for the installation of equipment and construction of facilities, including their
maintenance and operation during the term of the Contract.
Temporary Controls include:
l. Dust Control.
2. Pollution Control.
3. Traffic and Safety Controls.
D. Perform Work as specified in the Technical Specifications and as required
Construction Manager. Maintain equipment and accessories in clean, safe and
condition at all times until completion of the Work.
1.03
DUST CONTROL
A. Provide dust control measures in-accordance with the Technical Specifications. Dust control
measures must meet requirements of applicable laws, codes, ordinances, and permits.
B. Dust control consists of transporting water, furnishing required equipment, testing of
equipment, additives, accessories and incidentals, and carrying out proper and efficient
measures wherever and as often as necessary to reduce dust nuisance, and to prevent dust
originating from construction operations throughout the duration of the Work.
POLLUTION CONTROL
Pollution of Waterways:
l. Perform Work using methods that prevent entrance or accidental spillage of solid or
liquid matter, contaminants, debris, and other objectionable pollutants and wastes into
watercourses, flowing or dry, and underground water sources.
2. Such pollutants and wastes will include, but will not be limited to, refuse, earth and
earth products, garbage, cement, concrete, sewage effluent, industrial waste, hazardous
chemicals, oil and other petroleum products, aggregate processing tailings, and mineral
salts.
Dispose of pollutants and wastes in accordance with applicable permit provisions or in a
manner acceptable to and approved by the Construction Manager.
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C. Storage and Disposal of Petroleum Product:
l. Petroleum products covered by this Section include gasoline, diesel fuel, lubricants,
and refined and used oil. During project construction, store all petroleum products in
such a way as to prevent contamination of all ground and surface waters and in
accordance with local, state, and federal regulations.
2. Lubricating oil may be brought into the project area in steel drums or other means, as
the Contractor elects. Store used lubricating oil in steel drums, or other approved
means, and return them to the supplier for disposal. Do not bum or otherwise dispose
of at the Site.
3. Secondary containment shall be provided for products stored on site, in accordance
with the Owner provided Storm Water Pollution Prevention Plan.
I.O4 TRAFFIC AND SAFETY CONTROLS
Post construction areas and roads with traffic control signs or devices used for protection of
workmen, the public, and equipment. Signs and devices must conform to the American
National Standards Institute (ANSD Manual on Uniform Traffic Control Devices for Streets
and Highways.
Remove signs or traffic control devices after they have finished serving their purpose. It is
particularly important to remove any markings on road surfaces that under conditions of poor
visibility could cause a driver to turn off the road or into traffic moving in the opposite
direction.
Provide flag persons, properly equipped with International Orange protective clothing and
flags, as necessary, to direct or divert pedestrian or vehicular traffic. A full-time flag person
shall be required for the duration of importation of fill.
Barricades for protection of employees must conform to the portions of the ANSI Manual on
Uniform Traffic Control Devices for Streets and Highways, relating to barricades.
Guard and protect all workers, pedestrians, and the public from excavations, construction
equipment, all obstructions, and other dangerous items or areas by means of adequate railings,
guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead
protection, planking, decking, danger lights, etc.
Construct and maintain fences, planking, barricades, lights, shoring, and warning signs as
required by local authorities and federal and state safety ordinances, and as required to protect
all property from injury or loss and as necessary for the protection ofthe public, and provide
walks around any obstructions made in a public place for carrying out the Work covered in
this Contract. Leave all such protection in place and maintained until removal is authorized
by the Construction Manager.
1.05 MAINTENANCE
Maintain all temporary controls in good working conditions during the term of the Contract
for the safe and efficient transport of equipment and supplies, and for construction of
permanent works.
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I.06 STATUS AT COMPLETION
A. Upon completion of the Work, or prior thereto as approved by the Construction Manager,
remove all temporary confrols and restore disturbed areas.
PART2_ PRODUCTS
NOT USED.
PART 3 _ EXECUTION
NOT USED.
PART 4 _ MEASUREMENT AND PAYMENT
4.01 TEMPORARY CONTROLS
A. Temporary Controls: the measurement and payment of temporary controls shall be rn
accordance with and as a part of Mobilization / Demobilization, as outlined in Section 0 I 505.
IEND OF SECTTONI
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SECTION O17OO
CONTRACT CLOSEOUT
PARTl_ GENERAL
1.02
CLOSEOUT PROCEDURES
A. Contractor shall submit written certification that the Technical Specifications, CQA Plan, and
Drawings have been reviewed, Work has been inspected, and that Work is complete and in-
accordance with the Technical Specifications, CQA Plan, and Drawings and ready for
Owner's inspection.
FINAL CLEANING
A. Contractor shall execute final cleaning prior to final inspection.
B. Contractor shall clean equipment and fxtures to a sanitary condition.
C. Contractor shall remove waste and surplus materials, rubbish, and construction facilities from
the construction Site.
PROJECT RECORD DOCUMENTS
A. Maintain on Site, one set of the following record documents and record actual revisions to the
1.03
Work.
1. Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed Shop Drawings, product data, and samples.
Store Record Documents separate from documents used for construction.
Record information concurrent with construction progress.
Specifications: Legibly mark and record at each product Section a description of actual
products installed, including the following:
l. Manufacturer's name and product model and number.
2. Product substitutions or altemates utilized.
3. Changes made by Addenda and Modifications.
Record Documents and Shop Drawings: Legibly mark each item to record actual construction
including:
l Measured horizontal and vertical location of underground utilities and appurtenances
referenced to permanent surface features.
2. Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible, accessible, and permanent features of the Work.
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C.
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E.
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3. Field changes of dimension and detail.
4. Details not shown on original Construction Drawings.
F. Submit record documents to the Construction Manager.
PART2- PRODUCTS
NOT USED.
PART3_ EXECUTION
NOT USED.
PART 4 _ MEASUREMENT AND PAYMENT
4.01 CONTRACT CLOSEOUT
A. Contract Closeout: the measurement and payment of contract close out shall be in accordance
with and as part of Mobilization / Demobilizatron, as outlined in Section 01505.
IEND OF SECTTONI
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SECTION 02220
SUBGRADE PREPARATION
PARTl- GENERAL
1.OI DESCRIPTION OFWORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary to perform all Earthwork. The Work shall be carried
out as specified herein and in accordance with the Drawings and the Construction Quality
Assurance (CQA) Plan.
B. The Work shall include, but not be limited to vegetation removal, re-conditioning, and
grading ofsubgrade soil and construction ofgeosynthetics anchor trench. Earthwork shall
conform to the dimensions, lines, grades, and sections shown on the Drawings or as directed
by the Engineer.
I.O2 RELATED SECTIONS
Section 02770 - Geomembrane
Section 0277 1 - Geotextile
Section 02772 - Geosynthetic CIay Liner
Section 02773 - Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
1.04 QUALIFICATIONS
A. The Contractor's Site Superintendent for the earthworks operations shall have supervised
the construction ofat least two civil construction and earthworks projects in the last 5 years,
including grading and trenching.
I.O5 QUALITY ASSURANCE
A. The Contractor shall ensure that the materials and methods used for subgrade preparation
meet the requirements of the Drawings and this Section. Any material or method that does
not conform to these documents, or to altematives approved in writing by the Design
Engineer will be rejected and shall be repaired, or removed and replaced, by the Contractor
at no additional expense to the Owner.
PART2- PRODUCTS
2.OI SUBGRADE SOIL
A. Subgrade surface be free of protrusions larger than 0.5 inches. Any such observed particles
shall be removed prior to placement of geosynthetics.
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B. Subgrade surface shall be free of large desiccation cracks at the time of geosynthetics
placement.
C. Additional subgrade soil, ifneeded, shall consist ofon-site soils that are free ofdeleterious,
organic, and/or other soil impacts that can damage the overlying liner system.
2.02 ANCHOR TRENCH BACKFILL
A. Anchor trench backfill is the soil material that is placed in the anchor trench, as shown on
the Drawings. Rocks greater than 6-in. in any dimension shall not be permitted in anchor
trench backfill material.
B. Where rocks are included in the anchor trench backfill, they shall be mixed with suitable
excavated materials to eliminate voids.
C. Material removed during trench excavation may be utilized for anchor trench backfill,
provided that all organic material, rubbish, debris, and other objectionable materials are first
removed.
2.03 EQUTPMENT
A. The Contractor shall fumish, operate, and maintain grading and compaction equipment as is
necessary to produce smooth surfaces for the placement ofgeosynthetics and acceptable in-
place soil density in the anchor trenches.
B. The Contractor shall furnish, operate and maintain tank trucks, pressure distributors, or
other equipment designed to apply water uniformly and in controlled quantities for dust
control and for moisture conditioning soils to be placed as trench backfill.
C. The Contractor shall be responsible for cleaning up all fuel, oil, or other spills, at the
expense ofthe Contractor, and to the satisfaction ofthe Engineer.
PART3_ EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become
thoroughly familiar with the Site, the Site conditions, and all portions of the work falling
within this and other related Sections.
B. The Contractor shall provide for the protection of work installed in accordance with other
Sections. In the event of damage to other work, the Contractor shall make repairs and
replacements to the satisfaction of the Engineer, at the expense of the Contractor.
3.02 SUBGRADE SOIL
A. The Contractor shall remove vegetation and roots to a minimum depth of 4-inches below
ground surface in all areas where geosynthetic materials are to be installed.
B. Contractor shall grade subgrade soil to be uniform in slope, free from mts, mounds, or
depressions.
C. Rock or soil particles larger than 0.5 inches in longest diameter shall be removed from the
surface prior to geosynthetics placement.
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F.
Prior to GCL installation, the subgrade surface shall be proof-rolled with appropriate
compaction equipment to confirm subgrade stability.
In the case additional soil is imported on the site for subgrade use, it shall be placed in loose
lifts of no more than 8 inches and compactedto90o of the maximum density at a moisture
content of between -3o/o and +3% of optimum moisture content, as determined by ASTM D
1557.
Subgrade soils shall be moisture conditioned prior to installation of overlying GCL to a wet
but workable condition.
3.03 TRENCH EXCAYATION
A. The Contractor shall excavate the anchor trench to the limits and grades shown on the
Drawings.
B. Excavated anchor trench materials shall be returned as backfill for the anchor trench and
compacted.
C. Excavated materials not suitable for anchor trench backfill shall be stockpiled in an area as
shown on the Drawings in accordance with Subpart 3.05 of this Section, or as designated by
the Engineer.
D. Material not suitable for anchor trench backfill shall be relocated as directed by the
Engineer.
3.04 TRENCH BACKFILL
F.
The anchor trench backfill shall be placed to the lines and grades shown on the Drawings.
Soil used for anchor trench backfill shall meet the requirements of Part 2.02 of this Section.
Soil used for anchor trench backfill shall be placed in loose lifts of no more than 6 inches
and compactedto 90o/o of maximum dry density per ASTM D 1557. Backfill shall be
within -3Yolo +3%o of optimum moisture content. The maximum permissible pre-
compaction soil clod size is 6 inches.
The Contractor shall compact each lift of anchor trench backfill to the satisfaction of the
CQA Consultant.
The Contractor shall utilize compaction equipment suitable and sufficient for achieving the
soil compaction requirements.
During soil wetting or drying, the material shall be regularly disked or otherwise mixed so
that uniform moisture conditions are obtained in the appropriate range.
3.05 STOCKPILING
A. Soil and rock materials suitable for earthworks that are required to be stockpiled shall be
stockpiled in areas as shown on the Drawings or as designated by the Engineer, and shall be
free ofincompatible soil, clearing debris, vegetation, trash, large rocks, or other
objectionable materials.
B. Stockpiles shall be no steeper than 2H: 1V (Horizontal:Vertical) or other slope approved by
the Engineer, graded to drain, sealed by tracking parallel to the direction of the slope with a
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dozer or other means approved by the Engineer, and dressed daily during periods when fill
is taken from the stockpile. The Contractor shall employ temporary erosion and sediment
control measures (i.e. silt fence) as directed by the Engineer around all temporary stockpile
areas.
C. There are no compaction requirements for stockpiled materials.
3.06 SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout and control.
B. The Contractor shall perform as built surveys for all completed surfaces for purposes of
Record Drawing preparation. At a minimum, survey points shall be obtained at grade
breaks, top of slope, toe of slope, and limits of material type.
3.07 PROTECTION OF WORK
A. The Contractor shall protect completed work of this Section.
B. At the end of each day, the Contractor shall veriff that the entire work area is left in a state
that promotes drainage of surface water away from the area and from finished work.
C. In the event of damage to Work, the Contractor shall make repairs and replacements to the
satisfaction of the CQA Engineer, at the expense of the Contractor.
PART 4 _ MEASUREMENT AND PAYMENT
4.01 GENERAL
A. Providing for and complying with the requirements for subgrade preparation will be
measured on a square foot (SF) basis and payment will be based on the unit price as
provided on the Bid Schedule.
B. Providing for and complying with the requirements for anchor trench excavation and
backfill shall be measured on a lineal foot (LF) basis and payment will be based on the unit
price as provided on the Bid Schedule.
C. The following are considered incidental to the work:
. Submittals.o Quality Assurance and Quality Control.
o Excavation, loading, and hauling.
r Temporary haul roads.
r Dust control.o Placement, compaction, and moisture conditioning.. Stockpiling.
o Record survey.
IEND OF SECTTONI
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SECTION 02225
DRAINAGE AGGREGATE
PARTI_ GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment
and incidentals necessary for the installation of Drainage Aggregate. The work shall be
carried out as specified herein and in accordance with the Drawings and the site Construction
Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, and placement of
Drainage Aggregate (aggregate).
1.02 RELATED SECTIONS
Section 02616 - PVC Pipe
Section 02770 - Geomembrane
Section 02771 - Geotextile
Section 02773 - Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version of American Society for Testing and Materials (ASTM) Standards:
ASTM C 33 Standard Specification for Concrete Aggregates
ASTM C 136 Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D 2434 Test Method for Permeability of Granular Soils (Constant Head)
ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates
I.O4 SUBMITTALS
A. The Contractor shall submit to the Engineer for approval, at least 7 days prior to the start of
construction, Certificates of Compliance for proposed aggregate materials. Certificates of
Compliance shall include, at a minimum, typical gradation, insoluable residue content,
representative sample, and source of aggregate materials.
B. The Contractor shall submit to the Engineer a list of equipment and technical information for
equipment proposed for use in placing the aggregate material in accordance with this
Section.
1.0s CONSTRUCTTON QUALTTY ASSURANCE (CQA) MONTTORTNG
A. The Contractor shall be aware of and accommodate all monitoring and field/laboratory
conformance testing required by the CQA Plan. This monitoring and testing, including
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random conformance testing of construction materials and completed work, will be
performed by the CQA Consultant. If nonconformances or other deficiencies are found in
the materials or completed work, the Contractor will be required to repair the deficiency or
replace the deficient materials.
PART2_ PRODUCTS
2.OI MATERIALS
A. Aggregate shall meet the requirements specified in ASTM C 33 and shall not contain
limestone. Aggregate shall have a minimum permeability of I x l0-r cm./sec when tested in
accordance with ASTM D 2434. The requirements of the Aggregate are presented below:
Maximum Particle Size (in.)Percent Finer
3/r-in.r00
No.200 Sieve 0to2
B. Carbonate loss shall be no greater than 10% by d.y weight basis when tested in accordance
with ASTM D3042.
2.02 EQUIPMENT
A. The Contractor shall furnish, operate, and maintain hauling, placing, and grading equipment
as necessary for aggregate placement, meeting the ground pressure requirements listed in
Subpart 3.02.F.
PART3- EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work in this Section, the Contractor shall become
thoroughly familiar with the site, the site conditions, and all portions of the work falling
within this and other related Sections.
B. Inspection:
1. The Contractor shall carefully inspect the installed work of all other Sections and
venfu that all work is complete to the point where the installation of the work specified
in this Section may properly commence without adverse impact.
2. If the Contractor has any concerns regarding the installed work of other Sections, the
Engineer shall be notified in writing prior to commencing work. Failure to notify the
Engineer or commencement of the work of this Section will be construed as
Contractor's acceptance of the related work of all other Sections.
3.02 PLACEMENT
A. Place after underlying geosynthetic installation is complete, including CQC and CQA work.
B. Place to the lines, grades, and dimensions shown on the Drawings.
C. The subgrade of the aggregate consists of a geotextile overlying a geomembrane. The
Contractor shall avoid creating large wrinkles (greater than 6-inches high), tearing,
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puncturing, folding, or damaging in any way the geosynthetic materials during placement of
the aggregate material.
D. Damage to the geosynthetic liner system caused by the Contractor or his representatives shall
be repaired by the Geosynthetic Installer, at the expense of the Contractor.
E. No density or moisture requirements are specified for placement of the aggregate material.
3.03 FIELD TESTING
A. The minimum frequency and details of conformance testing are provided below. This testing
will be performed by the CQA Consultant. The Contractor shall take this testing frequency
into account in planning the construction schedule.
l. Aggregatesconformancetesting:
particle-size analyses conducted in accordance with ASTM C 136 at a frequency
of one test per 5,000 yd3, minimum I per project; and
b. permeability tests conducted in accordance with ASTM D 2434 at a frequency
of one test per 10,000 yd3, minimum I per project.
SURVEY CONTROL
A. The Contractor shall perform all surveys necessary for construction layout, control, and
Record Drawings.
PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the
satisfaction of the Engineer at no additional cost to the Owner.
PART 4_ MEASUREMENT AND PAYMENT
4.OI GENERAL
Providing for and complying with the requirements set forth in this Section for Drainage
Aggregate will be incidental to the PVC pipe, and payment will be based on the unit price for
PVC pipe provided on the Bid Schedule.
The following are considered incidental to the work:
3.04
3.05
A.
B.
a
a
a
a
a
a
a
a
a
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Submittals.
Quality Control.
Material samples, sampling, and testing.
Excavation, loading, and hauling.
Placing and grading.
Layout survey.
Rejected material.
Rejected material removal, re-testing, handling, and repair.
Mobilization.
IEND OF SECTTON ]
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SECTION 02616
POLWINYL CHLORIDE (PVC) PIPE
PARTl_ GENERAL
1.01 DESCRIPTION OFWORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, and
equipment necessary to install perforated and solid wall polyvinyl chloride (PVC) Schedule
40 pipe and fittings, as shown on the Drawings and in accordance with the Construction
Quality Assurance (CQA) Plan.
1.02 RELATED SECTIONS
Section 02225 - Drainage Aggregate
Section 02270 - Geomembrane
Section 0277 1 - Geotextile
Section 02772- Geonet
1.03 REFERENCES
A. Drawings.
B. Site CQA Plan.
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 1784 Standard Specification for tugid Poly (Vinyl Chloride) (PVC)
Compounds and chlorinated Poly (Vinyl Chloride) (CPVC)
Compounds.
ASTM D 1785 Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.
ASTM D 2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe
Fittings, Schedule 40.
ASTM D 2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride)
(PVC) Plastic Pipe and Fittings.
ASTM D 2'174 Practice for Underground Installation of Thermoplastic Pressure
Piping.
ASTM D 2855 Standard Practice for Making Solvent-Cemented Joints with Poly
(Vinyl Chloride) (PVC) Pipe and Fittings.
ASTM F 656 Standard Specification for Primers for Use in Solvent Cement Joints
of Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings.
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1.04 SUBMITTALS
A. The Contractor shall submit to the Engineer for approval, at least 7 days prior to installation
of this material, Certificates of Compliance for the pipe and fittings to be fumished.
Certificates of Compliance shall consist of a properties sheet, including specified properties
measured using test methods indicated herein.
B. The Contractor shall submit to the Engineer, Record Drawings of the installed piping at a
frequency of not less than once per every 50 feet of installed pipe. Record Drawings shall be
submitted within 7 days of completion of the record survey.
1.05 CQA MONTTORTNG
A. The Contractor shall ensure that the materials and methods used for PVC pipe and fittings
installation meet the requirements of the Drawings and this Section. Any material or method
that does not conform to these documents, or to alternatives approved in writing by the
Engineer, will be rejected and shall be repaired or replaced by the Contractor at no additional
cost to the Owner.
PART 2 _ MATERIALS
2.OI PVC PIPE & FITTINGS
A. PVC pipe and fittings shall be manufactured from a PVC compound which meets the
requirements of Cell Classification 12454 polyvinyl chloride as outlined in ASTM D 1784.
B. PVC pipe shall meet the requirements of ASTM D l'784 and ASTM D 1785 for Schedule 40
PVC pipe.
C. PVC frttings shall meet the requirements of ASTM D 2466.
D. Clean rework or recycle material generated by the Manufacturer's own production may be
used so long as the pipe or fittings produced meet all the requirements of this Section.
E. Pipe and fittings shall be homogenous throughout and free of visible cracks, holes, foreign
inclusions, or other injurious defects, being uniform in color, capacity, density, and other
physical properties.
F. PVC pipe and fitting primer shall meet the requirements of ASTM F 656 and solvent
cements shall meet the requirements of ASTM D 2564.
2.02 PVC PERFORATED PIPE
A. Perforated pipe shall meet the requirements listed above for solid wall pipe, unless otherwise
approved by the Engineer. PVC pipe perforations shall be as shown on the Drawings.
2.03 STRIP COMPOSITE
A. Strip composite shall be comprised of high density polyethylene core Multi-Flow Drainage
Systems l2-inch product, or Engineer approved equal. Consideration for equality will
involve chemical resistance, compressive strength, and flow capacity. Strip composite shall
be installed as shown on the Drawings.
B. Sand bags used to continuously cover the strip composite shall be comprised of woven
geotextile capable of allowing liquids to pass and shall have a minimum length of l8-inches.
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Sand bags shall contain Utah Department of Transportation (UDOT) concrete sand having a
carbonate loss of no greater than 10% by dry weight basis when tested in accordance with
ASTM D 3042 and meeting the following gradation.
Sieve Size Percent Passing
3i8 inch 100%
No.4 95o/. to 100Y,
No. 16 45%o to 80%"
No.50 lUY:o to 30%"
No. 100 zYo to 10o
PART3- PART3EXECUTION
3.01 PVC PIPE HANDLING
A. When shipping, delivering, and installing pipe, fittings, and accessories, do so to ensure a
sound, undamaged installation. Provide adequate storage for all materials and equipment
delivered to the site. PVC pipe and pipe httings shall be handled carefully in loading and
unloading so as not to damage the pipe, fittings, or underlying materials.
3.02 PVC PIPE INSTALLATION
A. PVC pipe installation shall conform to these Specifications, the Manufacturer's
recommendations, and as outlined in ASTM D 2774.
B. PVC perforated and solid wall pipe shall be installed as shown on the Drawings.
C. PVC pipe shall be inspected for cuts, scratches, or other damages prior to installation. Any
pipe showing damage, which in the opinion of the CQA Consultant will affect performance
of the pipe, must be removed from the site. Contractor shall replace any material found to be
defective at no additional cost to the Owner.
3.03 JOINING OF PVC PIPES
C.
PVC pipe and fittings shall be joined by primer and solvent-cements per ASTM D 2855.
All loose dirt and moisture shall be wiped from the interior and exterior of the pipe end and
the interior of fittings.
All pipe cuts shall be square and perpendicular to the centerline of the pipe. All burrs, chips,
etc., from pipe cutting shall be removed from pipe interior and exterior.
Pipe and fittings shall be selected so that there will be as small a deviation as possible at the
joints, and so inverts present a smooth surface. Pipe and fittings that do not fit together to
form a tight fit will be rejected.
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B.
D
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3.04 PROTECTION OF WORK
A. The Contractor shall use all means necessary to protect all work of this Section.
B. In the event of damage, the Contractor shall make all repairs and replacements necessary, to
the satisfaction ofthe Engineer.
PART 4 _ MEAST]REMENT AND PAYMENT
A. Providing for and complying with the requirements set forth in this Section for 4-inch PVC
Pipe will be measured as in-place lineal foot (LF) to the limits shown on the Drawings, and
payment will be based on the unit price provided on the Bid Schedule.
B. Providing for and complying with the requirements set forth in this Section for l8-inch PVC
Pipe will be measured as in-place lineal foot (LF) to the limits shown on the Drawings, and
payment will be based on the unit price provided on the Bid Schedule.
C. Providing for and complying with the requirements set forth in this Section for Strip Drain,
including connectors, will be measured as in-place lineal foot (LF) to the limits shown on the
Drawings, and payment will be based on the unit price provided on the Bid Schedule.
D. The following are considered incidental to the Work:
. Submittals.o Quality Control.. Shipping, handling and storage.o Fittings.. Drainage aggregate.. Joining.o Mobilization.o Placement.
. Rejected material.
o Rejected material removal, handling, re-testing, and repair.
r Gravel bags.
IEND OF SECTTONI
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SECTION 02770
GEOMEMBRANE
PART 1 _ GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for the installation of smooth high-density polyethylene
(HDPE) geomembrane, as shown on the Drawings. The work shall be performed as
specified herein and in accordance with the Drawings and the site Construction Quality
Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement,
anchorage, and seaming of the geomembrane.
1.02 RELATED SECTIONS
Section 02225 - Drainage Aggregate
Section 02771 - Geotextile
Section 02773 - Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM D 638 Standard Test Method for Tensile Properties of Plastics
ASTM D 792 Standard Test Methods for Specific Gravity (Relative Density) and Density
of Plastics by Displacement
ASTM D 1505 Standard Test Methods for Density of Plastics by Density-Gradient
Technique
ASTM D 1603 Standard Test Method for Carbon Black in Olef,rn Plastics
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products
ASTM D 5199 Standard Test Method for Measuring the Nominal Thickness of
Geosynthetics
ASTM D 5397 Test Method for Evaluation of Stress Crack Resistance of Polyolefin
Geomembranes Using Notched Constant Tensile Load Test
ASTM D 5596 Recommended Practice for Microscopical Examination of Pigment
Dispersion in Plastic Compounds
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ASTM D 5641 Practice for Geomembrane Seam Evaluation by Vacuum Chamber
ASTM D 5820 Practice for Pressurized Air Channel Evaluation of Dual Seamed
Geomembranes
ASTM D 6365 Standard Test Method for the Non-destructive Testing of Geomembrane
Seams using the Spark Test.
ASTM D 6392 Standard Test Method for Determining the Integrity of Non-reinforced
Geomembrane Seams Produced using Thermo-Fusion Methods.
1.04 QUALTFTCATTONS
Geomembrane Manufacturer :
l. The Geomembrane Manufacturer shall be responsible for the production of
geomembrane rolls from resin and shall have sufficient production capacity and
qualified personnel to provide material meeting the requirements of this Section and
the construction schedule for this project.
2. The Geomembrane Manufacturer shall have successfully manufactured a minimum of
20,000,000 ft2 of polyethylene geomembrane.
Geosynthetics Installer:
l. The Geosynthetics Installer shall be responsible and shall provide sufficient resources
for field handling, deploying, seaming, temporarily restraining (against wind), and
other aspects of the deployment and installation of the geomembrane and other
geosynthetic components of the project.
2. The Geosynthetics Installer shall have successfully installed a minimum of
20,000,000 ft2 of polyethylene geomembrane on previous projects with similar
sideslopes, bench widths, and configurations.
3. The installation crew shall have the following experience.
a. The Superintendent shall have supervised the installation of a minimum of
10,000,000 square feet of polyethylene geomembrane on at least ten (10)
different projects.
b. At least one seamer shall have experience seaming a minimum of 2,000,000
square feet of polyethylene geomembrane using the same type of seaming
apparatus to be used at this site. Seamers with such experience will be
designated "master seamers" and shall provide direct supervision over less
experienced seamers.
c. All other seaming personnel shall have seamed at least 100,000 square feet of
polyethylene geomembrane using the same type of seaming apparatus to be used
at this site. Personnel who have seamed less than 100,000 square feet shall be
allowed to seam only under the direct supervision of the master seamer or
Superintendent.
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B.
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1.05 WARRANTY
A. The Geosynthetic Manufacturer shall furnish the Owner a 2}-year written walranfy against
defects in materials. Warranty conditions concerning limits of liability will be evaluated by,
and must be acceptable to, the Owner.
B. The Geosynthetic Installer shall fumish the Owner with a l-year written warranty against
defects in workmanship. Warranty conditions conceming limits of liability will be evaluated
by, and must be acceptable to, the Owner.
1.06 SUBMITTALS
A. The Geosynthetic Installer shall submit the following documentation on the resin used to
manufacture the geomembrane to the Engineer for approval 14 days prior to transporting any
geomembrane to the site.
I . Copies of quality control certificates issued by the resin supplier including the
production dates, brand name, and origin of the resin used to manufacture the
geomembrane for the project.
2. Results of tests conducted by the Geomembrane Manufacturer to verifr the quality of
the resin used to manufacture the geomembrane rolls assigned to the project.
3. Certification that no reclaimed polymer is added to the resin during the manufacturing
of the geomembrane to be used for this project, or, if recycled polymer is used, the
Manufacturer shall submit a certificate signed by the production manager documenting
the quantity of recycled material, including a description of the procedure used to
measure the quantity of recycled polymer.
B. The Geosynthetic Installer shall submit the following documentation on geomembrane roll
production to the Engineer for approval 14 days prior to transporting any geomembrane to
the site.
1. Quality control certihcates, which shall include:
a. roll numbers and identification; and
b. results of quality control tests, including descriptions of the test methods used,
outlined in Subpart 2.02 of this Section.
2. The manufacturer warranty specified in Subpart 1.05 of this Section.
C. The Geosynthetic Installer shall submit the following information to the Engineer for
approval 14 days prior to mobilization.
l. A Panel Layout Drawing showing the installation layout and identifying geomembrane
panel configurations, dimensions, details, locations of seams, as well as any variance
or additional details that deviate from the Drawings. The Panel Layout Drawing shall
be adequate for use as a construction plan and shall include dimensions, details, etc.
The Panel Layout Drawing, as modified and/or approved by the Engineer, shall
become Subpart of these Technical Specifications.
2. Installationschedule.
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3. Copy of Geosynthetic Installer's letter of approval or license by the Geomembrane
Manufacturer.
4. Installationcapabilities,including:
a. information on equipment proposed for this project;
b. average daily production anticipated for this project; and
c. quality control procedures.
5. A list of completed facilities for which the Geosynthetic's Installer has installed a
minimum of 20,000,000 square feet of polyethylene geomembrane, in accordance with
Subpart 1.04 of this Section. The following information shall be submitted to the
Engineer for each facility:
a. the name and purpose of the facility, its location, and dates of installation;
b. the names of the owner, Engineer, and geomembrane manufacturer;
c. name of the supervisor of the installation crew; and
d. thickness and surface area of installed geomembrane.
6. In accordance with Subpan 7.04, a resume of the Superintendent to be assigned to this
project, including dates and duration of employment, shall be submitted at least 7 days
prior to beginning geomembrane installation.
7. In accordance with Subpart 1.04, resumes of all personnel who will perform seaming
operations on this project, including dates and duration of employment, shall be
submitted at least 7 days prior to beginning geomembrane installation.
D. A Certificate of Calibration less than l2 months old shall be submitted for each field
tensiometer prior to installation of any geomembrane.
E. During installation, the Geosynthetic Installer shall be responsible for the timely submission
to the Engineer of:
1. Quality control documentation; and
2. Subgrade Acceptance Certificates, signed by the Geosynthetic Installer, for each area
to be covered by geosynthetic materials.
F. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the
submission to the Engineer of a warranly from the Geoslmthetic Installer as specified in
Subpan 1.05.B of this Section.
G. Upon completion of the installation, the Geosynthetic Installer shall be responsible for the
submission to the Engineer of a Record Drawing showing the location and number of each
panel and locations and numbers of destructive tests and repairs.
H. The Geosynthetic Installer shall submit samples and material property cut-sheets on the
proposed geomembrane to the Engineer at least 7 days prior to delivery of this material to the
site.
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I. The Geosynthetic Installer shall submit the following documentation on welding rod to the
Engineer for approval 14 days prior to transporting welding rod to the site:
l. Quality control documentation, including lot number, welding rod spool number, and
results of quality control tests on the welding rod.
2. Certification that the welding rod is compatible with the geomembrane and this
Section.
1.07 CONSTRUCTTON QUALITY ASSURANCE (CQA) MONITORTNG
A. The Geosynthetic Installer shall be aware of and accommodate all monitoring and
conformance testing required by the CQA Plan. This monitoring and testing, including
random conformance testing of construction materials and completed work, will be
performed by the CQA Consultant. If nonconformances or other deficiencies are found in
the Geosynthetic Installer's materials or completed work, the Geosynthetic Installer will be
required to repair the deficiency or replace the deficient materials.
PART2_ PRODUCTS
2.OI GEOMEMBRANE PROPERTIES
A. The Geomembrane Manufacturer shall furnish white-or off-white-surfaced (upper side only),
smooth geomembrane having properties that comply with the required property values
shown in Table 02770-1.
B. In addition to the property values listed in Table 02770-1, the geomembrane shall:
I . Contain a maximum of I percent by weight of additives, fillers, or extenders (not
including carbon black and titanium dioxide).
2. Not have striations, pinholes (holes), bubbles, blisters, nodules, undispersed raw
materials, or any sign of contamination by foreign matter on the surface or in the
interior.
2.02 MANUFACTURTNG QUALTTY CONTROL (MQC)
A. Rolls:
1. The Geomembrane Manufacturer shall continuously monitor geomembrane during the
manufacturing process for defects.
2. No geomembrane shall be accepted that exhibits any defects.
3. The Geomembrane Manufacturer shall measure and report the geomembrane thickness
at regular intervals along the roll length.
4. No geomembrane shall be accepted that fails to meet the specified thickness.
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5. The Geomembrane Manufacturer shall sample and test the geomembrane at a
minimum of once every 50,000 ff to demonstrate that its properties conform to the
values specified in Table 027'10-1. At a minimum, the following tests shall be
performed:
Test Procedure
Thickness ASTM D 5199
Specific Gravity ASTM D 792 Method A or ASTM D 1505
Tensile Properties ASTM D 638
Puncture Resistance ASTM D 4833
Carbon Black ASTMD 1603
Carbon Black Dispersion ASTM D 5596
6. Tests not listed above but listed in Table 02770-l need not be run at the I per
50,000 ft2 frequency. However, the Geomembrane Manufacturer shall certify that
these tests are in compliance with this Section and have been performed on a sample
that is identical to the geomembrane to be used on this project. The Geosynthetic
Installer shall provide the test result documentation to the Engineer.
7. Any geomembrane sample that does not comply with the requirements of this
Section will result in rejection of the roll from which the sample was obtained and will
not be used for this project.
8. If a geomembrane sample fails to meet the quality control requirements of this Section,
the Geomembrane Manufacturer shall sample and test, at the expense of the
Manufacturer, rolls manufactured in the same resin batch, or at the same time, as the
failing roll. Sampling and testing of rolls shall continue until a pattern of acceptable
test results is established to bound the failed roll(s).
9. Additional testing may be performed at the Geomembrane Manufacturer's discretion
and expense, to isolate and more closely identiff the non-complying rolls and/or to
qualify individual rolls.
B. The Geomembrane Manufacturer shall permit the Engineer to visit the manufacturing plant
for project specific visits. If possible, such visits will be prior to or during the manufacturing
of the geomembrane rolls for the specific project. The Engineer may elect to collect
conformance samples at the manufacturing facility to expedite the acceptance of the
materials.
2.03 LABELING
A. Geomembrane rolls shall be labeled with the following information.
l. thickness of the material;
2. length and width of the roll;
3. name of Geomembrane Manufacturer;
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4. productidentification;
5. lot number; and
6. roll number.
2.04 TRANSPORTATION, HANDLING AI\[D STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geomembrane incurred
prior to and during transportation to the site.
B. Handling and care of the geomembrane at the site prior to and following installation shall be
the responsibility of the Geosynthetic Installer. The Geosynthetic Installer shall be liable for
all damage to the materials incurred prior to final acceptance of the liner system by the
Owner.
C. Geosynthetic Installer shall be responsible for storage of the geomembrane at the site. The
geomembrane shall be protected from excessive heat or cold, dirt, puncture, cutting, or other
damaging or deleterious conditions. Any additional storage procedures required by the
Geomembrane Manufacturer shall be the Geosynthetic Installer's responsibility.
Geomembrane rolls shall not be stored or placed in a stack of more than two rolls high.
D. The geomembrane shall be delivered at least 14 days prior to the planned deployment date to
allow the CQA Consultant adequate time to perform conformance testing on the
geomembrane samples as described in Subpart 3.05 or this Section. If the CQA Consultant
performed a visit to the manufacturing plant and performed the required conformance
sampling, geomembrane can be delivered to the site within the l4 days prior to the planned
deployment date as long as there is sufficient time for the CQA Consultant to complete the
conformance testing and confirm that the rolls shipped to the site are in compliance with this
Section.
PART 3 _ GEOMEMBRANE INSTALLATION
3.OI FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer
shall become thoroughly familiar with all portions of the work falling within this Section.
B. Inspection:
I . The Geosynthetic Installer shall carefully inspect the installed work of all other
Sections and verify that all work is complete to the point where the work of this
Section may properly commence without adverse effect.
2. If the Geosynthetic Installer has any concems regarding the installed work of other
Sections, he shall notify the Engineer in writing prior to the start of the work of this
Section. Failure to inform the Engineer in writing or commencing installation of the
geomembrane will be construed as the Geosynthetic Installer's acceptance of the
related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the geomembrane
with the installation of other components of the liner system.
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3.02 GEOMEMBRANE DEPLOYMENT
A. Layout Drawings:
1. The Geosynthetic Installer shall deploy the geomembrane panels in general accordance
with the Panel Layout Drawing specified. The Panel Layout Drawing must be
approved by the Engineer prior to installation of any geomembrane.
B. Field Panel Identification:
I . A geomembrane field panel is a roll or a portion of roll cut in the field.
2. Each field panel shall be given a unique identification code (number or letter-number).
This identification code shall be agreed upon by the Engineer and Geosynthetic
Installer.
C. Field Panel Placement:
1. Field panels shall be installed, as approved or modified, at the location and positions
indicated on the Panel Layout Drawing.
2. Field panels shall be placed one at a time, and each field panel shall be seamed
immediately after its placement.
3. Geomembrane shall not be placed when the ambient temperature is below 40oF or
above l22oF, as measured in Subpart 3.03. C. 3, unless otherwise authorized in writing
by the Engineer.
4. Geomembrane shall not be placed during any precipitation, in the presence of
excessive moisture (e.g., fog, dew), in an area of ponded water, or in the presence of
excessive winds.
5. The Geosynthetic Installer shall ensure that:
a. No vehicular traffic is allowed on the geomembrane.
b. Equipment used does not damage the geomembrane by handling, trafficking, or
leakage of hydrocarbons (i.e., fuels).
c. Personnel working on the geomembrane do not smoke, wear damaging shoes,
bring glass onto the geomembrane, or engage in other activities that could
damage the geomembrane.
d. The method used to unroll the panels does not scratch or crimp the
geomembrane and does not damage the supporting soil or geosynthetics.
e. The method used to place the panels minimizes wrinkles (especially differential
wrinkles between adjacent panels). The method used to place the panels results
in intimate contact befween the geomembrane and adjacent components.
f. Temporary ballast and/or anchors (e.g., sand bags) are placed on the
geomembrane to prevent wind uplift. Ballast methods must not damage the
geomembrane.
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g. The geomembrane is especially protected from damage in heavily trafficked
areas.
h. Any rub sheets to facilitate seaming are removed prior to installation of
subsequent panels.
6. Any field panel or portion thereof that becomes seriously damaged (torn, twisted, or
crimped) shall be replaced with new material. Less serious damage to the
geomembrane may be repaired, as approved by the Engineer. Damaged panels or
portions of damaged panels that have been rejected shall be removed from the work
area and not reused.
D. If the Geosynthetic Installer intends to install geomembrane between one hour before sunset
and one hour after sunrise, he shall notiff the Engineer in writing prior to the start of the
work. The Geosynthetic Installer shall indicate additional precautions that shall be taken
during these installation hours. The Geosynthetic Installer shall provide proper illumination
for work during this time period.
3.03 FIELD SEAMING
Seam Layout:
I . In corners and at odd-shaped geometric locations, the number of field seams shall be
minimized. No horizontal seam shall be constructed along a slope with an inclination
steeper than 10 percent. Horizontal seams shall be considered as any seam having an
alignment exceeding 20 degrees from being perpendicular to the slope contour lines,
unless otherwise approved by the Engineer. No seams shall be located in an area of
potential stress concentration.
2. Seams shall not be allowed within 5 feet of the top or toe of any slope. Horizontal
seams can be placed on benches, as long as they are not within 5' of the top or toe of
slope.
Personnel:
l. All personnel performing seaming operations shall be qualified as indicated in Subpart
I .04 of this Section. No seaming shall be performed unless a "master seamer" is
present on-site.
Weather Conditions for Seaming:
l. Unless authorized in writing by the Engineer, seaming shall not be attempted at
ambient temperatures below 40oF or above 122'F. lf the Geosynthetic Installer wishes
to use methods that may allow seaming at ambient temperatures below 40"F or above
122"F , the procedure must be approved by the Engineer.
2. A meeting will be held betrrreen the Geosynthetic Installer and Engineer to establish
acceptable installation procedures. In all cases, the geomembrane shall be dry and
protected from wind damage during installation.
3. Ambient temperatures, measured by the CQA Consultant, shall be measured befween 0
and 6 in. above the geomembrane surface.
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A.
B.
C.
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D. Overlapping:
l. Geomembrane shall be cut and/or trimmed such that all comers are rounded.
2. Geomembrane panels shall be shingled with the upslope panel placed over the
downslope panel.
3. Geomembrane panels shall be sufficiently overlapped for welding and to allow peel
tests to be performed on the seam. Any seams that cannot be destructively tested
because of insufficient overlap shall be treated as failing seams.
E. Seam Preparation:
I . Prior to seaming, the seam area shall be clean and free of moisture, dust, dirt, debris of
any kind, and foreign material.
2. If seam overlap grinding is required, the process shall be completed according to the
Geomembrane Manufacturer's instructions within 20 minutes of the seaming operation
and in a manner that does not damage the geomembrane. The grind depth shall not
exceed ten percent of the geomembrane thickness.
3. Seams shall be aligned with the fewest possible number of wrinkles and "fishmouths."
F. General Seaming Requirements:
I . Fishmouths or wrinkles at the seam overlaps shall be cut along the ridge of the wrinkle
to achieve a flat overlap, ending the cut with circular cut-out. The cut fishmouths or
wrinkles shall be seamed and any portion where the overlap is insufficient shall be
patched with an oval or round patch of geomembrane that extends a minimum of 6 in.
beyond the cut in all directions.
2. Any electric generator shall be placed outside the area to be lined or mounted in a
manner that protects the geomembrane from damage due to the weight and frame of
the generator or due to fuel leakage. The electric generator shall be properly
grounded.
G. Seaming Process:
L Approved processes for field seaming are extrusion welding and double-track hot-
wedge fusion welding. Only equipment identified as Subpart of the approved
submittal specified in Subpart 1.06 shall be used.
2. Extrusion Equipment and Procedures:
a. The Geosynthetics Installer shall maintain at least one spare operable seaming
apparatus on site.
b. Extrusion welding apparatuses shall be equipped with gauges giving the
temperatures in the apparafuses.
c. Prior to beginning an extmsion seam, the extruder shall be purged until all heat-
degraded extrudate has been removed from the barrel.
d. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparafus after use.
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3. Fusion Equipment and Procedures:
a. The Geosynthetic Installer shall maintain at least one spare operable seaming
apparatus on site.
b. Fusion-welding apparatus shall be automated vehicular-mounted devices
equipped with gauges giving the applicable temperatures and speed.
c. A smooth insulating plate or fabric shall be placed beneath the hot welding
apparatus after use.
H. Trial Seams:
l. Trial seams shall be made on fragment pieces of geomembrane to verify that seaming
conditions are adequate. Trial seams shall be conducted on the same material to be
installed and under similar field conditions as production seams. Such trial seams
shall be made at the beginning of each seaming period, typically at the beginning of
the day and after lunch, for each seaming apparatus used each day, but no less
frequently than once every 5 hours. The trial seam sample shall be a minimum of 5-ft
long by 1-ft wide (after seaming) with the seam centered lengthwise for fusion
equipment and at least 3-ft long by l-ft wide for extrusion equipment. Seam overlap
shall be as indicated in Subpart 3.03.D of this Section.
2. Four coupon specimens, each l-in. wide, shall be cut from the trial seam sample by the
Geosynthetics Installer using a die cutter to ensure precise l-in. wide coupons. The
coupons shall be tested, by the Geosynthetic Installer, with the CQA Monitor present,
in peel (both the outside and inside track) and in shear using an electronic readout field
tensiometer in accordance with ASTM D 6392, at a strain rate of 2 in./min. The
samples shall not exhibit failure in the seam, i.e., they shall exhibit a Film Tear Bond
(FTB), which is a failure (yield) in the parent material. The required peel and shear
seam strength values are listed in Table 027'70-2. At no time shall specimens be
soaked in water.
3. Ifany coupon specimen fails, the trial seam shall be considered failing and the entire
operation shall be repeated. If any of the additional coupon specimens fail, the
seaming apparatus and seamer shall not be accepted and shall not be used for seaming
until the deficiencies are corrected and two consecutive successful trial seams are
achieved.
I. Nondestructive Seam Continuity Testing:
1. The Geosynthetic Installer shall nondestructively test for continuify on all field seams
over their full length. Continuity testing shall be carried out as the seaming work
progresses, not at the completion of all field seaming. The Geosynthetic Installer shall
complete any required repairs in accordance with Subpart 3.03.K of this Section. The
following procednres shall apply:
a. Vacuum testing in accordance with ASTM D 5641 .
b. Air channel pressure testing for double-track fusion seams in accordance with
ASTM D 5820 and the following:
i. Insert needle, or other approved pressure feed device, from pressure gauge
and inflation device into the air channel at one end of a double track seam.
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ii. Energize the air pump and inflate air channel to a pressure between 25 and
30 pounds per square inch (psi). Close valve and sustain the pressure for
not less than 5 minutes.
iii. Ifloss ofpressure exceeds 3 psi over 5 minutes, or ifthe pressure does nol
stabilize, locate the faulty area(s) and repair seam in accordance with
Subpart 3.03.K of this Section.
iv. After 5 minutes, cut the end of air channel opposite from the end with the
pressure gauge and observe release ofpressure to ensure air channel is not
blocked. Ifthe channel does not depressurize, find and repair the portion
of the seam containing the blockage per Subpart 3.03.K of this Section.
Repeat the air pressure test on the resulting segments of the original seam
created by the repair and the ends of the seam.. Repeat the process until
the entire length of seam has successfully passed pressure testing or
contains a repair. Repairs shall also be non-destructively tested per
Subpart 3.03.K.5 of this Section.
v. Remove needle, or other approved pressure feed device, and seal repair in
accordance with Subpart 3.03.K of this Section.
c. Spark test seam integrity verification shall be performed in accordance with
ASTM D 6365 if the seam cannot be tested using other nondestructive methods.
Destructive Testing:
l.Destructive seam tests shall be performed on samples collected from selected locations
to evaluate seam strength and integrity. Desffuctive tests shall be carried out as the
seaming work progresses, not at the completion of all field seaming.
Sampling:
Destructive test samples shall be collected at a minimum average frequency of
one test location per 500 ft oftotal seam length. Test locations shall be
determined dwing seaming, and may be prompted by suspicion of excess
crystallinity, contamination, offset seams, or any other potential cause of
imperfect seaming. The CQA Consultant will be responsible for choosing the
locations. The Geosynthetic Installer shall not be informed in advance of the
locations where the seam samples will be taken. The CQA Consultant reserves
the right to increase the sampling frequency ifobservations suggest an increased
frequency is warranted.
The CQA Consultant shall mark the destructive sample locations. Samples shall
be cut by the Geosynthetic Installer at the locations designated by the CQA
Consultant as the seaming progresses in order to obtain laboratory test results
before the geomembrane is covered by another material. Each sample shall be
numbered and the sample number and location identified on the Panel Layout
Drawing. All holes in the geomembrane resulting from the destructive seam
sampling shall be immediately repaired in accordance with the repair procedures
described in Subpart 3.03.K of this Section. The continuity of the new seams
associated with the repaired areas shall be tested according to Subpart 3.03.I of
this Section.
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c. Two coupon strips of dimensions l-in. wide and 12 in. long with the seam
centered parallel to the width shall be taken from any side of the sample
location. These samples shall be tested in the field in accordance with Subpart
3.03.J.3 of this Section. If these samples pass the field test, a laboratory sample
shall be taken. The laboratory sample shall be at least l-ft wide by 3.5-ft long
with the seam centered along the length. The sample shall be cut into three parts
and distributed as follows:
i. One portion l2-inches long to the Geosynthetic Installer.
ii. One portion l8- inches long to the Geosynthetic CQA Laboratory for
testing.
iii. One portion 12- inches long to the Owner for archival storage.
3. Field Testing:
a. The two l-in. wide strips shall be tested in the field tensiometer in the peel mode
on both sides of the double track fusion welded sample. The CQA Consultant
has the option to request an additional test in the shear mode. If any field test
sample fails to meet the requirements in Table 02170-2, then the procedures
outlined in Subpart 3.03.J.5 of this Section for a failing destructive sample shall
be followed.
4. Laboratory Testing:
a. Testing by the Geosynthetics CQA Laboratory will include "Seam Strength" and
"Peel Adhesion" (ASTM D 6392) with l-in. wide strips tested at a rate of
2 in./min. At least 5 specimens will be tested for each test method (peel and
shear). Four of the five specimens per sample must pass both the shear strength
test and peel adhesion test when tested in accordance with ASTM D 6392. The
minimum acceptable values to be obtained in these tests are indicated in
Table 02770-2. Both the inside and outside tracks of the dual track fusion welds
shall be tested in peel.
5. Destructive Test Failure:
a. The following procedures shall apply whenever a sample fails a destructive test,
whether the test is conducted by the Geosynthetic CQA's laboratory, the
Geoslmthetic Installer laboratory, or by a field tensiometer. The Geosynthetic
Installer shall have two options:
i. The Geosynthetic Installer can reconstruct the seam (e.g., remove the old
seam and reseam) befween any fwo laboratory-passed destructive test
locations created by that seaming apparatus. Trial welds do not count as a
passed destructive test.
ii. The Geosynthetic Installer can trace the welding path in each direction to
an intermediate location, a minimum of 10 feet from the location of the
failed test, and take a small sample for an additional field test at each
location. If these additional samples pass the field tests, then full
Iaboratory samples shall be taken. These fulI laboratory samples shall be
tested in accordance with Subpart 3.03.J.4 of this Section. If these
laboratory samples pass the tests, then the seam path between these
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locations shall be reconstructed and nondestructively (at a minimum)
tested. If a sample fails, then the process shall be repeated, i.e. another
destructive sample shall be obtained and tested at a distance of at least l0
more feet in the seaming path from the failed sample. The seam path
between the ultimate passing sample locations shall be reconstructed and
nondestructively (at a minimum) tested. In cases where repaired seam
lengths exceed 150 ft, a destructive sample shall be taken from the
repaired seam and the above procedures for destructive seam testing shall
be followed.
b. Whenever a sample fails destructive or non-destructive testing, the CQA
Consultant may require additional destructive tests be obtained from seams that
were created by the same seamer and/or seaming apparatus during the same time
shift.
Defects and Repairs:
l. The geomembrane will be inspected before and after seaming for evidence of defects,
holes, blisters, undispersed raw materials, and any sign of contamination by foreign
matter. The surface of the geomembrane shall be clean at the time of inspection. The
geomembrane surface shall be swept or washed by the Installer if surface
contamination inhibits inspection.
At observed suspected flawed location, both in seamed and non-seamed areas, shall be
nondestructively tested using the methods described Subpart 3.03.I of this Section, as
appropriate. Each location that fails nondestructive testing shall be marked by the
CQA Consultant and repaired by the Geosynthetic Installer.
When seaming of a geomembrane is completed (or when seaming of a large area of a
geomembrane is completed) and prior to placing overlying materials, the CQA
Consultant shall identi$ all excessive geomembrane wrinkles. The Geosynthetic
Installer shall cut and reseam all wrinkles so identified. The seams thus produced shall
be tested as per all other seams.
Repair Procedures:
a. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, shall be repaired by the Geosynthetic Installer. Several
repair procedures are acceptable. The final decision as to the appropriate repair
procedure shall be agreed upon befween the Engineer and the Geosynthetic
Installer. The procedures available include:
i. Patching - extrusion welding a patch to repair holes larger than l/16 inch,
tears, undispersed raw materials, and contamination by foreign matter;
ii. Abrading and reseaming - applying an extrusion seam to repair very small
sections of faulty extruded seams;
iii. Spot seaming - applying an extrusion bead to repair minor, localized
flaws such as scratches and scuffs;
iv. Capping - extrusion welding a geomembrane cap over long lengths of
failed seams; and
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v. Strip repairing - cutting out bad seams and replacing with a strip of new
material seamed into place on both sides with fusion welding.
b. In addition, the following criteria shall be satisfied:
i. surfaces of the geomembrane that are to be repaired shall be abraded no
more than 20 minutes prior to the repair;
ii. all surfaces must be clean and dry at the time of repair;
iii. all seaming equipment used in repair procedures must be approved by trial
seaming;
iv. any other potential repair procedures shall be approved in advance, for the
specific repair, by the Engineer;
v. patches or caps shall extend at least 6 in. beyond the edge ofthe defect,
and all corners ofpatches and holes shall be rounded with a radius ofat
least 3 in.; and
vi. any geomembrane below large caps shall be appropriately cut to avoid
water or gas collection between the two sheets.
5. Repair Verification:
a. Repairs shall be nondestructively tested using the methods described in Subpat
3.03.I of this Section, as appropriate. Repairs that pass nondestructive testing
shall be considered acceptable repairs. Repairs that failed nondestructive or
destructive testing will require the repair to be reconstructed and retested until
passing test results are observed. At the discretion of the CQA Consultant,
destructive testing may be required on any caps.
3.04 MATERIALS IN CONTACT WITH THE GEOMEMBRANE
A. The Geosynthetic Installer shall take all necessary precautions to ensure that the
geomembrane is not damaged during its installation. During the installation of other
components of the liner system by the Contractor, the Contractor shall ensure that the
geomembrane is not damaged. Any damage to the geomembrane caused by the Contractor
shall be repaired by the Geosynthetic Installer at the expense of the Contractor.
B. Soil and aggregate materials shall not be placed over the geomembranes at ambient
temperatures below 40"F or above l04oF, unless otherwise specihed.
C. All attempts shall be made to minimize wrinkles in the geomembrane.
D. No vehicles of any kind shall be driven directly on the geomembrane. Construction loads
permitted on the geomembrane are limited to foot traffic and ATV vehicles with a contact
pressures at or lower than that exhibited by foot traffic.
3.05 CONFORMANCETESTING
Samples of the geomembrane will be removed by the CQA Consultant and sent to a
Geosynthetic CQA Laboratory for testing to ensure conformance with the requirements of
this Section. The CQA Consultant may collect samples at the manufacturing plant or from
the rolls delivered to the site. The Geosynthetic Installer shall assist the CQA Consultant in
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obtaining confonnance samples from any geomembrane rolls sampled at the site. The
Geosynthetic Installer and Contractor shall account for this sampling and testing requirement
in the installation schedule, including the turnaround time for laboratory results. Only
materials that meet the requirements of Subpart 2.02 this Section shall be installed.
B. Samples will be selected by the CQA Consultant in accordance with this Section and with
the procedures outlined in the CQA Plan.
C. Samples will be taken at a minimum frequency of one sample per 100,000 ff. tf *re
Geomembrane Manufacturer provides material that requires sampling at a frequency (due to
lot size, shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 ft2
(90,000 ft2;, then the Geosynthetic Installer shall pay the cost for all additional testing.
D. The CQA Consultant may increase the frequency of sampling in the event that test results do
not comply with the requirements of Subpart 2.02 of this Section.
E. The following tests will be performed by the CQA Consultant:
Test Test Method
Specific Gravity ASTMDT92or D 1505
Thickness ASTM D 5I99
Tensile Properties ASTM D 638
Carbon Black Content ASTM D 1603
Carbon Black Dispersion ASTM D 5596
F. Any geomembrane that is not certified in accordance with Subpart 1.07.C of this Section, or
that conformance testing indicates does not comply with Subpart 2.02 of this Section, shall
be rejected. The Geosynthetic Installer shall replace the rejected material with new material.
3.06 GEOMEMBRANE ACCEPTANCE
A. The Geosynthetic Installer shall retain all ownership and responsibility for the geomembrane
until accepted by the Owner.
B. The geomembrane will not be accepted by the Owner before:
1. the installation is completed;
2. all documentation is submitted;
3. verification of the adequacy of all field seams and repairs, including associated testing,
is complete; and
4. all warranties are submitted.
3.07 PROTECTION OFWORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all work of
this Section.
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B. In the event of damage, the Geosynthetic Installer shall make all repairs and replacements
necessary, to the satisfaction of the Engineer.
PART4_ MEASUREMENT AND PAYMENT
4.OT GENERAL
A. Providing for a complying with the requirements set forth in this Section for 60-mi1, smooth
HDPE geomembrane will be measured as in-place square feet (SF), as measured by the
suryeyor, including geomembrane in the anchor trench to the limits shown on the Drawings,
and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
o Submittals.o Quality Control.. Shipping, handling and storage.
o Deployment.o Layout survey.
o Mobilization.. Rejected material.o Rejected material removal, handling, re-testing, and repair.
o Overlaps and seaming.o Temporary anchorage.
o PiPe boots.
. Cleaning seam area.
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TABLE 02770-I
REQUIRED HDPE GEOMEMBRANE PROPERTIES
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES TEST METHOD
Phvsical Properties
Thickness Average
Minimum
mils
mils
60
54
ASTM D 5199
Density Minimum N/A 0.94 ASTM D 792 Method A
or ASTM D 1505
Mechanical Prooerties
Tensile Properties (each direction)
1. Tensile (Break) Strength
2. Elongation at Break
3. Tensile (Yield) Strength
4. Elongation at Yield
Minimum
lb/in
/o
lb/in
%
228
700
126
t2
ASTM D 638
Puncture Minimum lb 108 ASTM D 4833
Environmental Prooerties
Carbon Black Content Range /o 2-3 ASTM D 1603
Carbon Black Dispersion N/A none Note I ASTM D 5596
Environmental Stress Crack Minimum hr 400 ASTM D 5397
Notes: (l) Minimum9of l0inCategories 1or2; l0inCategories 1,2,or3.
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TABLE 02770.2
REQUIRED GEOMEMBRANE SEAM PROPERTIES
Notes: (l) Alsocalled"Bonded SeamStrength".
(2) FTB : Film Tear Bond means that failure is in the parent material, not the seam. The maximum seam separation is
25 percent ofthe seam area.
(3) Four of five specimens per destructive sample must pass both the shear and peel strength tests.
IEND OF SECTTONI
PROPERTIES QUALIFIERS UNITS SPECIFIED
VALUES€)TEST METHOD
Shear Strensth(r)
Fusion mlntmum lb/in 120 ASTM D 6392
Extrusion mtnlmum lb/in 120 ASTM D 6392
Peel Adhesion
FTB(2)Visual Observation
Fusion minimum lb/in 9t ASTM D 6392
Extrusion mmlmum lb/in 78 ASTM D 6392
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SECTION 02771
GEOTEXTILE
PARTl_ GENERAL
1.OI DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, supervision, transportation, equipment,
and incidentals necessary for the installation of the geotextile. The work shall be carried out
as specified herein and in accordance with the Drawings and the Construction Quality
Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement, and
seaming of the various geotextile components of the project.
C. Geotextile shall be used between the Drainage Aggregate and Geomembrane as shown on the
Drawings.
1.02 RELATED SECTIONS
Section 02200 - Earthwork
Section 02225 - Drainage Aggregate
Section 02770 - Geomembrane
Section 02773 - Geonet
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest version of American Society for Testing and Materials (ASTM) standards:
ASTM D 4355 Standard Test Method for Deterioration of Geotextile from Exposure
to Ultraviolet Light and Water
ASTM D 4439 Terminology for Geosynthetics
ASTM D 4491 Standard Test Method for Water Permeabilify of Geotextile by
Permittivity
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextile
ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geotextile (Grab Method)
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile
ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextile,
Geomembranes, and Related Products
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ASTM D 5261 Standard Test Method for Measuring Mass Per Unit Area of
Geotextile
1.04 SUBMITTALS
A. The Contractor shall submit the following information regarding the proposed geotextile to the
Engineer for approval at least 7 days prior to geotextile delivery:
l. manufacturer and product name;
2. minimum property values of the proposed geotextile and the corresponding test
procedures;
3. projected geotextile delivery dates; and
4. list of geotextile roll numbers for rolls to be delivered to the site.
B. At least 7 days prior to geotextile placement, the Contractor shall submit to the Engineer the
Manufacturing Quality Control (MQC) certificates for each roll of geotextile. The
certificates shall be signed by responsible parties employed by the geotextile manufacturer
(such as the production manager). The MQC certificates shall include:
l. lot, batch, and/or roll numbers and identification;
2. MQC test results, including a description of the test methods used; and
3. Certification that the geotextile meets or exceeds the required properties of the
Drawings and this Section.
1.05 CQA MONTTORING
A. The Contractor shall be aware of and accommodate all monitoring and conformance testing
required by the CQA Plan. This monitoring and testing, including random conformance
testing of construction materials and completed work, will be performed by the CQA
Consultant. If nonconformances or other deficiencies are found in the Contractor's materials
or completed work, the Contractor will be required to repair the deficiency or replace the
deficient materials at no additional expense to the Owner.
PART2_ PRODUCTS
2.OI GEOTEXTILE PROPERTIES
A. The Geotextile Manufacturer shall furnish materials that meet or exceed the criteria specified
in Table 02771-1 in accordance with the minimum average roll value (MARV), as defined
by ASTM D 4439.
B. The geotextile shall be nonwoven materials, suitable for use in filter/separation and cushion
applications.
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2.02 MANUFACTURTNG QUALTTY CONTROL (MQC)
A. The geotextile shall be manufactured with MQC procedwes that meet or exceed generally
accepted industry standards.
B. The Geotextile Manufacturer shall sample and test the geotextile to demonstrate that the
material conforms to the requirements of these Specifications.
C. Any geotextile sample that does not comply with this Section shall result in rejection of the
roll from which the sample was obtained. The Contractor shall replace any rejected rolls.
D. If a geotextile sample fails to meet the MQC requirements of this Section the Geotextile
Manufacturer shall additionally sample and test, at the expense of the Manufacturer, rolls
manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of
rolls shall continue until a pattem ofacceptable test results is established to def,rne the
bounds of the failed roll(s). All the rolls pertaining to the failed rolls shall be rejected.
E. Additional sample testing may be performed, at the Geotextile Manufacturer's discretion and
expense, to identiff more closely the extent of non-complying rolls and,/or to qualify
individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the geotextile material such
that repair is not required. The Geotextile Manufacturer shall sample and test the geotextile
to demonstrate that the geotextile properties conform to the values specified in
Table 02771-1.
l. At a minimum, the following MQC tests shall be performed on the geotextile (results
of which shall meet the requirements specified in Table 02271):
Test Procedure Frequency
Grab strength ASTM D 4632 130,000 #
Mass per Unit Area ASTM D 5261 130.000 ft'z
Tear strength ASTM D 4533 130,000 ft2
Puncture strength ASTM D 4833 130,000 ff
Permittivity ASTM D 4491 540,000 ff
A.O.S.ASTM D 4751 540,000 ft2
G. The Geotextile Manufacturer shall comply with the certification and submittal requirements of
this Section.
2.03 PACKING AND LABELING
A. Geotextile shall be supplied in rolls wrapped in relatively impervious and opaque protective
covers.
B. Geotextile rolls shall be marked or tagged with the following information:
l. manufacturer'sname;
2. productidentification;
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J.Iot or batch number;
roll number; and
roll dimensions.
2.04 TRANSPORTATION, HANDLING, AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the geotextile incurred prior
to and during transportation to the site.
B. The geotextile shall be delivered to the site at least 14 days prior to the planned deployment
date to allow the CQA Consultant adequate time to perform conformance testing on the
geotextile samples as described in Subpart 3.06 of this Section.
C. Handling, unloading, storage, and care of the geotextile at the site, prior to and following
installation, are the responsibility of the Contractor. The Contractor shall be liable for any
damage to the materials incurred prior to final acceptance by the Owner.
D. The Contractor shall be responsible for offloading and storage of the geotextile at the site.
E. The geotextile shall be protected from sunlight, puncture, or other damaging or deleterious
conditions. The geotextile shall be protected from mud, dirt, and dust. Any additional
storage procedures required by the geotextile Manufacturer shall be the responsibility of the
Contractor.
PART3_ EXECUTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Contractor shall become
thoroughly familiar with the site, the site conditions, and all portions of the work falling
within this Section.
B. If the Contractor has any concems regarding the installed work of other Sections or the site,
the Engineer shall be notified, in writing, prior to commencing the work. Failure to notiff
the Engineer or commencing installation of the geotextile will be construed as Contractor's
acceptance ofthe related work ofall other Sections.
3.02 PLACEMENT
Geotextile installation shall not commence over other materials until CQA conformance
evaluations, by the CQA Consultant, of underlying materials are complete, including
evaluations of the Contractor's survey results to confirm that the previous work was
constructed to the required grades, elevations, and thicknesses. Should the Contractor begin
the work of this Section prior to the completion of CQA evaluations for underlying materials
or this material, this shall be at the risk of removal of these materials, at the Contractor's
expense, to remedy the non-confornances. The Contractor shall account for the CQA
conformance evaluations in the construction schedule.
The Contractor shall handle all geotextile in such a manner as to ensure it is not damaged in
any way.
The Contractor shall take any necessary precautions to prevent damage to underlying
materials during placement of the geotextile.
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5.
A.
B.
C.
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D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed
for a period in excess of l5 days unless a longer exposure period is approved in writing by
the Geotextile Manufacturer.
E. The Contractor shall take care not to entrap stones, excessive dust, or moisture in the
geotextile during placement.
F. The Contractor shall anchor or weight all geotextile with sandbags, or the equivalent, to
prevent wind uplift.
G. The Contractor shall examine the entire geotextile surface after installation to ensure that no
foreign objects are present that may damage the geotextile or adjacent layers. The
Contractor shall remove any such foreign objects and shall replace any damaged geotextile.
3.03 SEAMS AND OVERLAPS
A. On slopes steeper than l0 horizontal to I vertical, geotextiles shall be continuous down the
slope; that is, no horizontal seams are allowed. Horizontal seams shall be considered as any
seam having an alignment exceeding 20 degrees from being perpendicular to the slope
contour lines, unless otherwise approved by the Engineer. No horizontal seams shall be
allowed within 5 feet of the top or toe of the slopes.
B. Geotextile shall be overlapped a minimum of 12-inches.
3.04 REPAIR
A. Any holes or tears in the geotextile shall be repaired using a patch made from the same
geotextile. If a tear exceeds 50% of the width of a roll, that roll shall be removed and
replaced.
3.05 PLACEMENT OF SOIL MATERIALS
A. The Contractor shall place soil materials on top of the geotextile in such a manner as to ensure
that:
l. the geotextile and the underlying materials are not damaged;
2. minimum slippage occurs between the geotextile and the underlying layers during
placement; and
3. excess stresses are not produced in the geotextile.
B. Equipment shall not be driven directly on the geotextile.
3.06 CONFORMANCE TESTING
A. Conformance samples of the geotextile materials will be removed by the CQA Consultant
after the material has been received at the site and sent to a Geosynthetic CQA Laboratory
for testing to ensure conformance with the requirements of this Section and the CQA Plan.
This testing will be carried out, in accordance with the CQA Plan, prior to the start of the
work of this Section.
B. Samples of each geotextile will be taken, by the CQA Consultant, at a minimum frequency of
one sample per 260,000 ft2 lminimum of one).
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C. The CQA Consultant may increase the frequency of sampling in the event that test results do
not comply with requirements of Subpart 2.01 of this Section until passing conformance test
results are obtained for all material that is received at the site. This additional testing shall be
performed at the expense of the Contractor.
D. The following conformance tests will be performed (results of which shall meet the
requirements specified in Table 02271):
Test Procedure
Grab strength ASTM D 4632
Mass per Unit Area ASTM D 5261
Puncture strength ASTM D 4833
Permittivity ASTM D 4491
A.O.S.ASTM D 4751
E. Any geotextile that is not certified in accordance with Subpart 1.04 of this Section, or that
conformance testing results do not comply with Subpart 2.01 of this Section, will be rejected.
The Contractor shall replace the rejected material with new material. All other rolls that are
represented by failing test results will also be rejected, unless additional testing is performed
to further determine the bounds of the failed material.
3.07 PROTECTION OF WORK
A. The Contractor shall protect all work of this Section.
B. In the event of damage, the Contractor shall make repairs and replacements to the satisfaction
ofthe Engineer at the expense ofthe Contractor.
PART 4 - MEASUREMENT AND PAYMENT
4.OI GENERAL
A. Providing for and complying with the requirements set forth in this Section for Geotextile will
be incidental to PVC Pipe, and payment will be based on the unit price provided for PVC
Pipe on the Bid Schedule.
B. The following are considered incidental to the work:
r Submittals.r Quality Control.. Shipping, handling and storage.. Layout survey.. Mobilization.
o Rejected material.
. Overlaps and seaming.
o Rejected material removal, handling, re-testing, and repair.
o Temporary anchorage.
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TABLE 0277I-I
REQUIRED PROPERTY VALUES FOR GEOTEXTILE
I END OF SECTTON ]
PROPERTIES QUALIFIERS UNITS SPECIF'IED
VALUES
TEST
METHOD
Mass per unit area Minimum ozlyd2 l6 ASTM D 5261
Apparent opening size (Oe5)Maximum mm 0.21 ASTM D 4751
Permittivity Minimum s-r 0.5 ASTM D 4491
Grab strength Minimum lb 390 ASTM D 4632
Tear strength Minimum lb r50 ASTM D 4533
Puncture strength Minimum lb 240 ASTM D 4833
Ultraviolet Resistance @
500 hours
Minimum o//o 70 ASTM D 4355
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SECTION 02772
GEOSYNTHETIC CLAY LINER
PARTI_ GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall furnish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geosynthetic clay liner (GCL).
The work shall be carried out as specified herein and in accordance with the Drawings and
Construction Quality Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement,
anchorage, and seaming of the GCL.
I.O2 RELATED SECTIONS
Section 02220 - Subgrade Preparation
Section 02770 - Geomembrane
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D 5887 Test Method for Measurement of Index Flux Through Saturated
Geosynthetic Clay Liner Specimens using a Flexible Wall
Permeameter
ASTM D 5888 Guide for Storage and Handling of Geosynthetic Clay Liners
ASTM D 5890 Test Method for Swell Index of Clay Mineral Component of
Geosynthetic Clay Liners
ASTM D 5891 Test Method for Fluid Loss of Clay Component of Geosynthetic Clay
Liners
ASTM D 5993 Test Method for Measuring Mass per Unit Area of Geosynthetic Clay
Liners
1.04 QUALIFICATIONS
A. GCL Manufacturer:
l. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of GCL.
2. The GCL Manufacturer shall be responsible for the production of GCL rolls and shall
have sufficient production capacity and qualified personnel to provide material
meeting the requirements of this Section and the construction schedule for this project.
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B. GCL Installer:
l. The Geosynthetic Installer shall install the GCL and shall meet the requirements of
Section 02770 Subpart 1.04. B and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources
for field handling, deploying, temporarily restraining (against wind), and other aspects
of the deployment and installation of the GCL and other geosynthetic components of
the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any GCL to the site, the Manufacturer shall provide the
following documentation to the Engineer for approval.
l. list of material properties, including test methods utilized to analyze / confirm
properties.
2. GCL samples.
3. projected delivery dates for this project.
4. Manufacturing quality control certificates for each shift's production for which GCL
for the project was produced, signed by responsible parties employed by the
Manufacturer (such as the production manager).
5. Manufacturer Quality Control (MQC) certificates, including:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.01 of this Section.
6. Certification that the GCL meets all the properties outlined in Subpart 2.01 of this
Section.
1.06 CONSTRUCTION QUALTTY ASSURANCE (CQA) MONITORTNG
A. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required
by the CQA Plan. This monitoring and testing, including random conformance testing of
construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the materials or completed work, the
Geosynthetic Installer will be required to repair the deficiency or replace the deficient
materials at no additional cost to the Owner.
PART2_ PRODUCTS
2.OI MATERIAL PROPERTIES
A. The flux of the bentonite portion of the GCL shall be no greater than I x 10-8 m3/m2-sec,
when measured in a flexible wall permeameter in accordance with ASTM D 5887 under an
effective confining stress of5 pounds per square inch.
B. The GCL shall have the following minimum dimensions:
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L the minimum roll width shall be 15 feet; and
2. the linear length shall be long enough to conform with the requirements specified in
this Section.
C. The bentonite used to fabncate the GCL shall be comprised of at least 90 percent sodium
montmorillonite.
D. The bentonite component of the GCL shall be applied at a minimum concentration of
0.75 pound per square foot (psf), when measured at a water content of 0 percent.
E. The GCL shall meet or exceed all required property values listed in Table 02772-1.
F. The bentonite will be adhered to the backing material(s) in a manner that prevents it from
being dislodged when transported, handled, and installed in a manner prescribed by the
Manufacturer. The method used to hold the bentonite in place shall not be detrimental to
other components of the lining system.
G. The geotextile components of he GCL shall be woven and nonwoven and have a combined
mass per unit area of 9 oz./SY.
H. The GCL shall be needle punched.
2,02 MANUFACTURING QUALITY CONTROL (MQC)
A. The GCL shall be manufactured with quality control procedures that meet or exceed
generally accepted industry standards.
B. The Manufacturer shall sample and test the GCL to demonstrate that the material complies
with the requirements of this Section.
C. Any GCL sample that does not comply with this Section will result in rejection of the roll
from which the sample was obtained. The Manufacturer shall replace any rejected rolls.
D. If a GCL sample fails to meet the quality control requirements of this Section, the Engineer
will require that the Manufacturer sample and test, at the expense of the Manufacturer, rolls
manufactured in the same lot, or at the same time, as the failing roll. Sampling and testing of
rolls shall continue until a pattern of acceptable test results is established to determine the
bounds of the failed roll(s). All rolls pertaining to failed tests shall be rejected.
E. Additional sample testing may be performed, at the Manufacturer's discretion and expense, to
more closely identify the extent of any non-complying rolls and/or to qualify individual rolls.
F. Sampling shall, in general, be performed on sacrificial portions of the GCL material such that
repair is not required. The Manufacturer shall sample and test the GCL to demonstrate that
its properties conform to the requirements stated herein. At a minimum, the following
(MQC) tests shall be performed by the Manufacturer: dry mass per unit area (ASTM D5993)
and index flux at frequencies ofat least 1 per 50,000 ft2 and 1 per 200,000 ft2, respectively.
G. The Manufacfurer shall comply with the certification and submittal requirements of this
Section.
2.03 PACKING AND LABELING
A. GCL shall be supplied in rolls wrapped in impervious and opaque protective covers.
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B. GCL shall be marked or tagged with the following information:
l. Manufacturer'sname;
2. productidentification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION, HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be liable for any damage to the GCL incurred prior to
and during transportation to the site.
B. Handling, storage, and care of the GCL at the site prior to and following installation, are the
responsibility of the Geosynthetic Installer, until final acceptance by the Owner.
C. The GCL shall be stored and handled in accordance with ASTM D 5888.
D. The Geosynthetic Installer shall be liable for all damage to the materials incurred prior to and
during transportation to the site including hydration of the GCL prior to placement.
E. The GCL shall be on-site at least 14 days prior to the scheduled installation date to allow for
completion of conformance testing described in Subpart 3.08 of this Section.
PART 3 - EXECI.TTION
3.01 FAMILIARIZATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer
shall carefully inspect the installed work of all other Sections and verify that all work is
complete to the point where the installation of this Section may properly commence without
adverse impact.
B. If the Geosynthetic Installer has any concems regarding the installed work of other Sections,
he should noti! the Engineer in wnting prior to commencing the work. Failure to notifu the
Engineer or commencing installation of the GCL will be construed as Geosynthetic Installer's
acceptance of the related work of all other Sections.
C. A pre-installation meeting shall be held to coordinate the installation of the GCL with the
installation of other components of the lining system.
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3.02 SURFACE PREPARATION
A. The Geosynthetics Installer shall provide certification in writing that the surface on which the
GCL will be installed is acceptable. This certification of acceptance shall be given to the
Engineer's representative prior to commencement of geosynthetics installation in the area
under consideration.
B. Special care shall be taken to maintain the prepared soil surface. The subgrade shall be
moisture conditioned prior to installation of the GCL.
C. No GCL shall be placed onto an area that has been softened by precipitation or that has
cracked due to desiccation. The soil surface shall be observed daily to evaluate the effects of
desiccation cracking and/or softening on the integrity ofthe prepared subgrade.
3.03 HANDLING AND PLACEMENT
A. The Geosynthetic Installer shall handle all GCL in such a manner that it is not damaged in
any way.
B. In the presence of wind, all GCL shall be sufficiently weighted with sandbags to prevent their
movement.
C. Any GCL damaged by stones or other foreign objects, or by installation activities, shall be
repaired in accordance with Subpart 3.07 by the Geosynthetic Installer, at the expense of the
Geosynthetic Installer.
D. The GCL shall be hydrated to l40oh moisture content.
E. The GCL shall be installed with the woven geotextile facing up (against the overlying
geomembrane).
3.04 OVERLAPS
C
On slopes steeper than 10 horizontal to I vertical, all GCL shall be continuous down the
slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be
considered as any seam having an alignment exceeding 20 degrees from being perpendicular
to the slope contour lines, unless otherwise approved by the Engineer.
All GCL shall be overlapped in accordance with the Manufacturer's recommended
procedures. At a minimum, along the length (i.e., the sides) of the GCL placed on slopes
steeper than 10:1 (horizontal:venical), the overlap shall be 12 inches, and along the width
(i.e., the ends) the overlap shall be 24 inches.
At a minimum, along the length (i.e., the sides) of the GCL placed on non-sloped areas (i.e.
slopes no steeper than 10:1), the overlap shall be 6-inches, and along the width (i.e., the ends)
the overlap shall be l2-inches.
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3.05 MATERIALS IN CONTACT WITH THE GCL
A. Installation of other components of the liner system shall be carefully performed to avoid
damage to the GCL.
B. Engineer approved low ground pressure equipment may be driven directly on the GCL.
C. Installation of the GCL in appurtenant areas, and connection of the GCL to appurtenances
shall be made according to the Drawings. The Geosynthetic Installer shall ensure that the
GCL is not damaged while working around the appurtenances.
REPAIR
A. Any holes or tears in the GCL shall be repaired by placing a GCL patch over the defect. On
slopes steeper than 10 percent, the patch shall overlap the edges ofthe hole or tear by a
minimum of 2 feet in all directions. On slopes l0 percent or flatter, the patch shall overlap
the edges of the hole or tear by a minimum of I foot in all directions. The patch shall be
secured with a Manufacturer recommended water-based adhesive.
B. Care shall be taken to remove any soil, rock, or other materials, which may have penetrated
the torn GCL.
C. The patch shall not be nailed or stapled.
CONFORMANCE TESTING
A. Samples of the GCL will be removed by the CQA Consultant and sent to a Geosynthetic
CQA Laboratory for testing to ensure conformance with the requirements of this Section and
the CQA Plan. The Geosynthetic Installer shall assist the CQA Consultant in obtaining
conformance samples. The Geosynthetic Installer shall account for this testing in the
installation schedule.
B. At a minimum, the following conformance tests will be performed at a minimum frequency
rate of one sample per 100,000 ft2: mass per unit area (ASTM D 5993) and bentonite
moisture content (ASTM D 5993). At a minimum, the following conformance tests will be
performed at a frequency of one sample per 400,000 ff : index flux (ASTM D 5887). If the
GCL Manufacturer provides material that requires sampling at a frequency (due to lot size,
shipment size, etc.) resulting in one sample per less than 90 percent of 100,000 ff (90,000
ft2;, then the Geosynthetic Installer shall pay the cost for all additional testing.
C. The CQA Consultant may increase the frequency of sampling in the event that test results do
not comply with the requirements of Subpart 2.01 of this Section until passing conformance
test results are obtained for all material that is received at the site. This additional testing
shall be performed at the expense of the Geosynthetic Installer.
D. Any GCL that is not certified by the Manufacturer in accordance with Subpart 1.05 of this
Section or that does not meet the requirements specified in Subpart 2.01 shall be rejected and
replaced by the Geosynthetic Installer, at the expense of the Geosynthetic Installer.
PROTECTION OFWORK
A. The Geosynthetic Installer shall protect all work of this Section.
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3.06
3.07
3.08
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B. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and
replacements necessary to the approval of the Engineer, at the expense of the Geosynthetic
Installer.
PART 4 _ MEASUREMENT AND PAYMENT
A. Providing for and complying with the requirements set forth in this Section for GCL will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on
the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
B. The following are considered incidental to the Work:
. Submittals.o Quality Control.o Shipping, handling and storage.o Overlaps and seaming.o Layout survey.
o Mobilization.
. Rejected material.
o Rejected material removal, handling, re-testing, and repair.
o Overlaps and seaming.
o Temporary anchorage.o Visqueen.
TABLE 02772.I
REQUIRJD GCL PROPERTY VALUES
Notes: (1) Allvaluesrepresentminimumaveragerollvalues(i.e.,anyrollinalotshouldmeetorexceedthevaluesinthistable),
(2) Hydraulic flux testing shall be performed under an effective confining stress of 5 pounds per square inch.
(3) Measured at a moisture content ofO percent.
IEND OF SECTTONI
Cell 4A Linins Svstem Construction
PROPERTIES QUALIFIERS UNITS SPECIFIED(') VALUES TEST METHOD
Bentonite Content(3)mlntmum lb/ft2 0.75 ASTM D 5993
Bentonite Swell Index mlnlmum mLl2g 24 ASTM D 5890
Bentonite Fluid Loss maxrmum mL l8 ASTM D 589I
Hydraulic Flux maxrmum mllm2-s I x 10'8 ASTM D 5887(2)
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SECTION 02773
GEONET
PARTl_ GENERAL
1.01 SCOPE
A. The Geosynthetic Installer shall fumish all labor, materials, tools, supervision, transportation,
equipment, and incidentals necessary for installation of the geonet. The work shall be carried
out as specified herein and in accordance with the Drawings and Construction Quality
Assurance (CQA) Plan.
B. The work shall include, but not be limited to, delivery, offloading, storage, placement,
anchorage, and seaming of the geonet.
1.02 RELATED SECTIONS
Section 02225 - Drainage Aggregate
Section 02220 - Subgrade Preparation
Section 02616 - PVC Pipe
Section 02270 - Geomembrane
Section 02771 - Geotextile
1.03 REFERENCES
A. Drawings
B. Site CQA Plan
C. Latest Version American Society of Testing and Materials (ASTM) Standards:
ASTM D792 Standard Test Methods for Specific Gravity and Density of Plastics by
Displacement
ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient
Technique
ASTM D1603 Standard Test Method for Carbon Black in Olefin Plastics
ASTM D4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by Muffl e-Furnace Technique
ASTM D4716 Standard Test Method for Constant Head Hydraulic Transmissiviry
(In-Place Flow) of Geotextiles and Geotextile Related Products
ASTM D5199 Standard Test Method for Measuring Nominal Thickness of
Geosynthetics
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1.04 QUALIFICATIONS
A. GeonetManufacturer:
l. The Manufacturer shall be a well-established firm with more than five (5) years of
experience in the manufacturing of geonet.
2. The Manufacturer shall be responsible for the production of geonet rolls and shall have
sufficient production capacity and qualified personnel to provide material meeting the
requirements ofthis Section and the construction schedule for this project.
B. Geonet Installer:
I . The Geosynthetic Installer shall meet the requirements of Subpart I .04. B of
Section 02770, and this Section.
2. The Geosynthetics Installer shall be responsible and shall provide sufficient resources
for field handling, deploying, temporarily restraining (against wind and re-curling),
and other aspects ofthe deployment and installation ofthe geonet and other
geosynthetic components of the project.
1.05 SUBMITTALS
A. At least 7 days before transporting any geonet to the site, the Manufacturer shall provide the
following documentation to the Engineer for approval.
L list of material properties, including test methods utilized to analyze / confirm
properties.
2. geonet samples.
3. projected delivery dates for this project.
4. Manufacturing Quality Control (MQC) certificates for each shift's production for
which geonet for the project was produced, signed by responsible parties employed by
the Manufacturer (such as the production manager). MQC certificates shall include:
a. roll numbers and identification; and
b. MQC results, including description of test methods used, outlined in
Subpart 2.01 of this Section.
c. Certification that the geonet meets all the properties outlined in Subpart 2.01 of
this Section.
1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Geosynthetic Installer shall ensure that the materials and methods used for producing
and handling the geonet meet the requirements of the Drawings and this Section. Any
material or method that does not conform to these documents, or to altematives approved in
writing by the Engineer, will be rejected and shall be repaired or replaced, at the
Geosynthetic Installer's expense.
B. The Geosynthetic Installer shall be aware of all monitoring and conformance testing required
by the CQA Plan. This monitoring and testing, including random conformance testing of
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construction materials and completed work, will be performed by the CQA Consultant. If
nonconformances or other deficiencies are found in the materials or completed work, the
Geosynthetic Installer will be required to repair the deficiency or replace the deficient
materials at now additional cost to the Owner.
PART2_ PRODUCTS
2.OI GEONET PROPERTIES
A. The Manufacturer shall furnish geonet having properties that comply with the required
property values shown on Table 02773-1.
B. In addition to documentation of the property values listed in Table 02073-1, the geonet shall
contain a maximum of one percent by weight of additives, fillers, or extenders (not including
carbon black) and shall not contain foaming agents or voids within the ribs of the geonet.
2.02 MANUFACTURTNG QUALITY CONTROL (MQC)
A. The geonet shall be manufactured with MQC procedures that meet or exceed generally
accepted industry standards.
B. Any geonet sample that does not comply with the Specifications will result in rejection of the
roll from which the sample was obtained. The Geonet Manufacturer shall replace any
rejected rolls at no additional cost to Owner.
C. If a geonet sample fails to meet the MQC requirements of this Section, then the Geonet
Manufacturer shall sample and test each roll manufactured, in the same lot, or at the same
time, as the failing roll. Sampling and testing of rolls shall continue until a pattem of
acceptable test results is established.
D. Additional sample testing may be performed, at the Geonet Manufacturer's discretion and
expense, to more closely identify any non-complying rolls and/or to qualiff individual rolls.
E. Sampling shall, in general, be performed on sacrificial portions of the geonet material such
that repair is not required. The Manufacturer shall sample and test the geonet, at a minimum,
once every 100,000 ft2 to demonstrate that its properties conform to the values specified in
Table 02773-1.
F. At a minimum, the following MQC tests shall be performed:
Test Procedure
Density ASTMDT92or D 1505
Thickness ASTM D 5199
Carbon Black Content ASTM D 1603
G. The hydraulic transmissivity test (ASTM D 4716) in Table 02073-l need not be performed at
a frequency of one per 100,000 ft2. However, the Geonet Manufacfurer will certify that this
test has been performed on a sample of geonet identical to the product that will be delivered
to the Site. The Geonet Manufacturer shall provide test results as part of MQC
documentation.
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H. The Geonet Manufacturer shall comply with the certification and submittal requirements of
this Section.
2.03 LABELING
A. Geonet shall be supplied in rolls labeled with the following information:
1. manufacturer'sname;
2. productidentification;
3. lot number;
4. roll number; and
5. roll dimensions.
2.04 TRANSPORTATION
A. Transportation of the geonet shall be the responsibility of the Geonet Manufacturer. The
Geonet Manufacturer shall be liable for all damages to the materials incurred prior to and
during transportation to the site.
B. Geonet shall be delivered to the site at least 7 days before the scheduled date of deployment
to allow the CQA Consultant adequate time to inventory the geonet rolls and obtain
additional conformance samples, if needed. The Geosynthetic Installer shall notify the CQA
Consultant a minimum of 48 hours prior to any delivery.
2.05 HANDLING AND STORAGE
A. The Geosynthetic Manufacturer shall be responsible for handling, off-loading, storage, and
care of the geonet prior to and following installation at the Site. The Geosynthetic Installer
shall be liable for all damages to the materials incurred prior to hnal acceptance of the geonet
drainage layer by the Owner.
B. The geonet shall be stored offthe ground and out ofdirect sunlight, and shall be protected
from mud and dirt. The Geosynthetic Installer shall be responsible for implementing any
additional storage procedures required by the Geonet Manufacturer.
2.06 CONFORMANCE TESTING
A. Conformance testing, if required, shall be performed in accordance with the CQA Plan. The
Geosynthetics installer shall assist the CQA Consultant in obtaining conformance samples, if
requested. The CQA Consultant has the option of collecting samples at the manufacturing
facility.
B. Passing conformance testing results, if applicable, are required before any geonet is
deployed.
C. Samples shall be taken at a minimum frequency of one sample per 200,000 ft2 with a
minimum of one sample per lot. If the Geonet Manufacturer provides material that requires
sampling at a frequency (due to lot size, shipment size, etc.) resulting in one sample per less
than 90 percent of200,000 ft2 (180,000 ft2;, then the Geosynthetic Installer shall pay the cost
for all additional testing.
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D. The CQA Consultant may increase the frequency of sampling in the event that test results do
not comply with the requirements of Subpan 2.01 of this Section until passing conformance
test results are obtained for all material that is received at the Site. This additional testing
shall be performed at the expense of the Geosynthetic Installer.
E. Any geonet that are not certif,red in accordance with Subpart 1.05 of this Section, or that
conformance testing indicates do not comply with Subpart 2.01 of this Section, will be
rejected by the CQA Consultant. The Geonet Manufacturer shall replace the rejected
material with new material at no additional cost to the Owner.
PART3_ EXECUTION
3.01 HANDLINGANDPLACEMENT
A. On slopes steeper than l0 horizontal to I vertical, all geonet shall be continuous down the
slope, i.e., no horizontal seams shall be allowed on the slope. Horizontal seams shall be
considered as any seam having an alignment exceeding 20 degrees from being perpendicular
to the slope contour lines, unless otherwise approved by the Engineer.
B. Geonet shall be placed with the machine direction perpendicular to the contour intervals
(direction of flow).
C. The geonet shall be handled in such a manner as to ensure it is not damaged in any way.
D. Precautions shall be taken to prevent damage to underlying layers during placement of the
geonet.
E. The geonet shall be installed in a manner that minimizes wrinkles.
F. Care shall be taken during placement ofgeonet to prevent dirt or excessive dust in the geonet
that could cause clogging and/or damage to the adjacent materials.
3.02 JOINING AND TYING
A. Adjacent panels of geonet shall be overlapped by at least 4 in. These overlaps shall be
secured by tying with nylon ties.
B. Tying shall be achieved by plastic fasteners or polymer braid. Tying devices shall be white
or yellow for easy inspection. Metallic devices shall not be used.
C. Tying shall be performed at a minimum interval of every 5 ft. along the geonet roll edges and
2 ft. along the geonet roll ends.
3.03 REPAIR
A. Any holes or tears in the geonet shall be repaired by placing a patch extending I ft. beyond
the edges ofthe hole or tear. The patch shall be placed under the panel and secured to the
original geonet by tying every 6 in. with approved tying devices. If the hole or tear width
across the roll is more than 50 percent of the width of the roll, then the damaged area shall be
cut out and the two portions of the geonet shall be joined in accordance with the
requirements of Subpart 3.02 of this Section.
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3.04 PRODUCT PROTECTION
B.
PART 4_
A.
The Geosynthetics Installer shall use all means necessary to protect all prior work, and all
materials and completed work of other Sections.
In the event of damage to the geonet, the Geosynthetic Installer shall immediately make all
repairs per the requirements of this Section.
MEASUREMENT AND PAYMENT
Providing for and complying with the requirements set forth in this Section for geonet will be
measured as in-place square feet (SF), as measured by the surveyor, to the limits shown on
the Drawings, and payment will be based on the unit price provided on the Bid Schedule.
The following are considered incidental to the Work:
a
a
a
a
a
a
a
a
a
a
Submittals.
Quality Control.
Shipping, handling and storage.
Overlaps and seaming.
Layout survey.
Offloading.
Mobilization.
Rejected material.
Rejected material removal, handling, re-testing, and repair.
Temporary anchorage.
A.
B.
TABLE 02773-I
REQUIRED GEONET PROPERTY VALUES
PROPERTIES QUALIFIERS UNITS SPECIFTED(I)
VALUES
TEST METHOD
Resin Density Minimum g/cc o.94 ASTM D792 or Dl505
Carbon Black Content Range o/2.0 - t.0 ASTM Dl603 or D4218
Thickness Minimum mils 300 ASTM D5I99
Transmissivityt'Minimum m' / sec 8 x l0-'ASTM D47I6
Notes: (1) All values (except transmissivity) represent average roll values.
(2) Transmissivity shall be measured using water at 68'F with a gradient of 0.1 under a confining pressure of 7,000 lb/ft2
The geonet shall be placed in the testing device between 60-mil HDPE smooth geomembrane. Measurements are
taken one hour after application of confining pressure.
I END OF SECTTON ]
Cell 4A Linins Svstem Construction
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SECTION O34OO
CAST-IN-PLACE CONCRETE
PART1_ GENERAL
1.01 DESCRIPTION OF WORK
A. The Contractor shall furnish all labor, materials, tools, transportation and equipment
necessary to construct a cast-in-place spillway crossing as shown on the Drawings and as
specified herein.
B. The Work shall include, but not be limited to, procurement, delivery, subgrade preparation,
formwork, concrete placement, control joints, surface freafinent, and curing.
I.O2 RELATED SECTIONS
None.
1.03 REFERENCES
A. Drawings
B. Construction Quality Assurance (CQA) Plan
C. Latest version of American Concrete Institute (ACI) standards:
ACI 117 Tolerances for Concrete Construction and Materials
ACI 211.1 Selecting Proportions forNormal, Heavyweight, and Mass Concrete
ACI 301 Structural Concrete for Buildings
ACI 304R Measuring, Mixing, Transporting, and Placing Concrete
ACI 308 Standard Practice for Curing Concrete
ACI 3 l8 Building Code Requirements for Reinforced Concrete
ACI 347R Formwork for Concrete
D. Latest version of the American Society for Testing and Materials (ASTM) standards:
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM C 33 Concrete Aggregates
ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens
ASTM C 94 Ready- Mixed Concrete
ASTM C 127 Specific Gravity and Adsorption of Coarse Aggregate
ASTM C 128 Specific Gravity and Adsorption of Fine Aggregate
ASTM C 143 Slump of Hydraulic Cement Concrete
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ASTM C 150 Portland Cement
ASTM C 171 Sheet Materials for Curing Concrete
ASTM C 192 Making and Curing Concrete Test Specimens in the Laboratory
ASTM C 309 Liquid Membrane - Forming Compounds for Curing Concrete
ASTM C 403 Time of Setting of Concrete Mixtures by Penetration Resistance
ASTM C 494 Chemical Admixtures for Concrete
ASTM C 61 8 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a
Mineral Admixture in Portland Cement Concrete
I.O4 SUBMITTALS
A. At least 7 days prior to construction of the concrete, Contractor shall submit a mix design for
the type of concrete. Submit a complete list of materials including types, brands, sources,
amount of cement, fly ash, pozzolans, retardants, and admixtures, and applicable reference
specifications for the following:
1. Slump design based on total gallons of water per cubic yard.
2. Type and quantify of cement.
3. Brand, type, ASTM designation, active chemical ingredients, and quantity of each
admixture.
4. Compressive strength based on 28-day compression tests.
B. Delivery Tickets:
1. Provide duplicate delivery tickets with each load of concrete delivered, one for Contractor's
records and one for Engineer, with the following information:
a. Date and serial number of ticket.
b. Name of ready-mixed concrete plant, operator, and job location.
c. Type of cement, admixtures, if any, and brand name.
d. Cement content, in bags per cubic yard (CY) of concrete, and mix design.
e. Truck number, time loaded, and name of dispatcher.
f. Amount of concrete (CY) in load delivered.
g. Gallons of water added at job, if any, and slump of concrete after water was added.
C. Delivery
l. The Concrete Manufacturer shall be liable for all damage to the materials incurred prior to
and during transportation to the Site.
1.05 MANUFACTURER QUALTTY CONTROL (MQC)
A. Aggregates shall be sampled and tested in accordance with ASTM C 33.
B. Concrete test specimens shall be made, cured, and stored in conformity with ASTM C 192
and tested in conformity with ASTM C 39.
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C. Slump shall be determined in accordance with ASTM C 143.
1.06 LIMITINGREQUIREMENTS
A. Unless otherwise specified, each concrete mix shall be designed and concrete shall be
controlled within the following limits:
l. Concrete slump shall be kept as low as possible, consistent with proper handling and
thorough compaction. Unless otherwise authorized by the Engineer, slump shall not
exceed 5 in.
2. The admixture content, batching method, and time of introduction to the mix shall be in
accordance with the manufacturer's recommendations for minimum shrinkage and for
compliance with this Section. A water-reducing admixture may be included in concrete.
PART2- PRODUCTS
2.OI PROPORTIONING AND DESIGN MIXES
A. Concrete shall have the following properties.
l. 3,000 psi, 28-day compressive strength.
2. Slump range of I to 5 inches.
3. Coarse Aggregate Gradation, ASTM C 33, Number 5'7 or 67.
B. Retarding admixture in proportions recommended by the manufacturer to attain additional
working and setting time from I to 5 hours.
2.02 CONCRETEMATERIALS
A. Cement shall conform to ASTM C 150 Type II.
B. Water shall be fresh, clean, and potable, free from oils, acids, alkalis, salts, organic materials,
and other substances deleterious to concrete.
C. Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which
may be deleteriously reactive with the alkalis in the cement, and shall not possess properties
or constituents that are known to have specific unfavorable effects in concrete.
D. The Contractor may use a water reducing chemical admixture. The water reducing
admixture shall conform to ASTM C 494, Type A. The chemical admixture shall be
approved by the Engineer.
2.03 REINFORCING STEEL
A. The reinforcing steel shall be Grade 60 in accordance with ASTM A 615.
B. Unless otherwise noted on the Drawings, all reinforcement bars shall be No.3 (3/8-inch
diameter) in accordance with ASTM A 615 and welded wire fabric shall be sized as 6 x 6,
Wl.4 x Wl.4..
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PART3_ EXECUTION
3.01 BATCHING, MIXING, AND TRANSPORTING CONCRETE
Batching shall be performed according to ASTM C 94, ACI 301, and ACI 304R, except as
modihed herein. Batching equipment shall be such that the concrete ingredients are
consistently measured within the following tolerances: I percent for cement and water,
2 percent for aggregate, and 3 percent for admixtures. Concrete Manufacturer shall fumish
mandatory batch ticket information for each load of ready mix concrete.
Machine mixing shall be performed according to ASTM C94 and ACI301. Mixing shall
begin within 30 minutes after the cement has been added to the aggregates. Concrete shall be
placed within 90 minutes of either addition of mixing water to cement and aggregates or
addition of cement to aggregates. Additional water may be added, provided that both the
specified maximum slump and water-cement ratio are not exceeded. When additional water
is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve
admixtures in the mixing water and mix in the drum to uniformly distribute the admixture
throughout the batch.
Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation
or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not
use aluminum pipe or chutes. Remove concrete which has segregated in transporting and
dispose ofas directed.
3.02 SUBGRADE PREPARATION
Subgrade shall be graded to the lines and elevations as shown on the Drawings.
Standing water, mud, debris, and foreign matter shall be removed before concrete is placed.
3.03 PLACING CONCRETE
C.
Place concrete in accordance with ACI 301, ACI 3 I 8, and ACI 304R. Place concrete as soon
as practicable after the forms and the reinforcement have been approved by the CQA
Consultant. Do not place concrete when weather conditions prevent proper placement and
consolidation, in uncovered areas during periods of precipitation, or in standing water. Prior
to placing concrete, remove dirt, construction debris, water, snow, and ice from within the
forms. Deposit concrete as close as practicable to the final position in the forms. Place
concrete in one continuous operation from one end ofthe structure towards the other
Ensure reinforcement is not disturbed during concrete placement.
Do not allow concrete temperafure to decrease below 50 degrees F while curing. Cover
concrete and provide sufficient heat to maintain 50 degrees F minimum adjacent to both the
formwork and the structure while curing. Limit the rate of cooling to 5 degrees F in any
I hour and 50 degrees F per 24 hours after heat application.
Do not spread concrete with vibrators. Concrete shall be placed in final position without
being moved laterally more than five feet.
When placing of concrete is temporarily halted or delayed, provide construction joints.
Concrete shall not be dropped a distance greater than five feet.F.
A.
B.
C.
A.
A.
B.
D.
E.
Cell 4,{ Linin Construction
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G. Place concrete with aid of internal mechanical vibrator equipment capable of
9,000 cycles/min. Transmit vibration directly to concrete.
H. Hot Weather:
l. Comply with ACI 304R.
2. Concrete temperatue shall not exceed 90oF.
3. At air temperatures of 80oF or above, keep concrete as cool as possible during placement
and curing. Cool forms by water wash.
4. Evaporation reducer shall be used in accordance with manufacturer recornmendations
(Subpart 2.03).
3.04 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premafure drying, excessively hot or cold
temperatures, and mechanical injury in accordance with ACI 308.
B. Immediately after placement, protect concrete from plastic shrinkage by applying
evaporation reducer in accordance with manufacturer recommendations (Subpart 2.03).
C. Maintain concrete with minimal moisture loss at relatively constant temperature for period
necessary for hydration ofcement and hardening ofconcrete (Subpart 2.03).
D. Protect from damaging mechanical disturbances, particularly load stresses, heavy shock, and
excessive vibration.
E. Membrane curing compound shall be spray applied at a coverage of not more than 300
square ft per gallon. Unformed surfaces shall be covered with curing compound within 30
minutes after final finishing. If forms are removed before the end of the specified curing
period, curing compound shall be immediately applied to the formed surfaces before they dry
out.
F. Curing compound shall be suitably protected against abrasion during the curing period.
G. Film curing will not be allowed.
3.05 FORMS
A. Formwork shall prevent leakage of mortar and shall conform to the requirements of ACI
347P'
B. Do not disturb forms until concrete is adequately cured.
C. Form system design shall be the Contractor's responsibility.
3.06 CONTROL JOINTS
A. Control joints shall consist of plastic strips set flush with finished surface or % inch wide
joints formed with a trowel immediately after pouring or cut with a diamond saw within 12
hours after pouring.
B. Control joints shall be installed in a 15 ft x 15 ft grid spacing along the slab unless otherwise
approved by the Engineer. Controljoints shall be no greater than 1 Yz inch below the surface.
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3.07 SLAB FINISHES
A. Unformed surfaces of concrete shall be screeded and given an initial float finish followed by
additional floating, and troweling where required.
B. Concrete shall be broom finished.
3.08 SURVEY
A. The Surveyor shall locate the features of the concrete structure. The dimensions, locations
and elevations of the features shall be presented on the Surveyor's Record Drawings.
PART 4 _ MEASUREMENT AND PAYMENT
4.OI GENERAL
A. Providing for and complying with the requirements set forth in this Section for Cast-In-Place
Concrete will be measured as lump sum (LS), and payment will be based on the unit price
provided on the Bid Schedule.
B. The following are considered incidental to the work:
r Mobilization.o Submittals.o Quality Control.o Excavation.. Subgrade preparation.. Concrete batching, mixing, and delivery.r Layout and as-built Record Survey.. Subgrade preparation.
o Reinforcing steel.o Formwork.. Concrete placement and finishing.. Sawcuffing and control joints.
. Rejected material removal, handling, re-testing, repair, and replacement.
IEND OF SECTTON l
Cell 4,{ Linins Svstem Construction
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061307.DOC
I 8 June 2007
REVISED CONSTRUCTION QUALITY
ASSURANCE PLAN
for the Construction of
Cell 4A Lining System
White Mesa Mill
Blanding, Utah
Prepared for:
DENIS
t
Ot',1 h4 lNHs
Denison Mines (USA) Corporation
6425 S. Highway 191
P.O. Box 809
Blanding, UT 84511
Phone: [phone]
Prepared by:
GeosyntecD
consultants
Geosyntec Consultants
10875 Rancho Bernardo Rd.
Suite 200
San Diego, California 92127
JUNE 2OO7
CERTIFICATION PAGE
CONSTRUCTION QUALITY ASSURANCE (CQA) PLAN FOR
CELL 4A LINING SYSTEM CONSTRUCTION
DENISON MINES (USA) CORPORATTON
WHITE MESA MILL
BLANDING, UTAH
The Engineering material and data contained in this CQA Plan were
prepared under the supervision and direction of the undersigned, whose seal as a
registered Professional Engineer is affixed below.
ory'f. Corcoran, P,E.
ineer of Record
ff**%
ixo.aozoott.zeozi
GREGORY T. .i. coRcoRAN ..r,
ft,r'or;#
sc0349 -coA PLAN 06t807 F.DOC 07 06 18/13:17
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GeoSyntec Consultants
TABLE OF CONTENTS
INTRODUCTION .......... 1
l.l rerms "f Rrf;;;;;.:.................... . ... ................... I
1.2 Purpose and Scope of the Construction Quality Assurance PIan.................. 1
1.3 References ...........2
1.4 Organization of the Construction Quality Assurance Plan .......... .................2
DEFINITIONS RELATING TO CQA......... ........................3
2-l Owner.-..... ...........3
2.2 Construction Manager ...........3
2.3 Engineer ..............4
2.4 Contractor .-..........4
2.5 Resin Supplier .......................5
2.6 Manufacturers ........... ............5
2.7 Geosynthetic Installer ............6
2.8 CQA Consultant ....................6
2.9 Surveyor ..............7
2.10 CQA Laboratory........ ............8
2.ll Lines of Communication....... ...............-..8
2.12 Deficiency Identification and Rectification............... .................9
cQA CONSULTANTS PERSONNEL ORGANTZATION AND DUTIES.......... 11
3.1 Overview ........... ll
3.2 CQA Personnel........... ......... 1l
3.3 CQA Officer.............. ..........12
3.4 CQA Site Manager... ...........12
SITE AND PROJECT CONTROL ................... 14
4.1 Project Coordination Meetings ................ ...............14
4.1.1 Pre-Construction Meetin9............. ............. 14
4.1.2 Progress Meetings... ................. 15
4.1.3 Problem or Work Deficiency Meeting ...... 15
DOCUMENTATION .....................17
2.
3.
4.
5.
nlsc0349 - c2A PLAN 061807 F.DOC 07 06 18/13:29
6.
GeoSyntec Consultants
5.1 Overview .-......-..17
5.2 Daily Recordkeeping.......... ...................17
5.3 Construction Problems and Resolution Data Sheets....... .......... l8
5.4 Photographic Documentation...... .......... 19
5.5 Design and/or Specifications Changes .................... 19
5.6 CQA Report .............. ......-...20
EARTHWORK............ ............._.....22
6.1 Introduction............... ..........22
6.2 Subgrade Soil Testing Activities ...........22
6.2.1 Sample Frequency ..................-22
6.2.2 Sample Selection .....................23
6.3 CQA Monitoring Activities.. .................23
6.3.1 Vegetation Removal ................23
6.3.2 Grading ..................23
6.3.3 Subgrade Soi1........... ................24
6.3.4 Anchor Trench Construction............... ...-.-2464
lii"l**:*;;;;;;;;l:: : '':"""iiDRAINAGE AGGREGATE .......-..26
7.1 Introduction............... .--......-26
7.2 Testing Activities ................26
7.2.1 Sample Frequency .....-..--..-......26
7.2-2 Sample Selection ..........-...-.....-27
7.3 CQA Monitoring Activities.. .................27
7.3.1 Drainage Aggregate ......-..........27
7.4 Deficiencies...............- ..-......28
7 .4.1 Notification............... ...............28
7.4.2 Repairs and Re-testin9............. ..........-.......28
POLYVINYL CHLORIDE (PVC) PIPE AND STRIp composite. ......29
8.1 Material Requirements............. .............29
7.
8.
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8.2 Manufacturer............. ......'...29
8.2.t Submittals ..............29
8.3 Handling and Laying ...........29
8.4 Perforations................ .........30
8.5 Joints .................30
8.6 Strip Composite.......... .........30
9. GEOMEMBRANE .......3I
9.1 General ..............31
9.2 Geomembrane Material Conformance.......... ..........3l
9.2.1 Introduction ............... ..............31
9.2.2 Review of Quality Control..... ....................31
9.2.2.1 Material Properties Certification................................... 3 I
9.2.2.2 Geomembrane Roll MQC Certification ............... ......... 32
9.2.3 Conformance Testing. ..............33
aa9.3 Delivery... .......... JJ
aa9.3.1 Transportation and Handling ..................... JJ
9.3.2 Storage ................-..34
9.4 Geomembrane Installation........... .........34
9.4.I Introduction ............... ..............34
9.4.2 Earthwork ..............34
9.4.2.1 Surface Preparation ......-............34
9.4.2.2 Geosynthetic Termination........... ................35
9.4.3 Geomembrane Placement............ ..............35
9.4.3.1 Panel Identification............. ......35
9.4.3.2 Field Panel Placement ...............36
9.4.4 Field Seaming............ .............- 38
9.4.4.1 Requirements of Personnel .......... ...............38
9.4.4.2 Seaming Equipment and Products ................................38
9.4.4.3 Seam Preparation......... ...........-.4L
9.4.4.4 Weather Conditions for Seaming.................................. 41
9.4.4.5 Overlapping and Temporary Bonding ........41
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10.
11.
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12.
13.
14.
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14.3 Lines and Grades .................72
14.4 Frequency and Spacing............... ..........72
14.5 Documentation........... .........72
TABLES
1A Test Procedures for the Evaluation of Subgrade Soil
18 Minimum Subgrade Soil Testing Frequencies
2A Test Procedures for the Evaluation of Aggregate
28 Minimum Aggregate Testing Frequencies for Conforrnance Testing
3 Geomembrane Conformance Testing Requirements
4 Geotextile Conformance Testing Requirements
5 GCL Conformance Testing Requirements
6 Geonet Conformance Testing Requirements
sc0349 - cQA PLAN 061807 F.DOC vlll O'1 06 18113:29
1.
1.1
GeoSyntec Consultants
INTRODUCTION
Terms of Reference
Geosyntec Consultants (Geosyntec) has prepared this Construction Quality
Assurance (CQA) Plan for the construction of liner systems associated with the Cell 4.A.
Lining System Construction at the Denison Mines (USA) Corporation (DMC) White
Mesa Mill Facility (site), located at 6425 S. Highway 191, Blanding, UT 84511. This
CQA Plan was prepared by Mr. Chad Bird, E.I.T., of Geosyntec Consultants
(Geosyntec), and was reviewed by Mr. Gregory T. Corcoran, P.E., also of Geosyntec, in
general accordance with the peer review policies of the firm.
1.2 Purpose and Scope of the Construction Oualitv Assurance Plan
The purpose of the CQA Plan is to address the CQA procedures and
monitoring requirements for construction of the project. The CQA Plan is intended to:
(i) define the responsibilities of parties involved with the construction; (ii) provide
guidance in the proper construction of the major components of the project; (iii)
establish testing protocols; (iv) establish guidelines for construction documentation; and
(v) provide the means for assuring that the project is constructed in conformance to the
Technical Specifications, permit conditions, applicable regulatory requirements, and
C onstruction Drawings.
This CQA Plan addresses the soils and geosynthetic components of the liner
system for the project. The soils, geosynthetic, and appurtenant components include
prepared subgrade, geosynthetic clay liner (GCL), geomembrane, geotextile, geonet,
drainage aggregate, and polyvinyl chloride (PVC) pipe. It should be emphasized that
care and documentation are required in the placement aggregate, and in the production
and installation of the geosynthetic materials installed during construction. This CQA
Plan delineates procedures to be followed for monitoring construction utilizing these
materials.
The CQA monitoring activities associated with the selection, evaluation, and
placement drainage aggregate are included in the scope of this plan. The CQA
protocols applicable to manufacturing, shipping, handling, and installing all
geosynthetic materials are also included. However, this CQA Plan does not specifically
sc0349 - cQA PLAN 061807 F.DOC 07 O6 18/13:29
1.3 References
The CQA Plan includes references to test procedures in the latest editions of the
American Society for Testing and Materials (ASTM).
Organization of the Construction Oualitv Assurance Plan
The remainder of the CQA Plan is organized as follows:
address either installation specif,rcations or
materials as these requirements are addressed
GeoSyntec Consultants
specification of soils and geosynthetic
in the Technical Specifications.
1.4
a
o
o
a
a
o
a
a
a
a
a
a
o
Section 2 presents definitions relating to CQA;
Section 3 describes the CQA personnel organization and duties;
Section 4 describes site and project control requirements;
Section 5 presents CQA documentation;
Section 6 presents CQA of earthworks;
Section 7 presents CQA of the drainage aggregates;
Section 8 presents CQA of the pipe and fittings;
Section 9 presents CQA of the geomembrane;
Section 10 presents CQA of the geotextile;
Section 11 presents CQA of the geosynthetic clay liner;
Section 12 presents CQA of the geonet;
Section l3 presents CQA of the concrete spillway;
Section 14 presents CQA surveying.
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2. DEFINITIONS RELATING TO CQA
This CQA Plan is devoted to Construction Quality Assurance. In the context
of this document, Construction Quality Assurance and Construction Quality Control are
def,rned as follows:
Construction Ouality Assurance (COA) - A planned and systematic pattern
of means and actions designed to assure adequate confidence that materials and/or
services meet contractual and regulatory requirements and will perform satisfactorily in
service. CQA refers to means and actions employed by the CQA Consultant to assure
conformity of the project "Work" with this CQA Plan, the Drawings, and the Technical
Specificotions. CQA testing of aggregate, pipe, and geosynthetic components is
provided by the CQA Consultant.
Construction Oualitv Control (COC) - Actions which provide a means to
measure and regulate the characteristics of an item or service in relation to contractual
and regulatory requirements. Construction Quality Control refers to those actions taken
by the Contractor, Manufacturer, or Geosynthetic Installer to veriff that the materials
and the workmanship meet the requirements of this CQA Plan, the Drawings, and the
Technical Specificatioras. In the case of the geosynthetic components and piping of the
Work, CQC is provided by the Manufacturer, Geosynthetic Installer, and Contractor.
Owner
The Owner of this project is Denison Mines (USA) Corporation.
Construction Manager
Responsibilities
The Construction Manager is responsible for managing the construction and
implementation of the Drawings, and Technical Specifications for the project work.
The Construction Manager is selected/appointed by the Owner.
2.3
2.1
2.2
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Engineer
Responsibilities
The Engineer is responsible for the
Specifications for the project work. In this CQA
Geosyntec.
GeoSyntec Consultants
design, Drawings, and, Technical
Plan, the term "Engineer" refers to
2.4
Qualifications
The Engineer of Record shall be a qualified engineer, registered as required
by regulations in the State of Utah. The Engineer should have expertise, which
demonstrates significant familiarity with piping, geosynthetics and soils, as appropriate,
including design and construction experience related to liner systems.
Contractor
Responsibilities
In this CQA Plan, Contractor refers to an independent party or parties,
contracted by the Owner, performing the work in accordance with this CQA Plan, the
Drawings, and the Technical Specifications. The Contractor will be responsible for the
installation of the soils, pipe, drainage aggregate, and geosynthetic components of the
liner systems. This work will include subgrade preparation, anchor trench excavation
and backfill, placement of drainage aggregate for the slimes drain and the leak detection
system, installation of PVC piping, placement of cast-in-place concrete, and
coordination of work with the Geosynthetic Installer and other subcontractors.
The Contractor will be responsible for constructing the liner system and
appurtenant components in accordance with the Drawings and complying with the
quality control requirements specified in the Technical Specifications.
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2.5
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Qualifications
Qualifications of the Contractor are specific to the construction contract.
The Contractor should have a demonstrated history of successful earthworks, piping,
and liner system construction and shall maintain current state and federal licenses as
appropriate.
Resin Supplier
Responsibilities
The Resin Supplier produces and delivers the resin to the Geosynthetics
Manufacturer.
Qualifications
Qualifications of the Resin Supplier are specific to the Manufacturer's
requirements. The Resin Supplier will have a demonstrated history of providing resin
with consistent properties.
Manufacturers
Responsibilities
The Manufacturers are responsible for the production of finished material
(geomembrane, geotextile, geosynthetic clay liner, geonet, and pipe) from appropriate
raw materials.
Qualifications
The Manufacturer(s) will be able to provide sufficient production capacity
and qualified personnel to meet the demands of the project. The Manufacturer(s) must
be a well established firm(s) that meets the requirements identified in the Technical
Specifications.
2.7
2.6
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Geosvnthetic Installer
Responsibilities
The Geosynthetic Installer is responsible for field handling, storage,
placement, seaming, ballasting or anchoring against wind uplift, and other aspects of the
geosynthetic material installation. The Geosynthetic Installer may also be responsible
for specialized construction tasks (i.e., including construction of anchor trenches for the
geosynthetic materials).
Qualifications
The Geosynthetic Installer will be trained and qualified to install the
geosynthetic materials of the type specified for this project. The Geosynthetic Installer
shall meet the qualification requirements identified in the Technical Specifications.
COA Consultant
Responsibilities
The CQA Consultant is a party, independent from the Owner, Contractor,
Manufacturer, and Geosynthetic Installer, who is responsible for observing, testing, and
documenting activities related to the CQC and CQA of the earthwork, piping, and
geosynthetic components used in the construction of the Project as required by this
CQA Plan and the Technical Specifications. The CQA Consultant will also be
responsible for issuing a CQA report at the completion of the Project construction,
which documents construction and associated CQA activities. The CQA report will be
signed and sealed by the CQA Officer who will be a Professional Engineer registered in
the State of Utah.
2.8
Qualifications
The CQA Consultant shall be a
geotechnical and geosynthetic engineering that
licenses necessary to conduct the geotechnical
project plans and Technical Specifications. The
well established firm specializing in
possess the equipment, personnel, and
and geosynthetic tests required by the
CQA Consultant will provide qualified
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staff for the project, as necessary, which will include, at a minimum, a CQA Officer and
a CQA Site Manager. The CQA Officer will be a professionally licensed engineer as
required by State of Utah regulations.
The CQA Consultant will be experienced with earthwork and installation of
geosynthetic materials similar to those materials used in construction of the Project.
The CQA Consultant will be experienced in the preparation of CQA documentation
including CQA Plans, field documentation, field testing procedures, laboratory testing
procedures, construction specifications, construction Drawings, and CQA reports.
The CQA Site Manager will be specifically familiar with the construction of
earthworks, piping, and geosynthetic lining systems. The CQA Manager will be trained
by the CQA Consultant in the duties as CQA Site Manager.
Survevor
Responsibilities
The Surveyor is a party, independent from the Contractor, Manufacturer, and
Geosynthetic Installer, that is responsible for surveying, documenting, and veriffing the
location of all significant components of the Work. The Surveyor's work is coordinated
and employed by the Contractor. The Surveyor is responsible for issuing Record
Drawings of the construction.
Qualifications
The Surveyor will be a well established surveying company with at least
3 years of surveying experience in the State of Utah. The Surveyor will be a licensed
professional as required by the State of Utah regulations. The Surveyor shall be fully
equipped and experienced in the use of total stations and the recent version of
AutoCAD. All surveying will be performed under the direct supervision of the
Contractor.
2.10
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COA Laboratorv
Responsibilities
The CQA Laboratory is a party, independent from the Contractor,
Manufacturer, Geosynthetic Installer, that is responsible for conducting tests in
accordance with ASTM and other applicable test standards on samples of geosynthetic
materials, soil, and in the field and in either an on-site or off-site laboratory.
Qualifications
The CQA Laboratory will have experience in testing soils and geosynthetic
materials and will be familiar with ASTM and other applicable test standards. The
CQA Laboratory will be capable of providing test results within a maximum of seven
days of receipt of samples and will maintain that capability throughout the duration of
earthworks construction and geosynthetic materials installation. The CQA Laboratory
will also be capable of transmitting geosynthetic destructive test results within 24 hours
of receipt of samples and will maintain that capability throughout the duration of
geosynthetic material installation.
2.tt Lines of Communication
The following organization chart indicates the lines of communication and
authority related to this project.
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Project Organization Chart
International Uranium (USA) Corporation
White Mesa Mill Cell4A
2.12 Deficiency Identification and Rectilication
If a defect is discovered in the work, the CQA Engineer will evaluate the
extent and nature of the defect. If the defect is indicated by an unsatisfactory test result,
the CQA Engineer will determine the extent of the deficient area by additional tests,
observations, a review of records, or other means that the CQA Engineer deems
appropriate.
After evaluating the extent and nature of a defect, the CQA Engineer will
notifu the Construction Manager and schedule appropriate re-tests when the work
deficiency is corrected by the Contractor.
The Contractor will correct the deficiency to the satisfaction of the CQA
Engineer. If a project specification criterion cannot be met, or unusual weather
conditions hinder work, then the CQA Engineer will develop and present to the Design
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Engineer suggested solutions for approval. Major modification to the Construction
Drawings, Technical Specifications, or this CQA Plan must be provided to the
regulatory agency for review prior to implementation.
Defect corrections will be monitored and documented by CQA personnel
prior to subsequent work by the Contractor in the area of the deficiency.
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3. CQA CONSULTANTS PERSONNEL ORGANIZATION AND
DUTIES
3.1 Overview
The CQA Offrcer will provide supervision within the scope of work of the
CQA Consultant. The scope of work for the CQA Consultant includes monitoring of
construction activities including the following:
. subgrade preparation;
o installation of geosynthetic clay liner;
o installation of geomembrane;
o installation of geonet;
o installation of drainage aggregate;
o installation of piping; and
o installation of geotextile.
Duties of CQA personnel are discussed in the remainder of this section.
3.2 COA Personnel
The CQA Consultant's personnel will include:
o the CQA Officer, who works from the office of the CQA Consultant
and who conducts periodic visits to the site as required; and
o the CQA Site Manager, who is located at the site.
3.3
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COA Officer
The CQA Officer shall supervise and be responsible for monitoring and
CQA activities relating to the construction of the earthworks, piping, and installation of
the geosynthetic materials of the Project. Specifically, the CQA Officer:
reviews the project design, this CQA Plan, Drawings, and Technical
Specifications;
reviews other site-specific documentation; unless otherwise agreed,
such reviews are for familiarization and for evaluation of
constructability only, and hence the CQA Officer and the CQA
Consultant assume no responsibility for the liner system design;
reviews and approves the Geosynthetic Installer's Quality Control
(QC) Plan;
attends Pre-Construction Meetings as needed;
administers the CQA program (i.e., provides supervision of and
manages on-site CQA personnel, reviews field reports, and provides
engineering review of CQA related activities);
provides quality control of CQA documentation and conducts site
visits;
reviews the Record Drawings; and
with the CQA Site Manager, prepares the CQA report documenting
that the project was constructed in accordance with the Construction
Documents.
COA Site Manaser
The CQA Site Manager:
acts as the on-site representative of the CQA Consultant;
attends CQA-related meetings (e.g., pre-construction, daily, weekly
(or designates a representative to attend the meetings));
3.4
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. oversees the ongoing preparation of the Record Drawings;
o reviews test results provided by Contractor;
. assigns locations for testing and sampling;
o oversees the collection and shipping of laboratory test samples;
o reviews results of laboratory testing and makes appropriate
recommendations;
o reviews the calibration and condition of on-site CQA equipment;
. prepares a daily summary report for the project;
o reviews the MQC documentation;
o reviews the Geosynthetic Installer's personnel Qualifications for
conformance with those pre-approved for work on site;
o notes on-site activities in daily field reports and reports to the CQA
Officer and Construction Manager;
o reports unresolved deviations from the CQA Plan, Drawings, and
Technical Specifications to the Construction Manager; and
o assists with the preparation of the CQA report.
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4. SITE AND PROJECT CONTROL
4.1 Proiect Coordination Meetinss
Meetings of key project personnel are necessary to assure a high degree of
quality during installation and to promote clear, open channels of communication.
Therefore, Project Coordination Meetings are an essential element in the success of the
project. Several types of Project Coordination Meetings are described below,
including: (i) pre-construction meetings; (ii) progress meetings; and (iii) problem or
work dehciency meetings.
4.1.1 Pre-Construction Meeting
A Pre-Construction Meeting will be held at the site prior to construction of
the Project. At a minimum, the Pre-Construction Meeting will be attended by the
Contractor, the Geosynthetic Installer's Superintendent, the CQA Consultant, and the
Construction Manager.
Specific items for discussion at the Pre-Construction Meeting include the
following:
. appropriate modifications or clarifications to the CQA Plan;
o the Drawings and Technical Specifications;
o the responsibilities of each party;
. lines of authority and communication;
o methods for documenting and reporting, and for distributing
documents and reports;
o acceptance and rejection criteria;
o protocols for testing;
. protocols for handling deficiencies, repairs, and re-testing;
o the time schedule for all operations;
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procedures for packaging and storing archive samples;
panel layout and numbering systems for panels and seams;
seaming procedures;
repair procedures; and
soil stockpiling locations.
The Construction Manager will conduct a site tour to observe the current site
conditions and to review construction material and equipment storage locations. A
person in attendance at the meeting will be appointed by the Construction Manager to
record the discussions and decisions of the meeting in the form of meeting minutes.
Copies of the meeting minutes will be distributed to all attendees.
4.1.2 Progress Meetings
Progress meetings will be held between the CQA Site Manager, the
Contractor, Construction Manager, and other concerned parties participating in the
construction of the project. This meeting will include discussions on the current
progress of the project, planned activities for the next week, and revisions to the work
plan and/or schedule. The meeting will be documented in meeting minutes prepared by
a person designated by the CQA Site Manager at the beginning of the meeting. Within
2 working days of the meeting, draft minutes will be transmitted to representatives of
parties in attendance for review and comment. Corrections and/or comments to the
draft minutes shall be made within 2 working days of receipt of the draft minutes to be
incorporated in the final meeting minutes.
Problem or Work Deficiency Meeting4.1.3
A special meeting will be held when and if a problem or deficiency is
present or likely to occur. The meeting will be attended by the Contractor, the
Construction Manager, the CQA Site Manager, and other parties as appropriate. If the
problem requires a design modification, the Engineer should either be present at,
consulted prior to, or notified immediately upon conclusion of this meeting. The
purpose of the work deficiency meeting is to define and resolve the problem or work
deficiency as follows:
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o define and discuss the problem or deficiency;
o review alternative solutions;
o select a suitable solution agreeable to all parties; and
. implement an action plan to resolve the problem or deficiency.
The Construction Manager will appoint one attendee to record the
discussions and decisions of the meeting. The meeting record will be documented in
the form of meeting minutes and copies will be distributed to all affected parties. A
copy of the minutes will be retained in facility records.
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5.
5.1
GeoSyntec Consultants
DOCUMENTATION
Overview
An effective CQA Plan depends largely on recognition of all construction
activities that should be monitored and on assigning responsibilities for the monitoring
of each activity. This is most effectively accomplished and verified by the
documentation of quality assurance activities. The CQA Consultant will document that
quality assurance requirements have been addressed and satisfied.
The CQA Site Manager will provide the Construction Manager with signed
descriptive remarks, data sheets, and logs to verifo that monitoring activities have been
carried out. The CQA Site Manager will also maintain, at the job site, a complete file
of Drawings and Technical Specifications, a CQA Plan, checklists, test procedures,
daily logs, and other pertinent documents.
5.2 Daily Recordkeepine
Preparation of daily CQA documentation will consist of daily field reports
prepared by the CQA Site Manager which may include CQA monitoring logs and
testing data sheets. This information may be regularly submitted to and reviewed by the
Construction Manager. Daily field reports will include documentation of the observed
activities during each day of activity. The daily field reports may include monitoring
logs and testing data sheets. At a minimum, these logs and data sheets will include the
following information :
the date, project name, location, and other identification;
a summary of the weather conditions;
a summary of locations where construction is occurring;
equipment and personnel on the project;
a summary of meetings held and attendees;
a description of materials used and references of results of testing
and documentation;
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o identification of deficient work and materials;
. results of re-testing corrected "deficient work;"
. an identiffing sheet number for cross referencing and document
control;
. descriptions and locations of construction monitored;
. type of construction and monitoring performed;
. description of construction procedures and procedures used to
evaluate construction;
. a summary of test data and results;
. calibrations or re-calibrations of test equipment and actions taken as
a result of re-calibration;
. decisions made regarding acceptance of units of work and/or
corrective actions to be taken in instances of substandard testing
results;
. a discussion of agreements made between the interested parties
which may affect the work; and
. signature of the respective CQA Site Manager.
5.3 Construction Problems and Resolution Data Sheets
Construction Problems and Resolution Data Sheets, to be submitted with the
daily field reports prepared by the CQA Site Manager, describing special construction
situations, will be cross-referenced with daily field reports, specific observation logs,
and testing data sheets and will include the following information, where available:
. an identifying sheet number for cross-referencing and document
control;
. a detailed description of the situation or deficiency;
o the location and probable cause of the situation or deficiency;
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how and when the situation or deficiency was found or located;
documentation of the response to the situation or deficiency;
final results of responses;
measures taken to prevent a similar situation from occurring in the
future; and
signature of the CQA Site Manager and a signature indicating
concurrence by the Construction Manager.
The Construction Manager will be made aware of significant recurring
nonconformance with the Drawings, Technical Specifications, or CQA Plan. The cause
of the nonconformance will be determined and appropriate changes in procedures or
specifications will be recommended. These changes will be submitted to the
Construction Manager for approval. When this type of evaluation is made, the results
will be documented and any revision to procedures or specifications will be approved
by the Contractor and Engineer.
A summary of supporting data sheets, along with final testing results and the
CQA Site Manager's approval of the work, will be required upon completion of
construction.
Photographic Documentation
Photographs will be taken and documented in order to serve as a pictorial
record of work progress, problems, and mitigation activities. These records will be
presented to the Construction Manager upon completion of the project. Photographic
reporting data sheets, where used, will be cross-referenced with observation and testing
data sheet(s), and./or construction problem and solution data sheet(s).
5.5 Design and/or Specifications Changes
Design and/or specifications changes may be required during construction.
In such cases, the CQA Site Manager will notifu the Engineer. Design and./or
specification changes will be made with the written agreement of the Engineer and will
take the form of an addendum to the Drawings and Technical Specifications.
5.4
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5.6 COA Report
At the completion of the Project, the CQA Consultant will submit to the
Owner a CQA report signed and sealed by the Professional Engineer licensed in the
State of Utah. The CQA report will acknowledge: (i) that the work has been performed
in compliance with the Drawings and Technical Specifications; (ii) physical sampling
and testing has been conducted at the appropriate frequencies; and (iii) that the
summary document provides the necessary supporting information. At a minimum, this
report will include:
. MQC documentation;
. a sunmary report describing the CQA activities and indicating
compliance with the Drawings and Technical Specifications which is
signed and sealed by the CQA Officer;
. a sunlmary of CQA/CQC testing, including failures, corrective
measures, and retest results;
o Contractor and Installer personnel resumes and qualifications as
necessary;
o documentation that the geomembrane trial seams were performed in
accordance with the CQA Plan and Technical Specifications;
o documentation that field seams were non-deskuctively tested using a
method in accordance with the applicable test standards;
o documentation that nondestructive testing was monitored by the
CQA Consultant, that the CQA Consultant informed the
Geosynthetic Installer of any required repairs, and that the CQA
Consultant monitored the seaming and patching operations for
uniformity and completeness;
o records of sample locations, the name of the individual conducting
the tests, and the results of tests;
o Record Drawings as provided by the Surveyor;
o daily field reports.
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The Record Drawings will include scale drawings depicting the location of
the construction and details pertaining to the extent of construction (e.g., plan
dimensions and appropriate elevations). Record Drawings and required base maps will
be prepared by a qualified Professional Land Surveyor registered in the State of Utah.
These documents will be reviewed by the CQA Consultant and included as part of the
CQA Report.
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6.
6.1
GeoSyntec Consultants
EARTHWORI(
Introduction
This section prescribes the CQA activities to be performed to monitor that
prepared subgrade is constructed in accordance with Drawings and Technical
Specifications. The prepared subgrade construction procedures to be monitored by the
CQA Consultant, if required, shall include:
vegetation removal;
subgrade preparation;
fine-grading; and
anchor trench excavation and backfill.
Suberade Soil Testins Activities
Testing of subgrade soil to be used for subgrade, if required to attain grade,
will be performed for material conformance. The CQA Laboratory will perform the
conformance testing and CQC testing. Subgrade soil testing will be conducted in
accordance with the current versions of the corresponding American Society for Testing
and Materials (ASTM) test procedures. The test methods indicated in Table 1 are those
that will be used for this testing unless the test methods are updated or revised prior to
construction. Revisions to the test methods will be reviewed and approved by the
Engineer and the CQA Site Manager prior to their usage.
6.2.1 Sample Frequency
The frequency of subgrade soil testing for material qualification and material
conformance will conform to the minimum frequencies presented in Table lA. The
frequency of subgrade soil testing shall conform to the minimum frequencies presented
in Table 18. The actual frequency of testing required will be increased by the CQA
Site Manager? as necessary, if variability of materials is noted at the site, during adverse
conditions, or to isolate failing areas of the construction.
o
a
6.2
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6.2.2 Sample Selection
Sampling locations will be selected by the CQA Site Manager.
Conformance samples will be obtained from borrow pits and./or stockpiles of material.
The Contractor must plan the work and make subgrade soil available for sampling in a
timely and organized manner so that the test results can be obtained before the material
is installed. The CQA Site Manager must document sample locations so that failing
areas can be immediately isolated. The CQA Site Manager will follow standard
sampling procedures to obtain representative samples of the proposed subgrade soil
materials.
6.3
6.3.1
COA Monitorine Activities
Vegetation Removal
The CQA Site Manager will monitor and document that vegetation is
sufficiently cleared and grubbed in areas where geosynthetics are to be placed.
Vegetation removal shall be performed as described in the Technical Specification and
the Drowings.
6.3.2 Grading
Construction of the Cell 4,A' liner system will require minor re-grading in
certain areas. The CQA Site Manager shall monitor and document that site re-grading
performed meets the requirements of the Technical Specifications and the Drawings.
At a minimum, the CQA Site Manager shall monitor that:
o the subgrade surface is free of sharp rocks, debris, and other
undesirable materials;
o the subgrade surface is smooth and uniform by visually monitoring
proof rolling activities; and
o the subgrade surface meets the lines and grades shown on the
Drawings.
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6.3.3
GeoSyntec Consultants
Subgrade Soil
During construction, the CQA Site Manager will monitor the subgrade soil
placement and compaction methods are consistent with the requirements specified in
the Technical Specifications andthe Drawings. The CQA Site Manager will monitor, at
a minimum, that:
the subgrade soil is free of debris and other undesirable materials and
that particles are no larger than 6-inches in longest dimension;
the subgrade soil is constructed to the lines and grades shown on the
Drawings; and
compaction requirements are met as specified in the Technical
Specifications.
6.3.4 Anchor Trench Construction
During construction, the CQA Site Manager will monitor the anchor trench
excavation and backfill methods are consistent with the requirements specified in the
Technical Specifications and the Drawings. The CQA Site Manager will monitor, at a
minimum, that:
the anchor trench is free ofsharp rocks, debris and other undesirable
materials and that particles are no larger than 6-inches in longest
dimension;
the anchor trench is constructed to the lines and grades shown on the
Drawings; and
compaction requirements are met, through visual observations, as
specified in the Technical Specifications.
Deficiencies
If a defect is discovered in the earthwork product, the CQA Site Manager
will immediately determine the extent and nature of the defect. If the defect is indicated
by an unsatisfactory test result, the CQA Site Manager will determine the extent of the
6.4
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defective area by additional tests, observations, a review of records, or other means that
the CQA Site Manager deems appropriate. If the defect is related to adverse site
conditions, such as overly wet soils or non-conforming particle sizes, the CQA Site
Manager will define the limits and nature of the defect.
6.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Site Manager
will notiff the Construction Manager and Contractor and schedule appropriate re-
evaluation when the work deficiency is to be corrected.
6.4.2 Repairs and Re-Testing
The Contractor will correct deficiencies to the satisfaction of the CQA Site
Manager. If a project specification criterion cannot be met, or unusual weather
conditions hinder work, then the CQA Site Manager will develop and present to the
Construction Manager suggested solutions for his approval.
Re-evaluations by the CQA Site Manager shall continue until it is verified
that defects have been corrected before any additional work is performed by the
Contractor in the area of the deficiency.
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7.
7.1
GeoSyntec Consultants
DRAINAGE AGGREGATE
Introduction
This section prescribes the CQA activities to be performed to monitor that
drainage aggregates are constructed in accordance with Drawings and Technical
Specifications. The drainage aggregates construction procedures to be monitored by the
CQA Consultant include drainage aggregate placement.
7.2 Testine Activities
Aggregate testing will be performed for material qualification and material
conformance. These two stages of testing are defined as follows:
Material qualification tests are used to evaluate the conformance of a
proposed aggregate source with the Technical Specifications for
qualification of the source prior to construction.
Aggregate conformance testing is used to evaluate the conformance
of a particular batch of aggregate from a qualified source to the
Technical Specifications prior to installation of the aggregate.
The Contractor will be responsible for submitting material qualification test
results to the Construction Manager and to the CQA Site Manager for review. The
CQA Laboratory will perform the conformance testing and CQC testing. Aggregate
testing will be conducted in accordance with the current versions of the corresponding
American Society for Testing and Materials (ASTM) test procedures. The test methods
indicated in Table 2 are those that will be used for this testing unless the test methods
are updated or revised prior to construction. Revisions to the test methods will be
reviewed and approved by the Engineer and the CQA Site Manager prior to their usage.
7.2.1 Sample Frequency
The frequency of aggregate testing for material qualification and material
conformance will conform to the minimum frequencies presented in Table 2A. The
frequency of aggregate testing shall conform to the minimum frequencies presented in
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Table 28. The actual frequency of testing required will be increased by the CQA Site
Manager, as necessary, if variability of materials is noted at the site, during adverse
conditions, or to isolate failing areas of the construction.
7.2.2 Sample Selection
With the exception of qualification samples, sampling locations will be
selected by the CQA Site Manager. Conformance samples will be obtained from
borrow pits and/or stockpiles of material. The Contractor must plan the work and make
aggregate available for sampling in a timely and organized manner so that the test
results can be obtained before the material is installed. The CQA Site Manager must
document sample locations so that failing areas can be immediately isolated. The CQA
Site Manager will follow standard sampling procedures to obtain representative samples
of the proposed aggregate materials.
7.3
7.3.1
COA Monitorins Activities
Drainage Aggregate
The CQA Site Manager will monitor and document the installation of the
drainage aggregates. In general, monitoring of the installation of drainage aggregate
includes the following activities:
reviewing documentation of the material qualification test results
provided by the Contractor;
sampling and testing for conformance of the materials to the
Technical Specifi cations ;
documenting that the drainage aggregates are installed using the
specified equipment and procedures;
documenting that the drainage aggregates are constructed to the lines
and grades shown on the Drawings; and
monitoring that the construction activities do not cause damage to
underlying geosynthetic materials.
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7.4
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Deficiencies
If a defect is discovered in the drainage aggregates, the CQA Site Manager
will evaluate the extent and nature of the defect. If the defect is indicated by an
unsatisfactory test result, the CQA Site Manager will determine the extent of the
deficient area by additional tests, observations, a review of records, or other means that
the CQA Site Manager deems appropriate.
7.4.1 Notification
After evaluating the extent and nature of a defect, the CQA Site Manager
will notiff the Construction Manager and Contractor and schedule appropriate re-tests
when the work deficiency is to be corrected.
7.4.2 Repairs and Re-testing
The Contractor will correct the deficiency to the satisfaction of the CQA Site
Manager. If a project specification criterion cannot be met, or unusual weather
conditions hinder work, then the CQA Site Manager will develop and present to the
Construction Manager suggested solutions for approval.
Re-tests recommended by the CQA Site Manager shall continue until it is
verified that the defect has been corrected before any additional work is performed by
the Conkactor in the area of the deficiency. The CQA Site Manager will also verify
that installation requirements are met and that submittals are provided.
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8. POLYVTNYL CHLORTDE (PVC) PIPE AND STRIP COMPOSITE
8.1 Material Requirements
PVC pipe, fittings, and strip composite must conform to the requirements of
the Technical Specifications. The CQA Consultant will document that the PVC pipe,
fittings, and strip composite meet those requirements.
8.2 Manufacturer
8.2.1 Submittals
Prior to the installation of PVC pipe and strip composite, the Manufacturer
will provide to the CQA Consultant:
. a properties' sheet including, at a minimum, all specified properties,
measured using test methods indicated in the Technical
Specifications, or equivalent; and
The CQA Consultant will document that:
o the property values certified by the Manufacturer meet the Technical
Specifications; and
o the measurements of properties by the Manufacturer are properly
documented and that the test methods used are acceptable.
8.3 Handlins and Lavins
Care will be taken during transportation of the pipe such that it will not be
cut, kinked, or otherwise damaged. Ropes, fabric, or rubber-protected slings and straps
will be used when handling pipes. Chains, cables, or hooks inserted into the pipe ends
will not be used. Two slings spread apart will be used for lifting each length of pipe.
Pipe or fittings will not be dropped onto rocky or unprepared ground.
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8.4
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Pipes will be handled and stored in accordance with the Manufacturer's
recommendation. The handling ofjoined pipe will be in such a manner that the pipe is
not damaged by dragging it over sharp and cutting objects. Slings for handling the pipe
will not be positioned at joints. Sections of the pipes with deep cuts and gouges will be
removed and the ends of the pipe rejoined.
Perforations
The CQA Site Manager shall monitor and document that the perforations of
the PVC pipe conform to the requirements of the Drawings and the Technical
Specificotions.
8.5 Joints
The CQA Monitor shall monitor and document that pipe and fiuings are joined
by the methods indicated :rl,the Technical Specifications.
Strip Compopite
The CQA Site Monitor shall monitor and document that the strip composite
and sandbags meet and are installed in accordance with the requirements outlined on the
drawings and in the Technical Specifications.
8.6
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9.
9.1
GEOMEMBRANE
General
This section discusses and outlines the CQA activities
high density polyethylene (HDPE) geomembrane installation. The
will review the Drawings, Technical Specifications, and any
regarding this material.
GeoSyntec Consultants
to be performed for
CQA Site Manager
approved Addenda
Geomembrane Material Conformance
Introduction
The CQA Site Manager will document that the geomembrane delivered to
the site meets the requirements of the Technical Specifications prior to installation. The
CQA Site Manager will:
review the manufacturer's submittals for compliance with the
Technical Sp ecifi c ations ;
document the delivery and proper storage of geomembrane rolls; and
conduct conformance testing of the rolls before the geomembrane is
installed.
The following sections describe the CQA activities required to veriff the
conformance of geomembrane.
9.2.2 Review of Quality Control
9.2.2.1 Material Properties Certification
The Manufacturer will provide the Construction Manager and the CQA Site
Manager with the following:
9.2
9.2.1
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Property data sheets, including, at a minimum, all specified
properties, measured using test methods indicated in the Technical
Sp e c ifi c at i o ns, or equivalent;
sampling procedures and results of testing.
The CQA Site Manager will document that:
the property values certified by the Manufacturer meet all of the
requirements of the Technical Specifications; and
the measurements of properties by the Manufacturer are properly
documented and that the test methods used are acceptable.
9.2.2.2 Geomembrane Roll MQC Certification
Prior to shipment, the Manufacturer will provide the Construction Manager
and the CQA Site Manager with MQC certificates for every roll of geomembrane
provided. The MQC certificates will be signed by a responsible party employed by the
Geomembrane Manufachrer, such as the production manager. The MQC certificates
shall include:
roll numbers and identification; and
results of MQC tests - as a minimum, results will be given for
thickness, specific gravity, carbon black content, carbon black
dispersion, tensile properties, and puncture resistance evaluated in
accordance with the methods indicated in the Technical
Specificatiozs or equivalent methods approved by the Construction
Manager.
The CQA Site Manager will document that:
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o that MQC certificates have been provided at the specified frequency,
and that the certificates identi$ the rolls related to the roll
represented by the test results; and
. review the MQC certificates and monitor that the certified roll
properties meet the specifications.
9.2.3 Conformance Testing
The CQA Site Manager shall obtain conformance samples (at the
manufacturing facility or site) at the specified frequency and forward them to the
Geosynthetics CQA Laboratory for testing to monitor conformance to both the
Technical Specifications and the list of properties certified by the Manufacturer. The
test procedures will be as indicated in Table 3. Where optional procedures are noted in
the test method, the requirements of the Technical Specificatiozs will prevail.
Samples will be taken across the width of the roll and will not include the
first linear 3 ft of material. Unless otherwise specified, samples will be 3 ft long by the
roll width. The CQA Site Manager will mark the machine direction on the samples
with an arrow along with the date and roll number. The required minimum sampling
frequencies are provided in Table 3.
The CQA Site Manager will examine results from laboratory conforrnance
testing and will report any non-conformance to the Construction Manager and the
Geosynthetic Installer. The procedures prescribed in the Technical Specificatiorzs will
be followed in the event of a failing conformance test.
9.3 Delivery
9.3.1 Transportation and Handling
The CQA Site Manager will document that the transportation and handling
does not pose a risk of damage to the geomembrane.
Upon delivery of the rolls of geomembrane, the CQA Site Manager will
document that the rolls are unloaded and stored on site as required by the Technical
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Specifications. Damage caused by unloading will be documented by the CQA Site
Manager and the damaged material shall not be installed.
9.3.2 Storage
The Geosynthetic Installer will be responsible for the storage of the
geomembrane on site. The Contractor will provide storage space in a location (or
several locations) such that on-site transportation and handling are optimized, if
possible, to limit potential damage.
The CQA Site Manager will document that storage of the geomembrane
provides adequate protection against sources of damage.
9.4
9.4.1
9.4.2
Geomembrane Installation
Introduction
The CQA Consultant will document that the geomembrane installation is
carried out in accordance with the Drawings, Technical Specifications, and
Manufacturer' s recommendations.
Earthwork
9.4.2.1 Surface Preparation
The CQA Site Manager will document that:
the prepared subgrade meets the requirements of the Technical
Specifications and has been approved; and
placement of the overlying materials does not damage, create large
wrinkles, or induce excessive tensile stress in any underlying
geosynthetic materials.
The Geosynthetic Installer will certiff in writing that the surface on which
the geomembrane will be installed is acceptable. The Certificate of Acceptance, as
presented in the Technical Specifications, will be signed by the Geosynthetic Installer
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and given to the CQA Site Manager prior to commencement of geomembrane
installation in the area under consideration.
After the subgrade has been accepted by the Geosynthetic Installer, it will be
the Geosynthetic Installer's responsibility to indicate to the Construction Manager any
change in the subgrade soil condition that may require repair work. If the CQA Site
Manager concurs with the Geosynthetic Installer, then the CQA Site Manager shall
monitor and document that the subgrade soil is repaired before geosynthetic installation
begins.
At any time before and during the geomembrane installation, the CQA Site
Manager will indicate to the Construction Manager locations that may not provide
adequate support to the geomembrane.
9.4.2.2 Geosynthetic Termination
The CQA Site Manager will document that the geosynthetic terminations
(Anchor Trench) have been constructed in accordance with the Drawings. Backfilling
above the terminations will be conducted in accordance with the Technical Specifications.
9.4.3 Geomembrane Placement
9.4.3.t Panel Identification
A field panel is the unit area of geomembrane which is to be seamed in the
field, i.e., a field panel is a roll or a portion of roll cut in the field. It will be the
responsibility of the CQA Site Manager to document that each field panel is given an
"identification code" (number or letter-number) consistent with the Panel Layout
Drawing. This identification code will be agreed upon by the Construction Manager,
Geosynthetic Installer and CQA Site Manager. This field panel identification code will
be as simple and logical as possible. Roll numbers established in the manufacturing
plant must be traceable to the field panel identification code.
The CQA Site Manager will establish documentation showing
correspondence between roll numbers, and field panel identification codes. The field
panel identification code will be used for all CQA records.
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9.4.3.2
Location
Field Panel Placement
The CQA Site Manager will document that held panels are installed at the
location indicated in the Geosynthetic Installer's Panel Layout Drawing, as approved or
modified by the Construction Manager.
Installation Schedule
Field panels may be installed using one of the following schedules:
all field panels are placed prior to field seaming in order to protect
the subgrade from erosion by rain;
field panels are placed one at a time and each field panel is seamed
after its placement (in order to minimize the number of unseamed
field panels exposed to wind); and
any combination of the above.
If a decision is reached to place all field panels prior to field seaming, it is
usually beneficial to begin at the high point area and proceed toward the low point with
"shingle" overlaps to facilitate drainage in the event of precipitation. It is also usually
beneficial to proceed in the direction of prevailing winds. Accordingly, an early
decision regarding installation scheduling should be made if and only if weather
conditions can be predicted with reasonable certainty. Otherwise, scheduling decisions
must be made during installation, in accordance with varying conditions. In any event,
the Geosynthetic Installer is fully responsible for the decision made regarding
placement procedures.
The CQA Site Manager will evaluate every change in the schedule proposed
by the Geosynthetic Installer and advise the Construction Manager on the acceptability
of that change. The CQA Site Manager will document that the condition of the
subgrade soil has not changed detrimentally during installation.
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The CQA Site Manager will record the identification code, location, and
date of installation of each field panel.
Weather Conditions
Geomembrane placement will not proceed unless otherwise authorized when
the ambient temperature is below 40oF or above 122"F. In addition, wind speeds and
direction will be monitored for potential impact to geosynthetic installation.
Geomembrane placement will not be performed during any precipitation, in the
presence of excessive moisture (e.g., fog, dew), and/or in an area of ponded water.
The CQA Site Manager will document that the above conditions are
fulfilled. Additionally, the CQA Site Manager will document that the subgrade soil has
not been damaged by weather conditions. The Geosynthetics Installer will inform the
Construction Manager if the above conditions are not fulfilled.
Method of Placement
The CQA Site Manager will document the following:
equipment used does not damage the geomembrane by handling,
trafficking, excessive heat, leakage of hydrocarbons or other means;
the surface underlying the geomembrane has not deteriorated since
previous acceptance, and is still acceptable immediately prior to
geomembrane placement;
geosynthetic elements immediately underlying the geomembrane are
clean and free ofdebris;
personnel working on the geomembrane do not smoke, wear
damaging shoes, or engage in other activities which could damage
the geomembrane;
the method used to unroll the panels does not cause scratches or
crimps in the geomembrane and does not damage the supporting soil;
the method used to place the panels minimizes wrinkles (especially
differential wrinkles between adjacent panels); and
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adequate temporary loading and/or anchoring (e.g., sand bags, tires),
not likely to damage the geomembrane, has been placed to prevent
uplift by wind (in case of high winds, continuous loading, e.9., by
adjacent sand bags, is recommended along edges of panels to
minimize risk of wind flow under the panels).
The CQA Site Manager will inform the Construction Manager if the above
conditions are not fulfilled.
Damaged panels or portions of damaged panels that have been rejected will
be marked and their removal from the work area recorded by the CQA Site Manager.
Repairs will be made in accordance with procedures described in Section9.4.5.
9.4.4 Field Seaming
This section details CQA procedures to document that seams are properly
constructed and tested in accordance with the Manufacturer's specifications and
industry standards.
9.4.4.1 Requirements of Personnel
All personnel performing seaming operations will be qualified by experience
or by successfully passing seaming tests, as outlined in the Technical Specifications.
The most experienced seamer, the "master seamer", will provide direct supervision over
less experienced seamers.
The Geosynthetic Installer will provide the Construction Manager and the
CQA Site Manager with a list of proposed seaming personnel and their experience
records. These documents will be reviewed by the Construction Manager and the
Geosynthetics CQA Manager.
9.4.4.2 Seaming Equipment and Products
Approved processes for field seaming are fillet extrusion welding and
double-track fu sion welding.
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Fillet Extrus ion Process
The fillet extrusion-welding apparatus will be equipped with gauges giving
the temperature in the apparatus.
The Geosynthetic Installer will provide documentation regarding the
extrusion welding rod to the CQA Site Manager, and will certiff that the extrusion
welding rod is compatible with the Technical Specification, and in any event, is
comprised of the same resin as the geomembrane.
The CQA Site Manager will log apparatus temperatures, ambient
temperatures, and geomembrane surface temperafures at appropriate intervals.
The CQA Site Manager will document that:
o the Geosynthetic Installer maintains, on site, the number of spare
operable seaming apparatus decided at the Pre-construction Meeting;
o equipment used for seaming is not likely to damage the
geomembrane;
o the extruder is purged prior to beginning a seam until all heat-
degraded extrudate has been removed from the barrel;
o the electric generator is placed on a smooth base such that no damage
occurs to the geomembrane;
. a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
o the geomembrane is protected from damage in heavily trafficked
areas.
Fusion Process
The fusion-welding apparatus must be automated vehicular-mounted
devices. The fusion-welding apparatus will be equipped with gauges giving the
applicable temperatures and pressures.
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The CQA Site Manager will log ambient, seaming apparatus, and
geomembrane surface temperatures as well as seaming apparatus speeds.
The CQA Site Manager will also document that:
the Geosynthetic Installer maintains on-site the number of spare
operable seaming apparatus decided at the Pre-construction Meeting;
equipment used for seaming is not likely to damage the
geomembrane;
for cross seams, the edge of the cross seam is ground to a smooth
incline (top and bottom) prior to welding;
the electric generator is placed on a smooth cushioning base such that
no damage occurs to the geomembrane from ground pressure or fuel
leaks;
a smooth insulating plate or fabric is placed beneath the hot welding
apparatus after usage; and
the geomembrane is protected from damage in heavily trafficked
areas.
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9.4.4.3 Seam Preparation
The CQA Site Manager will document that:
o prior to seaming, the seam area is clean and free of moisture, dust,
dirt, debris, and foreign material; and
. seams are aligned with the fewest possible number of wrinkles and
"frshmouths."
9.4.4.4 Weather Conditions for Seaming
The normally required weather conditions for seaming are as follows unless
authorized in writing by the Engineer:
. seaming will only be approved between ambient temperatures of
40"F and 122'F.
If the Geosynthetic Installer wishes to use methods that may allow seaming
at ambient temperatures below 40oF or above l22oF, the Geosynthetic Installer will
demonstrate and certiff that such methods produce seams which are entirely equivalent
to seams produced within acceptable temperature, and that the overall quality of the
geomembrane is not adversely affected.
The CQA Site Manager will document that these seaming conditions are
fulfilled and will advise the Geosynthetics Installer if they are not.
9.4.4.s Overlapping and Temporary Bonding
The CQA Site Manager will document that:
o the panels of geomembrane have a finished overlap of a minimum of
3 in. for both extrusion and fusion welding;
o no solvent or adhesive bonding materials are used; and
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o the procedures utilized to temporarily bond adjacent panels together
does not damage the geomembrane.
The CQA Site Manager will log appropriate temperatures and conditions,
and will log and report non-compliances to the Construction Manager.
9.4.4.6 Trial Seams
Trial seams shall be prepared with the procedures and dimensions as
indicated in the Technical Specifications. The CQA Site Manager will observe trial
seam procedures and will document the results of trial seams on trial seam logs. Each
trial seam samples will be assigned a number. The CQA Site Manager, will log the
date, time, machine temperature(s), seaming unit identification, name of the seamer, and
pass or fail description for each trial seam sample tested.
Separate trial seaming logs shall be maintained for fusion welded and
extrusion welded trial seams.
9.4.4.7 General Seaming Procedure
Unless otherwise specified, the general production seaming procedure used
by the Geosynthetic Installer will be as follows:
o Fusion-welded seams are continuous, commencing at one end to the
seam and ending at the opposite end.
o Cleaning, overlap, and shingling requirements shall be maintained.
o If seaming operations are carried out at night, adequate illumination
will be provided at the Geosynthetic Installer's expense.
o Seaming will extend to the outside edge of panels to be placed in the
anchor trench.
The CQA Site Manager shall document geomembrane seaming operations
on seaming logs. Seaming logs shall include,ataminimum:
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o Seam identifications (typically associated with panels being joined);
o Seam starting time and date;
o Seam ending time and date;
o Seam length;
o Identification of person performing seam; and
o Identification of seaming equipment.
Separate logs shall be maintained for fusion and extrusion welded seams. In
addition, the CQA Site Manager shall monitor during seaming that:
o Fusion-welded seams are continuous, cofirmencing at one end of the
seam and ending at the opposite end.
o Cleaning, overlap, and shingling requirements are maintained.
9.4.4.8
Concept
Nondestructive Seam Continuity Testing
The Geosynthetic Installer will non-destructively test field seams over their
length using a vacuum test unit, air pressure test (for double fusion seams only), or
other method approved by the Construction Manager. The purpose of nondestructive
tests is to check the continuity of seams. It does not provide information on seam
skength. Continuity testing will be carried out as the seaming work progresses, not at
the completion of field seaming.
The CQA Site Manager will:
. observe continuity testing;
. record location, date, name of person conducting the test, and the
results of tests; and
. inform the Geosynthetic Installer of required repairs.
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The Geosynthetic Installer will complete any required repairs in accordance
with Section9.4.5.
The CQA Site Manager will:
. observe the repair and re-testing of the repair;
o mark on the geomembrane that the repair has been made; and
. document the results.
The following procedures will apply to locations where seams cannot be
non-destructively tested:
All such seams will be cap-stripped with the same geomembrane.
o If the seam is accessible to testing equipment prior to final
installation, the seam will be non-destructively tested prior to final
installation.
o If the seam cannot be tested prior to final installation, the seaming
and cap-stripping operations will be observed by the CQA Site
Manager and Geosynthetic Installer for uniformity and completeness.
The seam number, date of observation, name of tester, and outcome of the
test or observation will be recorded by the CQA Site Manager.
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Vacuum Testing
Vacuum testing shall be performed utilizing the equipment and procedures
specified in the Technical Specifications. The CQA Site Manager shall observe the
vacuum testing procedures and document that they are performed in accordance with
the Technical Specifications. The result of vacuum testing shall be recorded on the
CQA seaming logs. Results shall include, at a minimum, the personnel performing the
vacuum test and the result of the test (pass or fail), and the test date. Seams failing the
vacuum test shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.
Air Pressure Testing
Air channel pressure testing shall be performed on double-track seams
created with a fusion welding device, utilizing the equipment and procedures specified
in the Technical Specifications. The CQA Site Manager shall observe the vacuum
testing procedures and document that they are performed in accordance with the
Technical Specifications. The result of air channel pressure testing shall be recorded on
the CQA seaming logs. Results shall include, at a minimum, personnel performing the
air pressure test, the starting air pressure and time, the final air pressure and time, the
drop in psi during the test, and the result of the test (pass or fail). Seams failing the air
pressure test shall be repaired in accordance with the procedures listed in the Technical
Specifications. The CQA Site Manager shall document seam repairs in the seaming
logs.
9.4.4.9
Concept
Destructive Testing
Destructive seam testing will be performed on site and at the independent
CQA laboratory in accordance with the Drawings and the Technical Specifications.
Destructive seam tests will be performed at selected locations. The purpose of these
tests is to evaluate seam strength. Seam strength testing will be done as the seaming
work progresses, not at the completion of all field seaming.
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Location and Frequency
The CQA Site Manager will select locations where seam samples will be cut
out for laboratory testing. Those locations will be established as follows.
The frequency of geomembrane seam testing is a minimum of one
destructive sample per 500 feet of weld. The minimum frequency is
to be evaluated as an average taken throughout the entire facility.
A minimum of one test per seaming machine over the duration of the
project.
Additional test locations may be selected during seaming at the CQA
Site Manager's discretion. Selection of such locations may be
prompted by suspicion of excess crystallinity, contamination, offset
welds, or any other potential cause of imperfect welding.
The Geosynthetic Installer will not be informed in advance of the locations
where the seam samples will be taken.
Sampling Procedure
Samples will be marked by the CQA Site Manager following the procedures
listed in the Technical Specifications. Preliminary samples will be taken from either
side of the marked sample and tested before obtaining the full sample per the
requirements of the Technical Specifications. Samples shall be obtained by the
Geosynthetic Installer. Samples shall be obtained as the seaming progresses in order to
have laboratory test results before the geomembrane is covered by another material.
The CQA Site Manager will:
observe sample cutting and monitor that corners are rounded'
assign a number to each sample, and mark it accordingly;
record sample location on the Panel Layout Drawing; and
record reason for taking the sample at this location (e.g., statistical
routine, suspicious feature of the geomembrane).
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Holes in the geomembrane resulting from destructive seam sampling will be
immediately repaired in accordance with repair procedures described in Section 9.4.5.
The continuity of the new seams in the repaired area will be tested in accordance with
Section 9.4.4.8.
Size and Distribution of Samples
The destructive sample will be
with the seam centered lengthwise. The
distributed as follows:
12 in. (0.3 m) wide by 42 in. (1.1 m) long
sample will be cut into three parts and
one portion, measuring l2in. x l}in. (0.30cm x 30cm), to the
Geosynthetic Installer for field testing;
one portion, measuring l2in. x 18 in. (30cm x 45 cm), for CQA
Laboratory testing; and
one portion, measuring 12 in. x 12 in. (30 cm x 30 cm), to the
Construction Manager for archive storage.
Final evaluation of the destructive sample sizes and distribution will be
made at the Pre-Construction Meeting.
Field Testing
Field testing will be performed by the Geosynthetic Installer using a gauged
tensiometer. Prior to field testing the Geosynthetic Installer shall submit a calibration
certificate for gauge tensiometer to the CQA Consultant for review. Calibration must
have been performed within one year of use on the current project. The destructive
sample shall be tested according to the requirements of the Technical Specifications.
The specimens shall not fail in the seam and shall meet the strength requirements
outlined in the Technical Specifications. If any field test specimen fails, then the
procedures outlined in Procedures for Destructive Test Failures of this section will be
followed.
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The CQA Site Manager will witness field tests and mark samples and
portions with their number. The CQA Site Manager will also document the date and
time, ambient temperature, number of seaming unit, name of seamer, welding apparatus
temperafures and pressures, and pass or fail description.
CQA Laboratory Testing
Destructive test samples will be packaged and shipped, if necessary, under
the responsibility of the CQA Site Manager in a manner that will not damage the test
sample. The Construction Manager will be responsible for storing the archive samples.
This procedure will be outlined at the Pre-construction Meeting. Samples will be tested
by the CQA Laboratory. The CQA Laboratory will be selected by the CQA Site
Manager with the concurrence of the Engineer.
Testing will include "Bonded Seam Strength" and "Peel Adhesion." The
minimum acceptable values to be obtained in these tests are given in the Technical
Specifications. At least five specimens will be tested for each test method. Specimens
will be selected alternately, by test, from the samples (i.e., peel, shear, peel, shear...). A
passing test will meet the minimum required values in at least four out of five
specimens.
The CQA Laboratory will provide test results no more than 24 hours after
they receive the samples. The CQA Site Manager will review laboratory test results as
soon as they become available, and make appropriate recommendations to the
Construction Manager.
Geosynthetic Installer's Laboratory Testing
The Geosynthetic Installer's laboratory test results will be presented to the
Construction Manager and the CQA Site Manager for comments.
Procedures for Destructive Test Failure
The following procedures will apply whenever a sample fails a destructive
test, whether that test conducted by the CQA Laboratory, the Geosynthetic Installer's
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or by gauged tensiometer in the field. The Geosynthetic Installer has two
The Geosynthetic Installer can reconstruct the seam between two
passed test locations.
The Geosynthetic Installer can trace the welding path to art
intermediate location at 10 ft (3 m) minimum from the point of the
failed test in each direction and take a small sample for an additional
field test at each location. If these additional samples pass the test,
then full laboratory samples are taken. If these laboratory samples
pass the tests, then the seam is reconstructed between these locations.
If either sample fails, then the process is repeated to establish the
zone in which the seam should be reconstructed.
Acceptable seams must be bounded by two locations from which samples
passing laboratory destructive tests have been taken. Repairs will be made in
accordance with Section 9.4.5.
The CQA Site Manager will document actions taken in conjunction with
destructive test failures.
9.4.5 Defects and Repairs
This section prescribes CQA activities to document that defects, tears, rips,
punctures, damage, or failing seams shall be repaired.
9.4.5.1 Identification
Seams and non-seam areas of the geomembrane shall be examined by the
CQA Site Manager for identification of defects, holes, blisters, undispersed raw
materials and signs of contamination by foreign matter. Because light reflected by the
geomembrane helps to detect defects, the surface of the geomembrane shall be clean at
the time of examination.
Evaluation9.4.5.2
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Potentially flawed locations, both in seam and non-seam areas, shall be non-
destructively tested using the methods described in Section 9.4.4.8 as appropriate. Each
location that fails the nondestructive testing will be marked by the CQA Site Manager
and repaired by the Geosynthetic Installer. Work will not proceed with any materials
that will cover locations which have been repaired until laboratory test results with
passing values are available.
9.4.5.3 Repair Procedures
Portions of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, will be repaired. Several procedures exist for the repair of these
areas. The final decision as to the appropriate repair procedwe will be at the discretion
of the CQA Consultant with input from the Construction Manager and Geosynthetic
Installer. The procedures available include:
patching, used to repair large holes, tears, undispersed raw materials,
and contamination by foreign matter;
grinding and re-welding, used to repair small sections of extruded
seams;
spot welding or seaming, used to repair small tears, pinholes, or other
minor, localized flaws;
capping, used to repair large lengths of failed seams;
removing bad seam and replacing with a strip of new material
welded into place (used with large lengths of fusion seams).
In addition, the following provisions will be satisfied:
surfaces of the geomembrane which are to be repaired will be
abraded no more than2} minutes prior to the repair;
surfaces must be clean and dry at the time of the repair;
all seaming equipment used in repairing procedures must be
approved;
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o the repair procedures, materials, and techniques will be approved in
advance by the CQA Consultant with input from the Engineer and
Geosynthetic Installer;
o patches or caps will extend at least 6 in. (150 mm) beyond the edge
of the defect, and all corners of patches will be rounded with a radius
of at least 3 in. (75 mm);
o cuts and holes to be patched shall have rounded corners; and
o the geomembrane below large caps should be appropriately cut to
avoid water or gas collection between the two sheets.
9.4.5.4 Verification of Repairs
The CQA Monitor shall monitor and document repairs. Records of repairs
shall be maintained on repair logs. Repair logs shall include, at a minimum:
o panel containing repair and approximate location on panel;
. approximate dimensions of repair;
o rePoir type, i.e. fusion weld or extrusion weld
o date of repair;
. seamer making the repair; and
. results of repair non-destructive testing (pass or fail).
Each repair will be non-destructively tested using the methods described
herein, as appropriate. Repairs that pass the non-destructive test will be taken as an
indication of an adequate repair. Large caps may be of sufficient extent to require
destructive test sampling, per the requirements of the Technical Specifications. Failed
tests shall be redone and re-tested until passing test results are observed.
9.4.5.5 Large Wrinkles
When seaming of the geomembrane is completed (or when seaming of a
large area of the geomembrane liner is completed) and prior to placing overlying
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materials, the CQA Site Manager will observe the geomembrane wrinkles. The CQA
Site Manager will indicate to the Geosynthetic Installer which wrinkles should be cut
and re-seamed. The seam thus produced will be tested like any other seam.
9.4.6 Lining System Acceptance
The Geosynthetic Installer and the Manufacturer(s) will retain all
responsibility for the geosynthetic materials in the liner system until acceptance by the
Construction Manager.
The geosynthetic liner system will be accepted by the Construction Manager
when:
o the installation is finished;
o verification of the adequacy of all seams and repairs, including
associated testing, is complete;
o all documentation of installation is completed including the CQA
Site Manager's acceptance report and appropriate warranties; and
. CQA report, including "as built" drawing(s), sealed by a registered
professional engineer has been received by the Construction
Manager.
The CQA Site Manager will document that installation proceeded in
accordance with the Technical Specificatio,ns for the project.
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10.
10.1
GEOTEXTILE
Introduction
This section of the CQA Plan outlines the CQA activities to be performed
for the geotextile installation. The CQA Consultant will review the Drawings, and the
Technical Specifications, and any approved addenda or changes.
10.2 Manufacturing
The Manufacturer will provide the Construction Manager with a list of
guaranteed "minimum average roll value" properties (defined as the mean less two
standard deviations), for each type of geotextile to be delivered. The Manufacturer will
also provide the Construction Manager with a written quality conkol certification
signed by a responsible party employed by the Manufacturer that the materials actually
delivered have property "minimum average roll values" which meet or exceed all
property values guaranteed for that type of geotextile.
The quality control certificates will include:
roll identification numbers; and
results of MQC testing.
The Manufacturer will provide, as a minimum, test results for the following:
mass per unit area;
grab strength;
tear strength;
puncture strength;
permittivity; and
apparent opening size.
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MQC tests shall be performed at the frequency listed in the Technical
Specifications. CQA tests on geotextile produced for the project shall be performed
according to the test methods specified and frequencies presented in Table 4.
The CQA Site Manager will examine Manufacturer certifications to evaluate
that the property values listed on the certifications meet or exceed those specified for
the particular type of geotextile and the measurements of properties by the
Manufacturer are properly documented, test methods acceptable and the certificates
have been provided at the specified frequency properly identiffing the rolls related to
testing. Deviations will be reported to the Construction Manager.
10.3 Labelins
The Manufacturer will identifu all rolls of geotextile with the following:
manufacturer's name;
product identifi cation;
lot number;
roll number; and
roll dimensions.
The CQA Site Manager will examine rolls upon delivery and deviation from
the above requirements will be reported to the Construction Manager.
10.4 Shipment and Storage
During shipment and storage, the geotextile will be protected from
ultraviolet light exposure, precipitation or other inundation, mud, dirt, dust, puncture,
cutting or any other damaging or deleterious conditions. To that effect, geotextile rolls
will be shipped and stored in relatively opaque and watertight wrappings.
Protective wrappings will be removed less than one hour prior to unrolling
the geotextile. After the wrapping has been removed, a geotextile will not be exposed
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to sunlight for more than 15 days, except for UV protection geotextile, unless otherwise
specified and guaranteed by the Manufacturer.
The CQA Site Manager will observe rolls upon delivery at the site and
deviation from the above requirements will be reported to the Geosynthetic Installer.
10.5 Conformance Testins
10.5.1 Tests
Upon delivery of the rolls of geotextiles, the CQA Site Manager will obtain
conformance samples and forward to the Geosynthetics CQA Laboratory for testing to
evaluate conformance to Technical Specifications. Required test and testing frequency
for the geotextiles are presented in Table 4. These conformance tests will be performed
in accordance with the test methods specified in the Technical Specifications and will
be documented by the CQA Site Manager.
10.5.2
first three
The CQA
Sampling Procedures
Samples will be taken across the width of the roll and will not include the
feet. Unless otherwise specified, samples will be 3 ft long by the roll width.
Site Manager will mark the machine direction on the samples with an arrow.
Unless otherwise specified, samples will be taken at a rate as indicated in
Table 4 for geotextiles.
10.5.3 Test Results
The CQA Site Manager will examine results from laboratory conforrnance
testing and will report non-conformance with the Technical Specifications and this
CQA Plan to the Construction Manager.
10.5.4 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance
test that is conducted by the CQA Laboratory:
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The Manufacturer will replace every roll of geotextile that is in
nonconforrnance with the Technical Specifications with a roll(s) that
meets Technical Specifications; or
The Geosynthetic Installer will remove conformance samples for
testing by the CQA Laboratory from the closest numerical rolls on
both sides of the failed roll. These two samples must conform to the
Technical Specifications. If either of these samples fall, the
numerically closest rolls on the side of the failed sample will be
tested by the CQA Laboratory. These samples must conform to the
Technical Specifications. If any of these samples fail, every roll of
geotextile on site from this lot and every subsequently delivered roll
that is from the same lot must be tested by the CQA Laboratory for
conformance to the Technical Specificotions. This additional
conformance testing will be at the expense of the Manufacturer.
The CQA Site Manager will document actions taken in conjunction with
conformance test failures.
10.6 Handling and Placement
The Geosynthetic Installer will handle all geotextiles in such a manner as to
document they are not damaged in any way, and the following will be complied with:
In the presence of wind, all geotextiles will be weighted with
sandbags or the equivalent. Such sandbags will be installed during
placement and will remain until replaced with earth cover material.
Geotextiles will be cut using an approved geotextile cutter only. If in
place, special care must be taken to protect other materials from
damage, which could be caused by the cutting of the geotextiles.
The Geosynthetic Installer will take all necessary precautions to
prevent damage to underlying layers during placement of the
geotextile.
During placement of geotextiles, care will be taken not to entrap in
the geotextile stones, excessive dust, or moisture that could damage
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the geotextile, generate clogging of drains or filters, or hamper
subsequent seaming.
o A visual examination of the geotextile will be carried out over the
entire surface, after installation, to document that no potentially
harmful foreign objects, such as needles, are present.
The CQA Site Manager will note non-compliance and report it to the
Construction Manager.
10.7 Seams and Overlaps
All geotextiles will be continuously sewn in accordance with Technical
Specifications. Geotextiles will be overlapped 12 in. prior to seaming. No horizontal
seams will be allowed on side slopes (i.e. seams will be along, not across, the slope),
except as part of a patch.
Sewing will be done using polymeric thread with chemical and ultraviolet
resistance properties equal to or exceeding those of the geotextile.
10.8 Repair
Holes or tears in the geotextile will be repaired as follows:
o On slopes: A patch made from the same geotextile will be double
seamed into place. Should atear exceed l0percent of the width of
the roll, that roll will be removed from the slope and replaced.
o Non-slopes: A patch made from the same geotextile will be spot-
seamed in place with a minimum of 6 in. (0.60 m) overlap in all
directions.
Care will be taken to remove any soil or other material that may have
penetrated the torn geotextile.
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The CQA Site Manager will observe any repair, note any non-compliance
with the above requirements and report them to the Construction Manager.
10.9 Placement of Soil or Aggregate Materials
The Contractor will place all soil or aggregate materials located on top of a
geotextile, in such a manner as to document:
a
a
a
no damage of the geotextile;
minimal slippage of the geotextile on underlying layers; and
no excess tensile stresses in the geotextile.
Non-compliance will be noted by the CQA Site Manager and reported to the
Construction Manager.
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11.
11.1
GeoSyntec Consultants
GEOSYNTHETIC CLAY LINER (GCL)
Introduction
This section of the CQA Plan outlines the CQA activities to be performed
for the geosynthetic clay liner (GCL) installation. The CQA Consultant will review the
Drawings, and the Technical Specifications, and approved addenda or changes.
tt.2 Manufacturing
The Manufacturer provide the Construction Manager with a list of
guaranteed "minimum average roll value" properties (defined as the mean less two
standard deviations), for the GCL to be delivered. The Manufacturer will also provide
the Construction Manager with a written quality control certification signed by a
responsible party employed by the Manufacturer that the materials actually delivered
have property "minimum average roll values" which meet or exceed all property values
guaranteed for that GCL.
The quality control certificates will include:
roll identification numbers; and
results of quality control testing.
The Manufacturer will provide, as a minimum, test results for,the following:
mass per unit area; and
index flux.
Quality control tests must be performed, in accordance with the test methods
specified in Table 5, on GCL produced for the project.
The CQA Site Manager will examine Manufacturer certifications to veriff
that the property values listed on the certifications meet or exceed those specified for
the GCL and the measurements of properties by the Manufacturer are properly
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documented, test methods acceptable and the certificates have been provided at the
specified frequency properly identiffing the rolls related to testing. Deviations will be
reported to the Construction Manager.
1f3 Labeline
The Manufacturer will identiff all rolls of GCL with the following:
. manufacfurer's name;
o product identification'
o lot number;
. roll number; and
o roll dimensions.
The CQA Site Manager will examine rolls upon delivery and deviation from
the above requirements will be reported to the Construction Manager.
ll.4 Shipment and Storase
During shipment and storage, the GCL will be protected from ultraviolet
light exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting or
any other damaging or deleterious conditions. To that effect, GCL rolls will be shipped
and stored in relatively opaque and watertight wrappings.
The CQA Site Manager will observe rolls upon delivery at the site and any
deviation from the above requirements will be reported to the Construction Manager.
11.s
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Conformance Testing
11.5.1 Tests
CQA personnel will sample the GCL either during production at the
manufacturing facility or after delivery to the construction site. The samples will be
forwarded to the Geosynthetics CQA Laboratory for testing to assess conformance with
the Technical Specifications. The test methods and minimum testing frequencies are
indicated in Table 5.
Samples will be taken across the width of the roll and will not include the
first 3 ft if the sample is cut on site. Unless otherwise specified, samples will be 3 ft
long by the roll width. The CQA Consultant will mark the machine direction with an
arrow and the manufacfurer's roll number on each sample.
The CQA Site Manager will examine results from laboratory confornance
testing and will report non-conformance to the Construction Manager.
11.5.2 Conformance Sample Failure
The following procedure will apply whenever a sample fails a conformance
test that is conducted by the CQA Laboratory:
The Manufacturer will replace every roll of GCL that is in
nonconformance with the Technical Specifications with a roll(s) that
meets Technical Specifications; or
The Geosynthetic Installer will remove conformance samples for
testing by the CQA Laboratory from the closest numerical rolls on
both sides of the failed roll. These two samples must conform to the
Technical Specifications. If either of these samples fail, the
numerically closest rolls on the side of the failed sample will be
tested by the CQA Laboratory. These samples must conform to the
Technical Specifications. If any of these samples fail, every roll of
GCL on site from this lot and every subsequently delivered roll that
is from the same lot must be tested by the CQA Laboratory for
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confornance to the Technical Specifications. This additional
conformance testing will be at the expense of the Manufacturer.
The CQA Site Manager will document actions taken in conjunction with
conformance test failures.
11.6 GCL Deliverv and Storage
Upon delivery to the site, the CQA Consultant will check the GCL rolls for
defects (e.g., tears, holes) and for damage. The CQA Consultant will report to the
Conskuction Manager and the Geosynthetics Installer:
any rolls, or portions thereof, which should be rejected and removed
from the site because they have severe flaws; and
any rolls which include minor repairable flaws.
The GCL rolls delivered to the site will be checked by the CQA Consultant
to document that the roll numbers correspond to those on the approved Manufacturer's
quality control certificate of compliance.
ll.7 GCL Installation
The CQA Consultant will monitor and document that the GCL is installed in
accordance with the Drawings and the Technical Specifications. The Geosynthetics
Installer shall provide the CQA Consultant a certif,rcate of subgrade acceptance prior to
the installation of the GCL as outlined in the Technical Specifications. The GCL
installation activities to be monitored and documented by the CQA Consultant include:
monitoring that the GCL rolls are stored and handled in a manner
which does not result in any damage to the GCL;
monitoring that the GCL is not exposed to UV radiation for extended
periods of time without prior approval;
monitoring that the GCL are seamed in accordance with the
Technical Specifications and the Manufacturer's recommendations;
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. monitoring and documenting that the GCL is installed on an
approved subgrade, free of debris, protrusions, or uneven surfaces;
. monitoring that the GCL is hydrated prior to completion of the
construction; and
. monitoring that any damage to the GCL is repaired as outlined in the
Technical Specifications.
The CQA Site Manager will note non-compliance and report it to the
Construction Manager.
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12.
t2.t
GEONET
Introduction
This section of the CQA Plan outlines the CQA activities to be performed
for the geonet installation. The CQA Consultant will review the Drawings, and the
Technical Specificatio,rzs, and any approved addenda or changes.
12.2 Manufacturins
The Manufacturer will provide the CQA Consultant with a list of certif,red
"minimum average roll value" properties for the tlpe of geonet to be delivered. The
Manufacturer will also provide the CQA Consultant with a written certification signed
by a responsible representative of the Manufacturer that the geonet actually delivered
have "minimum average roll values" properties which meet or exceed all certified
property values for that type of geonet.
The CQA Consultant will examine the Manufacturers' certifications to
document that the property values listed on the certifications meet or exceed those
specified for the particular type of geonet. Deviations will be reported to the
Construction Manager.
L2.3 Labelins
The Manufacturer will identi$z all rolls of geonet with the following:
Manufacfurer's name;
product identification;
lot number;
roll number; and
roll dimensions.
The CQA Site Manager will examine rolls upon delivery and deviation from
the above requirements will be reported to the Construction Manager.
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12.4 Shipment and Storase
During shipment and storage, the geonet will be protected from mud, dirt,
dust, puncture, cutting or any other damaging or deleterious conditions. The CQA Site
Manager will observe rolls upon delivery to the site and deviation from the above
requirements will be reported to the Construction Manager. Damaged rolls will be
rejected and replaced.
The CQA Site Manager will observe that geonet is free of dirt and dust just
before installation. The CQA Site Manager will report the outcome of this observation
to the Construction Manager, and if the geonet is judged dirty or dusty, they will be
cleaned by the Geosynthetic Installer prior to installation.
12.5 Conformance Testing
12.5.1 Tests
The geonet material will be tested for transmissivity (ASTM D 4116) and
for thickness (ASTM D 5199) at the frequencies presented in Table 6.
12.5.2 Sampling Procedures
Upon delivery of the geonet rolls, the CQA Site Manager will document that
samples are obtained from individual rolls at the frequency specified in this CQA Plan.
The geonet samples will be forwarded to the CQA Laboratory for testing to evaluate
conformance to both the Technical Specifications and the list of physical properties
certified by the Manufacturer.
Samples will be taken across the width of the roll and will not include the
first 3 linear ft. Unless otherwise specified, samples will be 3 ft long by the roll width.
The CQA Consultant will mark the machine direction on the samples with an arrow.
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12.5.3 Test Results
The CQA Site Manager will examine results from laboratory confornance
testing and compare results to the Technical Specifications. The criteria used to
evaluate acceptability are presented in the Technical Specifications. The CQA Site
Manager will report any nonconformance to the Construction Manager.
12.5.4 Conformance Test Failure
The following procedure will apply whenever a sample fails a conformance
test that is conducted by the CQA Laboratory:
The Manufacturer will replace every roll of geonet that is in
nonconformance with the Technical Specifications with a roll that
meets specifications; or
The Geosynthetic Installer will remove conformance samples for
testing by the CQA Laboratory from the closest numerical rolls on
both sides of the failed roll. These two samples must conform to the
Technical Specifications. If either of these samples fail, the
numerically closest rolls on the side of the failed sample that is not
tested, will be tested by the CQA Laboratory. These samples must
conform to the Technical Specifications. If any of these samples fail,
every roll of geonet on site from this lot and every subsequently
delivered roll that is from the same lot must be tested by the CQA
Laboratory for conformance to the Technical Specifications.
The CQA Site Manager will document actions taken in conjunction with
conformance test failures.
12.6 Handling and Placement
The Geosynthetic Installer will handle all geonet in such a manner as to
document they are not damaged in any way. The Geosynthetic Installer will comply
with the following:
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If in place, special care must be taken to protect other materials from
damage, which could be caused by the cutting of the geonet.
The Geosynthetic Installer will take any necessary precautions to
prevent damage to underlying layers during placement of the geonet.
During placement of geonet, care will be taken to prevent entrapment
of dirt or excessive dust that could cause clogging of the drainage
system, and/or stones that could damage the adjacent geomembrane.
If dirt or excessive dust is entrapped in the geonet, it should be
cleaned prior to placement of the next material on top of it. In this
regard, care should be taken with the handling or sandbags, to
prevent rupture or damage of the sandbag.
A visual examination of the geonet will be carried out over the entire
surface, after installation to document that no potentially harmful
foreign objects are present.
The CQA Site Manager will note noncompliance and report it to the
Construction Manager.
12.7 Geonet Seams and Overlaps
Adjacent geonet panels will be joined in accordance with Construction
Drawings and Technical Specifications. As a minimuln, the adjacent rolls will be
overlapped by at least 4 in. and secured by tying, in accordance with the Technical
Specifications.
The CQA Consultant will note any noncompliance and report it to the
Construction Manager.
12.8 Repair
Holes or tears in the geonet will be repaired by placing a patch extending
2 ft beyond edges of the hole or tear. The patch will be secured by tying with approved
tying devices every 6 in. If the hole or tear width across the roll is more than 50 percent
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of the width of the roll, the damaged axea will be cut out and the two portions of the
geonet will be joined in accordance with Section I1.7.
The CQA Site Manager will observe repairs, note non-compliances with the
above requirements and report them to the Construction Manager.
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13. CONCRETE SPILLWAY
13.1 Introduction
This section prescribes the CQA activities to be performed to monitor that
the concrete spillway is constructed in accordance with Drawings and Technical
Specifications. The concrete spillway construction procedures to be monitored by the
CQA Consultant, if required, shall include:
o subgrade preparation;
o liner system and cushion geotextile installation;
. welded wire reinforcement installation; and
. concrete placement and finishing.
13.2 COA Monitorine Activities
13.2.1 Subgrade Preparation
The CQA Site Manager will monitor and document that the subgrade is
prepared in accordance with the Technical Specifications andthe Drawings.
13.2.2 Liner System and Cushion Geotextile Installation
The CQA Site Manager shall monitor and document that the liner system
components, along with the anchor trench and cushion geotextile, are installed in
accordance with the requirements of the Technical Specifications andthe Drawings.
13.2.3 WeldedWireReinforcementlnstallation
The CQA Site Manager shall monitor and document that the welded wire
fabric reinforcement is installed in accordance with the requirements of the Technical
Specifi cations and the Dr awings.
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13.2.4 Concrete Installation
The CQA Site Manager shall test, monitor, and document that the concrete
is installed in accordance with the requirements of the Technical Specifications and the
Drawings. At a minimum, the CQA Site Manager shall review the concrete tickets
prior to installing the concrete to monitor that the concrete meets the requirements
outlined in the Technical Specifications.
13.2.5 Conformance Testing
The Contractor shall facilitate the CQA Site Manager in the collection of
samples required for testing. Compression test specimens shall be prepared by the
CQA Site Manager by the following method:
compression test cylinders from fresh concrete in accordance with
ASTM C 172 and C 31.
Compression testing shall be completed on one cylinder at 7 days, one
cylinder at 14 days, and two (2) cylinders at the 28 day strength. The CQA Site
Manager will examine results from laboratory conforrnance testing and will report any
non-conformance with the requirements outlined in the Technical Specificatio,rus to the
Construction Manager.
13.3 Deficiencies
If a defect is discovered in the concrete spillway, the CQA Site Manager will
immediately determine the extent and nature of the defect. The CQA Site Manager will
determine the extent of the defective area by additional observations, a review of
records, or other means that the CQA Site Manager deems appropriate.
13.3.1 Notification
After evaluating the extent and nature of a defect, the CQA Site Manager
will notifu the Construction Manager and Contractor and schedule appropriate re-
evaluation when the work deficiency is to be corrected.
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13.3.2 Repairs
The Contractor will correct deficiencies to the satisfaction of the CQA Site
Manager. If a project specification criterion cannot be met, or unusual weather
conditions hinder work, then the CQA Site Manager will develop and present to the
Conskuction Manager suggested solutions for his approval.
Re-evaluations by the CQA Site Manager shall continue until the defects
have been corrected before any additional work is performed by the Contractor in the
area of the deficiency.
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14. SURVEYING
l4.l Survev Control
Survey control will be performed by the Surveyor as needed. A permanent
benchmark will be established for the site(s) in a location convenient for daily tie-in.
The vertical and horizontal control for this benchmark will be established within normal
land surveying standards.
14.2 Precision and Accuracv
A wide variety of survey equipment is available for the surveying
requirements for these projects. The survey instruments used for this work should be
sufficiently precise and accurate to meet the needs of the projects.
14.3 Lines and Grades
The following structures will be surveyed to veriff and document the lines
and grades achieved during construction ofthe Project:
o geomembrane terminations; and
o centerlines of pipes.
14.4 Frequencv and Spacing
A line of survey points no further than 50 ft apart must be taken at the top of
pipes or other appurtenances to the liner.
14.5 Documentation
Field survey notes should be retained by the Land Surveyor. The findings
from the field surveys should be documented on a set of Survey Record Drawings,
which shall be provided to the Construction Manager in AutoCADD 2000 format or
other suitable format as directed by the Construction Manager.
sc0349 - cQA PLAN 061807 F.DOC 72 07 06 18113:29
GeoSyntec Consultants
TABLE 1A
TEST PROCEDURES FOR THE EVALUATION OF SUBGRADE SOIL
TABLE 18
MINIMUM SUBGRADE SOIL TESTING FREQUENCIES
TEST METHOD DESCRIPTION TEST STANDARI)
Sieve Analysis Particle Size Distribution ASTM D 422
Modifred Proctor Moisture Density Relationship ASTM D 1557
TEST TEST METHOD SUBGRADE SOIL
Sieve Analysis ASTM D 422 1 per material type
Modified Proctor ASTM D 1557 I per material type
Nuclear Densometer - In-
situ Density
ASTM D 2922 1 per 500 yd3
Nuclear Densometer - In-
situ Moisture Content
ASTM D 3OI7 I per 500 yd3
sco349 - cQA PLAN 061807 F.DOC 73 07 06 l8ll3:29
GeoSyntec Consultants
TABLE 2A
TEST PROCEDURES FOR THE EVALUATION OF AGGREGATE
TABLE 28
MINIMUM AGGREGATE TESTING FREQUENCIES FOR
CONFORMANCE TESTING
TEST METHOD DESCRIPTION TEST STANDARD
Sieve Analysis Particle Size Distribution of
Fine and Coarse Aggregates
ASTM C 136
Hydraulic Conductivity
(Rigid Wall Permeameter)
Permeability of Aggregates ASTM D2434
TEST TEST METHOD DRAINAGE AGGREGATE
Sieve Analysis ASTM C 136 I per 5,000 yd3
Hydraulic Conductivity ASTM D 2434 t per 10,000 yd3
sco34s - ceA PLAN o6tloz F.Doc 74 07 06 18113,'29
CeoSyntec Consultants
TABLE 3
GEOMEMBRANE CONFORMANCE TESTING REQUIREMENTS
Notes:
I . To be performed at normal stresses of I 0, 20, and 40 psi between geomembrane and geonet.
2. Tobeperformedatnormalstressesofl0,20,and40psibetweengeomembraneandwovensideofGCL. GCLshallbehydrated
for 24 hours prior to testing.
TABLE 4
GEOTEXTILE CONFORMANCE TESTING REQUIREMENTS
TEST NAME TEST METHOD FREQUENCY
Specific Gravity ASTM D 792
Method A or ASTM D 1505
200,000 ft2
Thickness ASTM D 5199 200,000 ft2
Tensile Strength at Yield ASTM D 638 200,000 ft2
Tensile Strength at Break ASTM D 638 200,000 ft2
Elongation at Yield ASTM D 638 200,000 ft2
Elongation at Break ASTM D 638 200,000 ft2
Carbon Black Content ASTM D 1603 200,000 ft2
Carbon Black Dispersion ASTM D 5596 200,000 ft2
Interface Shear Stengthl'2 ASTM D 5327 1 perproject
TEST NAME TEST METHOD MINIMUM
FREQUENCY
Mass per Unit Area ASTM D 5261 I test per 260,000 ft2
Grab Strength ASTM D 4632 I test per 260,000 ff
Puncture Resistance ASTM D 4833 1 test per 260,000 ftz
Permittivity ASTM D 4491 1 test per 260,000 ftz
Apparent Opening Srze ASTM D 4751 I test per 260,000 ft2
sc034e - cQA PLAN 061807 F.DOC 75 07 06 18/13:29
GeoSyntec Consultants
TABLE 5
GCL CONFORMANCE TESTING REQUIREMENTS
Note: Hydraulic index flux testing shall be performed under an effective confining stress of5 pounds per square inch.
TABLE 6
GEONET CONFORMANCE TESTING REQUIREMENTS
Note: Transmissivity shall be measured using water at 68"F with a gradient of 0. I under a confining pressure of 7,000 lb/ff. The
geonet shall be placed in the testing device between steel plates. Measurements are taken one hour after application of
confining pressure..
TEST NAME TESTMETIIOD MINIMT'M FREQUENCY
Mass per Unit Area ASTM D 5993 I testper 100,000 ft2
Index Flux ASTM D 5887 I test per 400,000 ft2
TEST NAME TEST METHOD MINIMUM FREQUENCY
Thickness ASTM D 5199 1 test per 200,000 ft2
Hydraulic Transmissivity ASTM D 4716 I test per 400,000 ft2
sc0349 - cQA PLAN 06t807 F.DOC 76 07 06 18/13:.29
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State of Utah
JON M. HUNTSMAN, JR
Govemor
GARY HERBERT
Lieutenant Govemor
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Department of
Environmental Quality
Richard W. Sprott
Executive Dire(tor
DIVISION OF RADIATION CONTROL
Dane L. Finerfrock
Director
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August L9,2008
Mr. Harold R. Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp. (DUSA)
1050 17th Street, Ste. 950
Denver, CO 80225
Dear Mr. Roberts:
SIJBJECT:White Mesa Uranium Mill Cell4A
Overflow Spillway from Cell 3 to 4A
Design Modification Approval
We received an email from DUSA dated August I l, 2008 which provided a GeoSyntec drawing
for modifying the overflow spillway from cell 3 to 4A. We engaged in an iterative process
involving our telephonic and email comments on August 13 and 1.4,2008 respectively.
Correspondingly, we received emails from DUSA each conveying unique revisions to the drawing
on August 14 and 15,2008 respectively.
We have reviewed this information, and hereby approve the engineering design modification as
received by email August 15, 2008, and described in the attached drawing by GeoSyntec titled
Spillway Splash Pad Anchor, dated August 2008, project no. SC0349. The approved drawing
includes four separate listed notes that also help describe the work. This modification adds a 64-
foot wide 60-mil HDPE geomembrane splash pad to the downstream side of the new spillway.
This width is to accommodate a potential PMF flood stage of 2.75 feet, which corresponds to the
64-foot width.
The HDPE splash pad is to be extrusion welded to the upper geomembrane liner of the cell on
three sides, but as shown on the drawing, fastened at the top to the concrete spillway with a
continuous or spliced steel batten bar, with anchor bolts at 12-inches on center. It is understood
the HDPE splash pad sheets are to be welded together.
As documented in previous correspondence, the discharge edge of the spillway was completed
approximately l-foot above the DRC approved discharge elevation, as a result of deletion of a
beveled taper of the concrete spillway to the upper geomembrane surface. Therefore, a splash pad
addition was deemed necessary to protect the upper I{DPE geomembrane adjacent the spillway
from forces related to possible flood flow, and the mentioned drop in elevation.
168 North 1950 West . Salt Lake City, UT
Mailing Address: P.O. Box 144850. Salt take City, UT 841l4-4850
Telephone [phone]. Fax [phone] . T.D.D. [phone]
www,.deq.utah.gov
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Goventor
GARY HERBERT
Lieutenant Governor
State of Utah
Department of
Environmental QualitY
Richard W. SPrott
Executive Director
Division of Radiation Control
Dane L. Finerfrock
Director July 29, 2008
Mr. Harold R. Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp. (DUSA)
1050 17th Street, Ste. 950
Denver, CO 80225
Dear Mr. Roberts:
City, State, zlP+4
SUBJECT:Denison Mines (USA) Corp. (DUSA)
White Mesa Uranium Mill Cell4A Operation
Record of Telephone Conversations and Request for Information
On July 28,2008 Mr. David Rupp contacted you via telephone and discussed some of the major items
needed for DRC operational approval of the subject Cell 44. at the White Mesa Uranium Mill. We
anticipate identifying other needed minor items, which we will communicate later in writing. We also held
u "oni"r"r"" call with Mr. Ron Hochstein of DUSA on July 29,2008 to discuss the major issues listed
below.
The major items discussed with you on July 28 concerned the Cell4A BAT Monitoring, Operations and
Maintenance Plan, observed construction deficiencies, and the status of the surety update and the Cell 4A
Construction Quality Assurance Report. In the review of these items, some new aspects pertaining to some
of them have been identified, which were not discussed on July 28, but were mentioned to Mr. Hochstein
on July 29. The items are listed below, divided according to the categories mentioned above:
July 16.2008 DUSA Cell4A BAT Monitorine. Operations and Maintenance Plan:
a.) Detail drawings and procedures for the monitoring, operations and maintenance of the leak
detection system (LDS) are needed. Similar details are also needed for the slimes drain
system.
b.) Some specific additional items:
1.) The water elevation in the LDS sump for pump startup must not exceed l-foot in depth
below the lowest elevation of the secondary liner in the pond to conform to requirements
of the Ground Water Discharge Permit [Pan I.E.8(a)(2)].
2.) The shut-off elevation of the pump in the LDS sump is currently specified as "at the
lowest level possible." Verbiage in the plan needs to include how that level will be
established, and compliance made with the requirements of Part I.E.8(a)(2) of the permit.
168 North 1950 West. PO Box 144850. Salt Lake City, UT 841 l4-4850. phone [phone]'fax (801) 533'4091
T.D.D. [phone] . www.deq.utah gov
Fi LE , NAree^,ct)
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LTR DATEO O3IO7I2OO8. REQUEST FOR INFO FOR THE AMEND
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Page 3
bond or other instrument corresponding to the final approved amount must be received before
approval to use will be issued.
fV. Cell4A Construction Oualitv Assurance Report:
Our comments regarding the report are listed on our letter of July .22,2008, which was hand-
delivered to you on July 23,2008. DUSA's response and resolution to items 1-4 in that letter
are considered major items for DRC operational approval.
Please review the above comments, and submit the requested information. If you have any questions on
the above, please contact me or Mr. Rupp.
Sincerely,
[T^-#",-1,
Dane L. FinQgfrock
Director
DAR:dr
Cc: Mr. Ron Hochstein, President, DUSA
Enclosures: Photographs 2, 5, 6, 7, 8, L2, and
F:\drupp\DUSA\Op Issues 7-29-08
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SPACED 1 PER
OTH SIDES
SAND BAG (ryp.)
STRIP COMPOSITE
tD.P"fi)
State of Utah
JON M. HUNTSMAN, JR.
Govemor
GARY HERBERT
Lieutenant Govemor
Department of
Environmental Quality
Richard W. Sprott
Executive Director
DTVISION OF RADIATION CONTROL. Dane L. Finerfrock
Director
September 9, 2008
Mr. Harold R. Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp. (DUSA)
1050 17d'Sheer, Ste. 950
Denver, CO 80225
Dear Mr. Roberts:
SUBJECT: September 3, 2008 DUSA Letter of Response to Request for Information (MI); August
18, 2008 DRC RFI Letter regarding Sandbag Placement; August 11, 2008 DUSA
Response Letter to RFI; August 6, 2008 DRC RFI Letter on Cell4,A. Construction Quality
Assurance Report; Approval of DUSA Cell4A Construction Quality Assurance
Report including Cell4,A. Slimes Drain Sandbag Adjustments
We received and reviewed the subject DUSA letters above. These letters conveyed information by
Compact Disks, drawings, and other materials which were compared to the requests made by DRC letters
dated August 18, 2008 and August 6, 2008. The issues raised by the DRC letters have been resolved by
these submittals. Therefore, the Cell 4A Construction Quality Assurance Report including the DUSA Cell
4A slimes drain sandbag adjustment documentation are hereby approved.
This accomplishment by DUSA is a major step towards receiving operation approval for use of Cell 44, as
outlined in our letter of July 29,2008. It appears that the remaining item to be completed is DUSA's
submittal and our approval of the Cell 4A BAT Monitoring, Operations and Maintenance Plan.
If you have any questions on the above, please contact Mr. David Rupp of DRC.
UTAH RADIATION CONTROL BOARD
Dane L.
Executive Secretary
DLF:LBM:DAR:dT
cc: Mr. Ron Hochstein, President
F:\DUSA\Cetl 4A\Op Approval\ Completion Report\Approval 09-09-08
168 North 1950 West. Salt l:ke City, UT
Mailing Address: P.O. Box 144850 . Salt Lake City, UT 84114-4850
rerephone (80 I ) s36-42s0 .
Ylj1];Tf;1ie7
. r D.D (80I ) s36-44I 4
Printed on 100% recycled paper
{.ffi
State of Utah
JON M. HUNTSMAN, JR.
Govetnor
GARY HERBERT
Lieutenant Governor
o-Department of
Environmental Quality
Richard W. Sprott
Executive Director
DTVISION OF RADIATION CONTROL
Dane L. Finerfrock
Di,.ector
August 18,2008
Mr. Harold R..Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp. (DUSA)
1050 17th Street, Ste. 950
Denver, CO 80225
Dear Mr. Roberts:
SUBJECT: July 29,2008 DRC Letter Regarding White Mesa Uranium Mill Cell 44
Operation; July 31, 2008 DUSA Email Regarding 252 Photos on C.D. (received
August 1, 2008), Showing Work Completed on Cell44. Sand Bag Placement;
August 7,2008 DRC Email, Subject: Sandbag Adjustments (Parrial Response to
Submitted C.D. Photographs). Request for Information
As we mentioned earlier in the subject DRC email, our concern with some of the sandbag placement on the
slimes drains system in Cell 4A is due to the sensitivity of the slimes drain system to plugging by fine
tailings material. The slimes drain collection system on the bottom of Cell 4A includes "strip-drains"
acting as ribs, connecting to a backbone "header" of drain pipe covered with drain rock and enveloped by
geotextile materials.
As you are aware, the sand bags should act as filters to protect: 1) The strip-drains that feed the slimes
drain header, and 2) The outer margin of the slimes drain header from plugging. Thus, special attention
and effort to place the bags according to the approved plans and the agreed configurations are critical in
order to maximize performance of the slimes drain system. As you are aware, there are three areas which
need sandbags: on strip-drains, on the headers above the strip-drains and along the sides ofthe gravel
header.
As discussed in our email of August 7, 2008, some of the subject photographs of sandbags on the strip-
drains show sandbag coverage which departs from the original design. Some additional effort will be
needed for bag placement to conform to the approved plans. Also, in our telephone discussions and mutual
correspondence we defined the use of additional sandbags to be placed on the header above the projection
of the strip-drain lines (i.e. at the junction between the strip-drains and the slimes drain header), as well as
along the sides of the slimes drain header at the outer margin of the geotextile.
Along the sides of the slimes drain header, woven geotextile is specified to prevent intrusion of tailings
fines into the header collection pipe and gravel filter around the pipe, as well as the escape of drain rock
from the geotextile envelope. This line of additional sand bags on both sides of the header collection
system will also partially cover the junction areas, where the strip-drains merge with the header pipe,
thereby ensuring hydraulic continuity with the collection pipe network.
168 North 1950 West. Salt Lake City, UT
Mailing Address: P.O. Box 144850. Salt lake City, UT 84114-4850
Telephone [phone]. Fax [phone]. T.D.D. [phone]
www.deq.utah.gov
Printed on 100% recycled plper
Mr. Harold Roberts
August 18,2008
Page 2
We have received your August 11, 2008 submittal wherein you acknowledge the sandbag problem, and
explain that efforts have begun to correct it. As promised in our August 7 ,2008 email, this letter
represents detailed cornments regarding the previous sandbag photographs.
The most common problems fall into five categories, as follows:
1. The tails (sewn end) of some bags are not positioned downward, which would allow the bag to
drape over the margin of the strip drain. This is the most common error. If the bag tails are
not positioned downward, the tail area usually exposes the strip-drain. E.g., picture 1336
shows the two bags immediately to the right of the labeled bag both with one of their tails
incorrectly positioned. Many of the other pictures show bag tails with this, some are
referenced below.'
Gaps at the tied or opening end of the bag. E.g. picture 1313 shows a gap on the right side of
the bag just right of the lab.eled bag. Other photos which show the opening end of bags with
gaps are referenced below."
Bags which are elevated on other bags. E.g. picture 1321 shows an elevated bag two bags to
the right of the labeled bag. Other elevated bag photos are referenced below."'
Not enough bags on the slimes drain header, to cover the projected strip-drain areas as
provided in the DRC letter of July 29 , 2008 with the attached DRC drawing dated July 25,
2008. E.g. see picture 1262.
Missing sandbags on the outer margin of the slimes drain header to ballast the edge of the
geotextile. Documentation on this item needs to be completed. E.g. see picture 1262.
Photograph 0816 (sent by DUSA email of July 31, 2008) is a fading perspective photo of part
of the sandbag efforts on the header. Additional photos are needed to document completion
on this item.
We request that DUSA:
A. Consider these comments as typical items for adjusting and adding sandbags as necessary
to cover the strip-drains and the slimes drain header appropriately.
B. Address these items by taking appropriate actions with the sandbags, and photo document
these efforts for the entire slimes drain system in Cell 4,A., by use of an adequate number of
representative photographs for each of the strip-drain lines as well as photos showing
sandbag completion on the margins of the slimes drain header, and submit such for
approval.
C. As discussed in our letter of July 29,2008, we request this submittal be certified as
completed, by a registered professional engineer licensed to practice in the State of Utah.
We have also given further consideration to the July 2, 2008 email from GeoSyntec, wherein it was
reported that the effect of these sandbag problems would increase the time needed to de-water Cell 44.
tailings from 5.5 to 6.4 years (see attached email and spread sheet). This claim is based on the assumption
that none of the sand bag problems in question causes complete blockage of longitudinal flow down the
axis of either the strip-drains, or the collection header piping.
rPhotos1256,1268,t217,1280,1282,1284,1288,1290,1292,1296,1300,1315,1321,1323,1330,1336,1338,1345,1347,1354,1361,1365,
1373,1388,1375,1378,1380,1381,t393,1399,1407,1411,1417,1438,1452,1463,1473,t415,1487,1499,1507 & 1509.
" Photo, 1290, 1303, t384, 1405, 1479,1485,1495, & 1507.
"' Photo, 1330, 1342, 1425, 1432, 1436, 1461, & 1475.
2.
-1.
4.
5.
Mr. Harold Roberts
August 18, 2008
Page 3
After review of these arguments, we are willing to accept the increased tailings de-watering time projected
in the above GeoSyntec submittal as part of the approved design basis for Cell 4A. However, it is now
apparent that the slimes drain performance standard currently stipulated in the Ground Water Discharge
Permit is in need of revision to make it consistent with the July 2,2008 GeoSyntec submittal. Accordingly,
we propose Part I.D.6 (c) of the permit to be revised was follows:
c) Slimes Drain Monthly and Annual Average Recovery Head Criteria - after the
Permittee initiates pumping conditions in the slimes drain layer in Cell4A, the Permittee will
provide: llcontinuous declining fluid heads in the slimes drain layer, in a manner equivalent to
the requirements found in Part I.D.3(b).and 2) a maxinr
nieasLrred from tlre lowest point of upper flexible membrane liner') in 6.4 years or less.
We request you review the above comments, and submit the requested information. If you have any
questions, please contact Mr. David Rupp.eM
. Morton, P.G., Manager
hnical Services Section
LBM:DAR:dr
Attachments: DRC drawing dated July 25,2008
July 2,2008 GeoSyntec Email
Mr. Ron Hochstein, President, DUSA
F:\drupp\DUSA\4A\OP Appr\Dtld.Cmts.Sandbag Placement 8-l 8-08.doc
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Dave Rupp - RE: DUSA Cell4A Construction: Two Items noted.
Page i of4
From: <[e-mail]>
To: <[e-mail]>, <hroberts @denisonmines.com>, <[e-mail]>
Date: 71212008 5:42PM
Subject: RE: DUSA Cell4A Construction: Two Items noted.
CC: <[e-mail]>, <[e-mail]>
Attachments: Slimes Drain Drainage.070208.pdf
Dave,
I have revised the calculations presented in the Analysis of Slimes Drain included in the Cell 4A lnterrogatories.
The original calculation was based on an area for flow to pass into the strip composite of 14 inches per foot of
length (12 inches across the top and two sides at 1 inch each). This calculation, using the maximum liquid depth
resulted in a drainage time of approximately 5.5 years.
The sand bag coverage issue likely only impacts a discreet amount of the sides of the strip composite (probably
much less than 10%). However, taking a conservative approach, I assumed that all two inches of the sides of the
entire strip composite is not available for flow. lncorporating the 12 inches per foot of length f low area into the
maximum liquid level model calculation results in a drainage time of approximately 6.4 years (see attached), an
increase of approximately 0.9 years. Given that the relationship is linear, one can interpolate between 5.5 and 6.4
years to estimate the impact of the percentage of strip composite sides that are not covered by sand bags. lf this
value is 107o, one can estimate that the drainage time would b9 approximately 5.6 years (0.9 years x 10% + 5.5
years).
We believe that this minor change meets the design intent.
Please let us know if you have additional comments, and confirm that this addresses your concerns.
Regards,
Greg
From: Dave Rupp [mailto:[e-mail]]
Sent: Wednesday, July 02,2008 1:54 PM
To r h roberts@denisonm i nes.com; Ss nyder@den ison m ines.com ; Greg Corcoran
Cc: Jim Cox; Jephory McMichen; Loren Morton
Subject: RE: DUSA Cell 4A Construction: Two Items noted,
Greg,
Thanks for your response. As I view section C-5 of the drawings, the sandbags drape over the both
edges of the strip-drain, and preclude access to the edge and top of the strip-drain by the tailings. This
will be a criterion we will use in inspecting for conformance to the existing plans.
The first photograph DRC sent on 6-25-08 regarding this problem shows six openings through the
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JON M. HI.JNTSMAN, JR.
Govemor
GARY HERBERT
Lieulenanl Governor
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Exet'utive Director
Division of Radiation Control
Dane L. Finerfrock
Director August 6,2008
Mr. Harold R. Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp. (DUSA)
1050 l7'h Sheet, Sre. 950
Denver, CO 80225
Dear Mr. Roberts:
SIIBJECT: August 1,2008 DUSA Response to Request for Information; July 22,2OO8 DRC Findings
and Request for Information; July 2,2008 DUSA Cell4A Construction Quality Assurance
Report; Request for Information
We received the subject response to our request for information.on August 4, 2008. The response
contained the as-built primary and secondary liner drawings by Comanco construction and the final revised
construction drawings of the original seven sheets by GeoSyntec Consultants.
We have reviewed the referenced submittals, and have comments, which follow the numeric format of our
previous letter of July 22,20O8:
I. We note that the work of correcting the sandbag covering of the strip-drains, mentioned in
previous correspondence, is progressing as documented in the photographs sent by DUSA on
compact disk, received August l, 2008. Our comments regarding that work will be pursued
under separate cover.
2. An explanation regarding the repairs on the production seam surnnary log on pages 771103
and 791103 was received. However, the Comanco drawings for the primary liner do not show
any panel numbers, as referenced in the explanation. Please provide a revised drawing
showing the panel numbers for the primary liner.
3. Regarding location coordinates, the survey drawings from Comanco (Jones & DeMille
Engineering) show the vertical elevations of numerous piping, drains, sumps etc. Please
inform us of the extent of information you have regarding horizontal coordinates. Also, please
supply the horizontal coordinates of important facilities in the LDS and slimes drain system
such as beginning and end of sumps, "spine backbone" header pipes, collector drains to the
headers. etc.
No comment.
168 North 1950 West . PO Box I u14850 . Salt Lake City, UT 841 14-4850 . phooe (801 ) 5364250. fax (801 ) 533-4On
T.D.D. (801 ) 536-4414. ww.deq.utah. gov
4.
hinted on 100% recycled paper
Mr. Harold R. Roberts
August 6, 2008
Page 2
5. No comment.
6. No commen
Please review the above comments, and submit the requested information. If you have any questions onthe above, please contact me.
Sincerely,
d,rr"l4ruf
David A. Rupp, P.E. \
Geotechnical Services Section
DR:dr
Cc: Mr. Ron Hochstein, President DUSA
Mr. Greg Corcoran, GeoSyntec Consultants
F:\drupp\DUSA\4A\Completion Report\Request for Information 08-06-08
roN M. HIMAN, rR
Governor
GARY HERBERT
Lieutenanl Goventor
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Director
Division of Radiation Control
Dane L. Finerfrock
Director Jluly 22,2008
Mr. Harold R. Roberts
Executive Vice President - US Operations
Denison Mines (USA) Corp.(DUSA)
1050 17th Street, Ste. 950
Denver, CO 80225
Dear Mr. Roberts:
SUBJECT:July 2,2008, Cell4A Construction Quality Assurance Report
Findings and Request for Information
We received the subject report on July 7,2008. We conveyed to you at that time that the as-built
drawings for the project had not been submitted. We received hard copies of two as-built
drawings by Comanco construction on JuJy 2I,2008. These drawings regard the primary and
secondary geomembrane liner, respectively.
We have reviewed the referenced submittals, and have the following comments:
As you know, the sandbags covering the strip-drains as originally constructed, do not
conform to the plans and specifications. Several emails have been exchanged
regarding this problem. On July 16, 2008 you suggested I visit the site to evaluate the
field changes that have been made on the sandbag configuration. This should be
accomplished on my visit to the site July 23,2008. Once an approvable configuration
is accepted by DRC, it must be submitted as part of the final as-built drawings.
In volume II, Appendix F of the report, two repaired areas of the primary
geomembrane are shown in the production seam summary log on pages 771103 and
791103. However the outcome of these repairs is not clear. Please add verbiage with
references to the report text and location on the drawings regarding the outcome of
these repairs.
The basis of the surveying coordinates (x,y, and z) used to locate repair and other work
is not clear. Please add verbiage and show on the drawings the basis of the
coordinates. Also, please submit the surveyed coordinates of piping, drains, sumps etc.
l63North I950west.POBoxl44850.SaltLakeCity,UT84ll4-4850.phone[phone].fax[phone]
T.D.D. (80 I ) 536-441 4 . wwu,.de q.utah. gov
1.
2.
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Page I of I
Dave Rupp - DUSA Cell 4A Construction: Two ltems noted.
From: Dave Rupp
To: Harold R. Roberts; [e-mail]
Date: 612512008 9:08 AM
Subject: DUSA Cell 4A Construction: Two Items noted.
CC: [e-mail]; [e-mail]; Loren Morton
Attachments: Two issues on site visit of 6-20-08.doc
Harold/Steve:
On a site visit last Friday, I had two items of concern I wanted to point out for your resolution.
The main one is the covering by the sand bags on the strip drains. Incomplete covering of the drains
is seen now, and does not conform to the drawings, which show the bags completely covering the
drains. On site I spoke with Messrs. D.Turk of DUSA and J.McMichen of GeoSyntec regarding this.
The other item is the inconsistent grade of the last few feet of some of the strip-drains near their
connection to the herring backbone interceptor piping. The is grade waving, which if left would
impede the flow from the strip-drain into the piping.
These items are illustrated in the attached photos. These items will need to be resolved prior to DRC
final acceptance. Please contact me if you have questions. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake city, uT 84114-4850
Telephone [phone]
Fax [phone]
Email: [e-mail]
file://C:\Documents and Settings\Drupp\Local Settings\TempU(Pgrpwise\4862080DEQD... 612512008
Two Issues Reeardine DRC Site Visit of 6-20-08
(Four Photographs in Total)
Bags partially covering the strip-drains. This does not conform to the drain coverage
depicted by the plans.
Similar to the above.
Another angle view of the above regarding bag covering of slimes drain.
Issue of the grades of some strip-drains near the connection to the "backbone" header
pipe. Note in this photo that the close up strip-drain, as well as the next strip-drain slope,
(near the gravel covered backbone piping) is waving. The grade is waving, which if left
so would impede flow from the strip-drain into the piping.
oauepartment or
State of Utah
JON M. HUNTSMAN, JR.
Govemor
GARY HERBERT
Lieutenant Governor
TO:
FROM:
DATE:
SUBJECT:
DUSA FILE _ IUCO5.OI.d3
Environmental Quality
Richard W. Sprott
Execulive Diredor
DIVISION OF RADIATION CONTROL
Dane L. Finerfrock
Dirertor
MEMORANDUM
DaveRuppvp:- /ru/l
Sept. 29,2008
DUSA Cell 44,
Construction Inspection on May 21,2008
On the subject date above I visited the site and reviewed the construction progress. Nineteen
photos of the work site are herewith attached via a compact disk. These include photos nos.
P5080018jpg through P5080036jpg. A review ofthe resident engineer's and contractor records
regarding the liner systems was done. Their filing systems regarding respective QA and QC liner
documentation appeared to be in good order. A few sandbags and strip-drain "ribs" for the slimes
drain system are just beginning to be installed. The photos show the pond to be 99%o enclosed by
the upper layer of the FML.
DUSA has been installing FML from l0 p.m. to 10 a.m. daily to avoid effects of thermal
expansion. Management expects the project to be completely installed by June 10, 2008. No
problems were identified. This inspection mostly focused on storm drainage issues.
Other inspection work on this visit included review of storm water, Module 77 issues on the
ground. Separate correspondence in the ground water file on storm water best management
practices plan will cover the inspection results.
-END-
168 North 1950 West. Salt lake City, IJT
Mailing Address: P.O. Box 144850 . Salt t-ake City, LIT 84114-4850
Telephone [phone]. Fax [phone] . T.D.D. [phone]
ww,w.deq.utah. gov
hinted on 100% recycled paper
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Exetutive Director
DTVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Director
TO:
FROM:
DATE:
SUBJECT:
,o*,r. rOrMAN.rR
Govemor
CARY HERBERT
Lieulenant Governor
MEMORANDUM
FILE (Division of Radiation Control) DRC
David Esser DKe
Division of Radiation Control 4on
May 21, 2008
Denison Mine cell 4,A - April 29,2008Inspection
This memo is a summary of the Apil 29, 2008 (7:45 am to I l:30 am) ad hoc inspection regarding
Denison Mines Cell4,A. construction. The Inspection and close out was escorted and held with
Denison representatives Dave Turk, and Harold Roberts. Denison representatives asked that the
Cell 4,A. pond construction and approval be review as soon as possible with construction to be
completed in July. It appears that 857o of the primary liner, geo-net to the Cell 4A pond has been
installed, and 407o of the secondary liner has been installed. The inspection on April 29,2008
was from an engineering stand point. The review looked at: liner, QA/QC and construction
drawings, sand bag placement, geo-net, geo-net zip-ties, tie back trench, clay compaction,
erosion, fusion and extrusion welding, shear and peal testing machine, records, leak detection
system, and material placement. The following is a list of inspection items and inspection notes
with findings and recommendations for future inspections. Please see inspection pictures in the
file for additional reference.
1) Liner- All visible liners appeared to look in good condition.
2) QA/QC and Construction drawings - Before the next inspection we need to review
the leak detection plans and the requirements for the shear and peel tests.
3) Sand bag placement - Looked good 2 foot spacing or less.
4) Geo-net (drainage net) - Looked good, no holes or big gaps.
5) Geo-net (drainage net) zip ties - Good spacing and placement.
6) Tie back trench - Seemed to fit the plans, width good, and the compaction or sand
bags looked good. Needs to be completed on North end.
7) Clay compaction - Look good in the trench (by visual), but inspection report numbers
must be looked at later.
168 North 1950 West . PO Box 144850. Salt Lake City, UT 841 14-4850. phone [phone]. fax [phone]
T.D-D. [phone] . www.deq.utah.gov
Page 2
8) Erosion - Rivulet and gullies in the North end not completed, look at later.
9) Fusion and Extrusion welding - looked good, check paper work for testing results.
10) Shear and Peel testing machine - looked good, check paper work for testing results.
l l) Records - On site paper work looked good we need to, check all paperwork at the end
of the project.
l2)Leak detection system - The Company stated that they were going to change the
constructed leak detection system, so it fit the plans and they failed to build the leak
detection system per plan. View the plans and re-inspect at a later date, but the leak
detection system needs piping and secondary liner, and the sump location may be
incorrect.
l3) Material placement - The material placement looked good, and no problems were
witnessed. Look at daily inspection reports at a later date.
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Govenktr
GARY HERBERT
Li?utenanl Govermtr
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Director
DIVISION OF RADIATION
CONTROL
Dane L. Finerfiock
Direrktr
MEMORANDUM
File -DUSA IUC 05.01.d3
Construction of Cell 4A
DaveRuppT
DATE:November 29,2007
SUBJECT: Denison Mines (DUSA) White Mesa Uranium Mill
Cell 4A Relining Project: Construction Site Visit, ll-29-07
On November 28,2007 | visited the Cell 4A project site with Harold Roberts of DUSA. The
ambient temperature in the cell taken by the contractor was 31o F. However, the wind was
strong, so the wind chill correction was to 17'F. The contractor's workers were heavily clothed.
They did not install FML during the inspection due to welding difficulties associated with the low
temperatures and high wind.
The secondary liner looks about 85Vo complete. Photographs of the work are attached to this
memo. The work looks behind the current schedule by about l-week. This places liner system
completion by December 24,2007 . The lining is only being installed contiguously.
I met with Messrs. Roberts and Snyder of DUSA and Mr. Libby of Comanco Construction. We
mainly discussed cold-weather welding. The owner, engineer and contractor came to agreement
that welding could proceed as long as trial weld seams could appropriately pass tests. This is in
accordance with the specification procedure as documented in the attached email. Therefore, it
appears construction on the secondary liner will proceed ahead, unless precipitation stops it.
Mr. Roberts felt that the geonet probably should not be installed until spring, because it is a silt
trap, and would need to be removed and cleaned prior to upper FML installation, and not worth
the risk to install now. Therefore, I expect the project to be shut down once the secondary is
completed and anchor trenches are ballasted about December 24,2007 , barring snow and ice
conditions causing earlier shutdown.
l(r8Northlt)50West.P0 lloxl44850.SaltLakc('ity.tlT84ll44850.phonc{t{01)5-16-.11-50.lax(801)533-4091
T. t). D. (80 I ) 5ll6-4.1 I 4 . rtt'tt'.de q. u tu h. gr t
Denison Mines (DUSA) White Mesa Uranium Mill
Cell 4,A, Relining Project: Construction Site Visit
Wednesday, November 29, 2007
Page 2
Last month Mr. Libby was concerned that if there were any significant rain, that the unlined sump
area would be flooded. DUSA has now furnished a faster pump.
-END-
Enclosures:
Photographs
Email Printout
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\Drupp Insp I 1-28-07\Site Visil I 1-28-07.doc
DUSA Cell 4A Construction ll 128 12007; Secondary Liner Installation
West to East View: Sec. Liner.
Patches along frmr temperature joint.
Along south dike. Note LDS pipe trench at toe of slope.
Along west dike. Note LDS pipe trench at toe of slope as well.
Ready LDS sump to use for dewatering pond with pump and pipe.
ine view from N dike.
LDS drain spine view towards S.W. corner.
GCL lain down ahead of FML. Temp 31oF. With hard wind adj. for chill 17oF.
Masked worker walking on extended unhydrated GCL.
Warming patch surfaces with flare heater without extrusion material.
Heavily sampled "3-way'Junction area. To be patched.
Typical seaming issues passing through LDS collection trench "bone."
GCL passage on LDS collection trench.
See green towing strip at left.
Initial deployed GCL spanning LDS collection trench.
GCL preceding FML. FML edge ballasted with sandbags.
Working standing on deploying GCL to act as ballast, preventing wind uplift.
Top View
N to S View along Eastern area ol-work or.r 11i28'07 about 9 a.nt.
Remaining stockpile of FML and Geonet.
Page I of 3
Dave Rupp - FW: Denison Mines - Welding Temperatures
From: "Harold R. Roberts"
To: "'Dave Rupp"' , "'Steve Snyder"' , "'Rich Bartlett"'
Date: Ill28l200l 10:43 AM
Subject: FW: Denison Mines - Welding Temperatures
Dave: See the attached communications from Geosyntec and Comanco regarding cold
weather seaming.
i:lax:lct R. Roherts
Uxccr-rtive Vice Presiclent - l.iS Op*:rations
Denison Mines {USA) Coip.
t.103) 389-4160
From : GCorco ra n @Geosyntec.com I ma i lto : GCorco ra n @ Geosyntec. com ]
Sent: Tuesday, November 27, 2007 B:30 PM
To: [e-mail]
Cc: j pryor@coma nco.com ; hroberts@den ison m i nes. com ; rba rtlett@den isonm i nes.com ;
j herna ndez@coma nco.com ; blu ng @coma nco. com ; BBa rbacane@Geosyntec. com
Subject: RE: Denison Mines - Welding Temperatures
Brian,
Geosyntec takes no exception to demonstrating acceptable welding procedures using the pre-
welds test results. I have spoken with Brent Barbacane about this issue earlier tonight and he
is aware that pre-weld results will determine whether welding can proceed.
Regards,
fife://C:\Documents and Settings\Drupp\Local Settings\Temp\XPgrpwise\474D4663EQDOMAINEQRAD... Ill29l20O7
Page 2 of 3
From: Brian Libby [mailto:[e-mail]]
Sent: Tuesday, November 27,2007 5:40 PM
To: Greg Corcoran
Cc: Jerry Pryor; [e-mail]; [e-mail]; Jose A.
Hernandez; Bob Lung; Brent Barbacane
Subject: Denison Mines - Welding Temperatures
Greg,
As your well aware winter and cold weather have finally arrived to the Blanding jobsite. Daily
ambient air temperatures have been averaging around 42F degrees during the day and that
average temperature is going to slowly drop over the course of the next several weeks and
months. With that in mind according to the Spec. Geomembrane Sec 2770, page 02770-8,
Section 3.02, Subsection C, Paragraph 3 states:
"Geomembrane shall not be placed when the ambient temperature is below 40F degrees or
above 122F degrees, as measured in Subpart 3.03.C.3, unless otherwise authorized in writing
by the Engineer."
Tomorrows daytime high is only going to be around 36F - 38F degrees. lf COMANCO can
demonstrate to Geosyntec lnspectors on site, on days below 40F degrees, that the prewelds
meet or exceed the spec requirements COMANCO will be able to continue fonvard with this
project faster than if we waited for a day above 40F degrees. I am quite sure Geosyntec feels
the same way as COMANCO does and that is to do what it takes to get the job done without
compromising quality.
file://C:\Documents and Settings\Drupp\Local Settings\Temp\XPgrpwise\474D4663EQDOMAINEQRAD... lll29l2O07
Page 3 of 3
Please let me know at your earliest convenience whether COMANCO can proceed under the
criteria lined out above.
Thank you,
COMAATCO ENITTRONTUIEATTAT* CARPOP"AT ZON
Brian K. Libby
Project Manager
1 135 Terminal Way, Suite 204-A
Reno, Nevada 89502
Office [phone]
Mobile [phone]
Fax [phone]
blibblGcomanco. net,
roww. comanco , com
file://C:\Documents and Settings\Drupp\Local Settings\Temp\XPgrpwise\474D4663EQDOMAINEQRAD... lll291200'7
loN rur. nGrnleN, rn
GARY HERBERT
I -i?ut?nanl Governor
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Director
DTVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Directttr
MEMORANDUM
File - DUSA IUC 05.01.d3
Construction of Cell 4A
DareRupp %(tn
DATE:November 9,2007
SLIBJECT: Denison Mines (DUSA) White Mesa Uranium Mill
Cell 4,A. Relining Project: Construction Site Visit, 10-l l-07
On October 31,2001 I visited the Cell 4A project site with David Turk of DUSA and Brian Libby
of Comanco Construction. It was dry and the temperature was roughly 65" F. I took numerous
photographs pertaining to Cell 4,{ construction work. Removal of obstructing subgrade boulders
is nearly complete. The southwest corner sump being excavated has some boulders in it. Some
rock excavation equipment was parked in the cell on the east side.
The secondary lining work seems to be progressing at half cell width at about 5 panel widths per
day, i.e. roughly 110 feet, traveling easterly. If that rate is maintained, the secondary liner should
be done in about 24 calendar days, i.e. November 25,2007. The secondary panel installation
work is roughly 20Vo complete. The lining is only in one contiguous location. The projected
milestones for the project have not changed. All liner installation is to be completion by
December ll ,2001 . This would require the geonet and the upper FML to go down much faster
than the previous GCL and secondary FML courses.
I also visited with Jeffrey Stewart, Geosyntec site manager and Brent Barbacane of Geosyntec,
resident inspector. Mr. Stewart shared TRI laboratory data showing that GLC hydration was all
above 507o, correlating with the microwave drying and weighing for in-house testing. GeoSyntec
continues to keep records of testing and other documents in binders kept locked in their trucks.
The subgrade acceptance is the only acceptance document being used to date. Layer acceptance
documents envisioned by the contractor, such as GCL, secondary FML, etc. forms have not been
implemented. These acceptance forms are not required by the contract documents, with exception
of the subgrade acceptance form.
168 North 1950 West. PO Box 144850. Salt L.ake ('ity. LiT 841 l4-4850. phone [phone]. lax (80t) 533-4097
T. D. D. ( ttO I ) 5 36-44 I 4 . vtu,w. de cl. utu lt. gt n,
Denison Mines (DUSA) *n?*"ra Uranium Mill
Cell44. Relining Project: Construction Site Visit
Wednesday, October 31, 2007
Page 2
Messrs. Turk, Stewart, and I spoke about continuing the project during winter months. Mr. Turk
said it was DUSA's intent to press on through the winter as needed. Mr. Stewart said there were
industry standard winter construction procedures, but not currently part of the specifications.
Later by email on November 5,2007 I requested the approved FML winter construction
specifications or the status of such from Steve Snyder of DUSA.
Mr. Libby was concerned that if there were any significant rain, that the unlined sump area would
be flooded. He felt the pump currently supplied by DUSA would not be able to evacuate the
water rapidly enough to avoid creating a problem area. I spoke with Steve Snyder of DUSA
regarding this. He had ordered a faster pump, but felt that having the pump on a norrnal delivery
schedule was adequate.
The GCL seems to be being appropriately covered with geomembrane after watering. The
microwave drying tests were being used to verify the installed GCL moisture content prior to
covering. The contractor is using 5 men to run the FML down the cell side slopes and the bottom
prior to welding. Four welding machines are being used simultaneously.
Twenty-two captioned photographs are attached to this memo.
-END-
Enclosures:
Photographs
(F:\drupp\Denison Mines\Cell4A\Constr Inspections & Photos\DRupp Insp l0-31-07\*.ppt)
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\Drupp Insp l0-31-07\Site Visit l0-31-07.doc
Photos at Denison Mines White Mesa Uranium Mill
10-3I-07byD.A.R. "-<QrlL +a ) .
View of S.W. corner. Note non-liner ramp area in corner.
Photo at top of dike of wet clay extracted from sump at S.W. corner.
B.Barbacane behind small hydraulic hammer for rocks in sump in S.W. cor. of Cell4A.
Note GCL yet to be covered.
S.W. cor. Note hydraulic hammer and track hoe at right, digging sump for LDS and Slimes
drainage.
Random water drops on secondary FML.
Welder cleaning underside and top of FML with cloths, prior to welding. Rub sheet being
pulled forward under the FML lap to keep welder wheels clean, i.e. off subgrade.
..;
2..r rv -----tJr'=-
'rl(
**iF
FML welder cleaning ahcad of self-proposellcd wclding machine.
Typical FML welder: Dbl weld with air space.
I a
One of 4 welders on l0l3l/07
S.W. cor C-4A
Typ. trapezoidal LDS leeder trench.
*-G6,"
Folded back secondary liner to be placed over hydrated GCL at lelt.
--4
-.+ A-
&,. {
-i'.
Another view
Backbone underlaid with secondary FML.
South dike with LDS collection trench at toe.
with "herrins backbone"across Cell.
Track hoe digging sump. Previous views seeable.
'(\
D. Turk in loreground. Ballasted edge of FML is being used lor cxpansion/contraction joint
lbr temperature lbrgiveness. probably until final weld lor secondary liner alon_q that joint.
Hisher vier.v taken
al*'
Same as above.
Sand bag ballasted anchor trench.
,o*, )rrMAN,rR(i0r,e mor
GARY HERBERT
l-ieutenant Goverrutr
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Direcmr
DIVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Director
MEMORANDUM
File - DUSA IUC 05.01.d3
Construction of Cell 4A,
Dave Rupp
DATE: October 17,2007
SLIBJECT: Denison Mines (DUSA) White Mesa Uranium Mill
Cell 44' Relining Project: Construction Site Visit, l0-l l-07
On October 11,2007 I visited the Cell 44. project site with David Turk of DUSA and Brian Libby
of Comanco Construction. It was dry and the temperature was roughly 75' F. It had rained the
day before. Work may have been delayed that day, due to the rain.
I took photographs pertaining to Cell 4A construction work. The obstruction of work progress
due to the existence of subgrade boulders is decreasing, but is still occurring at some locations.
Difficult excavation of the leak detection system (LDS) collection piping into the subgrade (photo
33) and surface grade excavation (photo 24) illustrate the problem. Boulders are still being
broken with a hydraulic hammer, and hauled to Cell 3. The lining installation was started on Oct.
9th. The lining work had been limited to the west dike. A new schedule time-chart for the work
dated October 8,2007 is enclosed with this memo. It shows all lining work is projected to be
completed by December |J,2001.
I discussed some of the science of the GCL hydration with Messrs. Turk and Libby. Mr. Libby
felt the extra watering work being required was delaying the project schedule. Later, I mentioned
again to both Steve Snyder and David Turk of DUSA my previous concern of allowing low
temperature seam welding. Referring to the specifications, Section 2770, paragraph 3.02.C does
not allow FML placement below 40'F without authorization in writing by the Engineer.
I met Jeffrey Stewart. a site manager with Geosyntec on site. He and Brent Barbacane of
Geosyntec are resident inspectors. Mr. Stewart was doing microwave drying and weighrng for in-
house testing of wetted GCL clay to determine its moisture content in addition to sending official
samples to the TRI lab as required by the specifications. Several iterations of drying were usually
168 North 1950 West. PO Box 144850. Salt lake City. LlT 84! l4-4850. phone [phone]. fax [phone]
T.D.D. (80f ) 536-4414. *wv-deq.utah.got'
IDenison Mines (DUSA) White Mesa Uranium Mill
Cell 44. Relining Project: Construction Site Visit
Thursday, October lI, 2007
Page 2
required prior to stabilizing the GCL clay dry weight. He was keeping records of this testing as
well as other activities in a loose leaf binder kept in his truck. Mr. Barbacane keeps the remainder
of the records similarly in his vehicle. It appears to be the intent of the contractor and engineer to
share certificates of acceptance for all the liner layers, such as the subgrade, GCL, secondary
liners, etc.
It was noted that the subgrade was being pre-moistened, l-day or less prior to installation,
although it had rained the previous day, per the intent of the specifications. The GCL woven side
was being correctly placed at the top. No cans were being used to measure the depth of the water
application on the side slopes. GCL samples were being taken by the engineer and tested for
moisture content at a rate of about 1 per 100 feet square. The GCL seemed to be being
appropriately covered with geomembrane, prior to 2-hours after watering. The microwave drying
tests were being used to verify the installed GCL moisture content prior to covering.
Comanco was cutting out the surfaced remains of the previous synthetic liner material used for the
former Cell 4. The anchor trench depth has been increased to 2.5 feet. Ballast bags will not be
left and backfilled in the anchor trench.
Thirty-four photographs are attached to this memo. In photo 25 the constructed angle in the
western LDS collection trench at the toe of the west dike is not obvious on the plans, but is
implicit in the approved design, similar to the design requirement of a22.5" bend used in a rib of a
herringbone collection trench shown in photo 34.
-END-
Enclosures:
Updated time chart for construction.
Photographs
(F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\DRupp Insp 10-11-07\*.ppt)
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\Drupp Insp l0-l l-07\Site Visit l0-l l-07.doc
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roN M. flMAN, rR
GARY HERBERT
Lieutenant Governor
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Direttor
DTVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Direttor
TO:
FROM:
DATE:
File - DUSA IUC 05.01.d3
Construction of Cell 44,
MEMORANDUM
ltn
Dave Rupp
October I,2OO7
SUBJECT: Denison Mines (DUSA) White Mesa Uranium Mill
Cell4,A. Relining Project: Construction Site Visit
Tuesday, August 28, 2007
On August 28,2007 I visited the Cell 44' project site with David Turk, RSO for DUSA. It was
dry and warrn at the site on August 28,2007. The temperature seemed roughly high 80's to 90-
degrees F. However, the work was shut down due to a few days of rain before this. Enroute to
Moab the day before, I experienced brief deluges of rain. I understand from Greg Corcoran of
Geosyntec, that when any significant storm occurs, the project work is usually shut down until the
next day, due to muddy conditions at the site.
I took 58 total photographs of Cell 4A, the other cells and White Mesa Uranium Mill area.
Seventeen of those photos are attached to this memo. Significantly, the photos show that in Cell
4,A, numerous boulders are being surfaced by the grading process. This is increasing the work
time on the excavation portion of the project. Concurrent to this site visit, I also did an inspection
of the Storm Water Best Management Practices Plan. So, most of the balance of the photos taken
that day correspond to the storm water inspection work.
I met briefly with Steve Snyder, Project Engineering Manager for DUSA. He mentioned that
DUSA's plan is to maintain the original design lines and grades for the project. The boulders are
to be broken with a hydraulic hammer, and be hauled it away. Also, he felt that work on the GCL
installation would be quite easy, as they could directly spray the GCL after installation.
168 North 1950 West . P0 Box 144850 . Salt t-ake City, UT 841 l4-4850 . phone (801 ) 536-4250 . fax [phone]
T.D.D. [phone] . www.deq.utaltgov
Denison Mines (DUSA) # Mesa Uranium Mill
Cell 4,A' Relining Project: Construction Site Visit
Tuesday, August 28, 2007
Page 2
I discussed some of the science of the GCL design with Steve. He seemed interested. I also
mentioned to him, and later to Harold Roberts by telephone, that my main concern on the project
is that since the project has been delayed, low temperatures may be allowed during liner seam
welding. There could be pressure by DUSA for FML liner seaming to occur at low temperatures,
and then the resultant seams possibly being of low quality. Forcing seaming work to occur at low
temperatures is not a desirable course of action for DUSA to take.
Steve Snyder mentioned that the concrete spillway is subcontracted, and so would probably be
constructed in December 2007.
Dave Turk was not aware of the status of the GCL hydration testing. I noted that Brent
Barbacane of Geosyntec is one of the resident inspectors. He was interacting with Dave Turk and
another DUSA employee regarding the construction.
Enclosures:
Photographs (F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\DRupp Insp 08-28-07)
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\Drupp Insp 08-28-07\Site Visit 08-28-07.doc
'.:ii?r#ffi !'#"qffii:H::LYffi:1i,Y',',
Tuesday, August 28, 2007
Note: The following 17 of the original 58 Photographs from this day on site have been sorted, to eliminate
Storm Water Best Management Practices Plan inspection related photos. Those photos may be seen in the
C4A view base rock in SW corner
C4A S dike base mostly cleared of rock
SE view 08-28-07
N dike looking east, note puddles. Note FML at top.
Former FML perhaps
See base stone heaviest (West side).
View to the East 08-28-07
SW corner, see pump box
Excess rock for remvl, SW corner.
NW View cocked rock & puddlesjpg
Rock rmvd along toe, So. Dike.
Fill area on bottom, East side.
Note Addnl Fill material, same as above.
Page 7
Note Wet Floor 08-28-07, rain occurred both of 2-days previous to photo.
Looking Swjpg
GCL test pad 08-28-07 jpe
JoNM.*MAN,rR.
Govemor
GARY HERBERT
Lieutenant Governor
',1r _'.J\,tt\ DJ -.r'
State of Utah
Department of
Environmental QualitY
Dianne R. Nielson, Ph'D'
Executive Director
DIVISION OFRADIATION
CONTROL
Dane L. Finerfrock
Direcor
September 28,2007
Mr. Harold R. Roberts
Executive Vice President - U.S. Operations
Denison Mines (USA) Corporation (DUSA)
1050 Seventeenth Street
Denver, CO 80265
Dear Mr. Roberts:
Subject:June 25,2007 Division of Radiation Control, DUSA Cell4,{ Relining Project Design
Approval; August 31,}(fJ? Geosyntec Consultants, GCL Liner Hydration Demonstration
t*i* Reportiithproposed GCL Hydration Plan Modifications; September 18,2007
DRC Request for Addiiional Information; September 20,2007 Geosyntec consultanls,
GCL Hydration Demonstration, Response to DRC Request for Information; September
26,20W DRC Email Requesting Revised Specifications; September 27 ,2007 Geosyntec
Consultants, Revised TectrnicA Specifications and CQA Plan for GCL Hydration'
Revised GCL Hydration Plan Approval
We received a letter report from Geosyntec Consultants dated August 31,2007 - The original goal of the
hydration project *u, to determine the duration needed by a flexible membrane liner (FML) covered
glosyntt eii. .tuy liner (GCL) in contact with the subgrade on-site, to attain a fresh water pre-hydrated
moisture content (M6; ;f uoVo. original estimates were that this MC would be reached between 2 and 6-
weeks. This hydration did not occur during 4-week demonstration project. DUSA recognized the test pad
study did not leld their desired results, and initiated a laboratory study. This study tested the specific
GCi producticetco) to be installed, to determine the product's permeability to acid at the various MCs'
The Division of Radiation Control (DRC) responded to the letter report above by letter dated September
18, 2OO7 requesting additional information
On Septemb er 20,2007 we received a response letter from Geosyntec Consultants (GSC) to this request'
Via this response letter, GSC transmitted u l"tt"t dated September 19, 2007 from John M. Allen of TRI
Environmental, and responded to other concerns raised by DRC. The TRI letter conveyed data from acid
-
fermeability test resuld. DRC's concerns over GCL hydration loses through evaporation and subgrade soil
suction were also addressed.
ln a telephone conversation on September 21,2007 between Mr. Greg Corcoran of GSC and David Rupp
of this office, the matter was furthir discussed. It was noted that 7 57o MC for the GCL yields the lowest
acid permeability for the greatest number of pore volumes tested, i.e.2.3 X lO8 cm/sec" and that all the
168 North 1950 west. po Box 1214850. Salt lake City, UT 841 l4-4850. phone [phone] 'fax [phone]
T.D.D. (801 ) 53 64414' www.deq.umh. gov
Mr. Harold Roberts
September 28,2007
PageZ
pre-hydrated MCs for 50,75, 100 and 1401o MC yielded acid permeability results that were fairly close in
magnitude for each pore discharge volume studied.
Subsequently several email exchanges occurred, analyzing and agreeing to frequency ofadding waterto
the subgrade, the rate of adding water to the GCL, and how to test for final GCL hydration results. DRC
requested by email of September 26,20O7 that the specifications be formally revised to reflect the final
criteria.
On Septemb er 27 ,2007 GSC electronically transmitted revised Technical Specificatiores and Revised
Construction Quality Assurance Plan for the Construction of the Cell 4A Lining System both covers dated
September 2007 respectively. Individual pages of the specification are now labeled as 27 September 2007 ,
and individual pages of the quality assurance plan as 07 09 27109:56.
These documents revise the required frequency of moistening the subgrade to be the day before GCL
placement (to preclude soil suction and mud generation). Fresh water is be added to the GCL at a rate of
tl8-inctr prior to being covered by flexible membrane liner (FML) within two hours (to make allowance for
evaporation). The target GCL MC is 75Vo. However, test results showing the GCL is hydrated above 50Vo
MC are acceptable. Samples of the GCL will be taken at a rate of one sample for every previously
specified four destructive secondary FML liner seam samples. This corresponds to about 1 GCL MC being
tisted per acre. GCL MC will be determined by a certified laboratory. GCL samples will be taken from
the opening through the secondary FML created by the seam sampling cuts.
This alternative GCL hydration plan is hereby approved. This alternative method of GCL hydration
satisfies the condition four of DRC's Design Approval letter dated June 25,2007 . The remaining
conditions remain in force. If you have any questions on the above, please contact Dave Rupp of this
office.
Sincerely,
Director
DAR: dr
Greg Cocoran, P.8., Geosyntec Consulting Engineers
Britt Quinby, P.E., URS Corp.
F:\Rad ControlUuC\Cell 4A\GCL Hydration\ GCL Hydr Mod APR Sept 2007
File: IUC 05.01.d3 Cell4A bonstruction
Cc:
From: Dave RuppTo: [e-mail]: 701U2007 9:23 AMSubject: RE: DMC Cell 4A - GCL Hydration
Attachments: GCL Hydration Mod APR Sept 2007.doc
CC: Greg Corcoran
Harold,
As I mentioned, in our earlier email, attached is our formal approval letter on the subject. This letter was also sent via
fax to DUSA on September 28, 2007 . Please contact me if you have any questions.
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake City, UT 84114-4850
Telephone [phone]
Fax [phone]
Email: [e-mail]
>>> Greg Corcoran <[e-mail]> 912712007 11:12 AM >>>
Dave,
As discussed, please find the revised Technical Specifications and CQA Plan for the DMC Cell 4A project.S These
documents rellect the following:1. a required minimum 50% GCL moisture content (not the 75"k as indicated below, in accordance with our discussion
on 26 September),2. monitoring of GCL hydration process using small containers to measure water application to the surface of the GCL,3. moisture conditioning ol the subgrade the day prior to GCL deployment to result in a subgrade soil with not more than
1 inch of dry soil thickness at the sudace upon deployment, and4. collection and testing (ASTM D 2216) oI 6-inch, hydrated GCL samples from secondary geomembrane destructive
test locations at a frequency of 1 GCL sample per 4 destructive sample locations.S
These documents will be distributed to the contractor today and we anticipate starting GCL deployment Friday morning 28
September.
Please let us know if you need additional inlormation.
Regards,
Greg
From: Dave Rupp Imailto:drupp@ utah.qovl
Sent: Wednesday, September 26,2OO7 9:49 AM
To: Greg Corcoran
Cc: hroberts@
Subject: RE: DMC Cell 4A - GCL Hydration
Greg,
55 Thanks for the email.S There are yet two main items to define.S Will the subgrade normally be moistened one-day
ahead, unless the surface is wet already from precipitation, or do you envision scratching the surface down l-inch, and
if it is "moist"there not applying any water to the subgrade?
55 The GCL water application rate submitted looks fine.5 We are no longer pursuing the water truck correlation.S
However, in order to verify by measurement the MC of the CCL to be 1M'159o, samples of GCL will need to be taken from the
FML covered CCL at an interval of I CCL sample per 2,000-feet.5 Removal of GCL coupons will be tiom the FML destructive seam
samples which are specified to be taken at 500-foot intervals (Tech Specifications 2770, Section 3.03-J).5 Replacement of the GCL
coupons will need to be by an acceptable bentonite paste or other approved method. Please review the above, and call to discuss, if
necessary. The specifications will need to be lbrmally revised and approved. Thanks. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake city, UT 84114-4850
Telephone (801 ) 536-4023
Fax [phone]
Email: [e-mail]
>>> Greg Corcoran <[e-mail]> 9/2512007 5:43 PM >>>
Dave,
I will be traveling tomorrow to Blanding, UT. You can reach me on my mobile phone at 619.279.6333. My
flight leaves at 6:35 am.
ln regards to the water truck measurement, although it would be a good check on the amount of water
applied, I don -
I think that this will iust cloud the data with respect to
using this method.
Regards,
Greg
From: Dave Rupp [mailto:drupp @ utah.qovl
Sent: Tuesday, September 25,2007 3:51 PM
To: Greg Corcoran
Cc: hroberts@ denisonmines.com
Subject: Re: DMC Cell 4A - GCL Hydration
Greg,
tn" ,rnorni oi*"i"r applied and would not advise
Thanks. I will contact you on your ligures tomorrow. I am here at 6:45 a.m. il you wish to contact me early. After internal
meetings, an additional field control measure we need is for the volume of water applied from the water lruck to the GCL
area be averaged, as an additional check to the can depth. This volume over the area applied can then be compared to
the required application rate, to verify it meets that minimum rate, and then if deficient, necessary additional water can be
added. Please include this task to be documented by the field qa/qc manager. - -
David A. Rupp, P.E.
Utah Division of Radiation Control
P. O. Box 144850
Salt Lake City, UT 841 14-4850
Telephone (801 ) 536-4023
Fax [phone]
Email: [e-mail]
>>> Greg Corcoran <[e-mail]>9125/2007 4:19 PM >>>
Dave,
As we discussed in our phone conversation this afternoon, Geosyntec will require the contractor to moisture condition the
subgrade in an area to be covered with GCL the following day. Soil conditions will be moist to no less than 'l inch from
the surface (i.e. the top one inch of subgrade soil can be dry).
During GCL hydration, Geosyntec will deploy a small can on the surface of the GCL to measure the quantity of water
applied to the surface. This testing will be performed at a minimum ol once per acre ol GCL deployed.
Subsequent to spraying the GCL surface with water, the contractor will be required to cover the GCL with geomembrane
within 2 hours. Based on pan evaporation rates for Mexican Hat, Utah (closest weather station to the site that reports pan
evaporation rates), a monthly average of 9.37 inches of pan evaporation occurs in September and a monthly average of
5.52 inches of pan evaporation occurs in October. Using the September pan evaporation value and assuming that
evaporation occurs during the approximately 12 hours of daylight and half as much evaporation occurs in the 12 night
hours (18 hours of equal evaporation during a single day) and a total of 30 days in July, the estimated pan evaporation
rate is approximately 0.017 inches per hour. Over a time period o, 2 hours, a conservative estimate of water volume that
could evaporate from free standing water is approximately 0.034 inches.
Calculating the amount ol water necessary for the hydration ol 14"/" moisture content GCL, with a mass per unit area of
bentonite ol 0.75 lbs/SF (specification requirement), to a moisture content oI 75"/" can be performed as follows:
(75"/-147") x 0.75 lbs/SF / 62.4lbslCF water = 0.0073 ft waler = 0.088 inches of water
Adding the potential evaporation of 0.034 inches in 2 hours, results in a water application rale ol 0.122 inches or 1/8 inch.
The target value will be no less than .1/8 inches, or approximately 3,400 gallons per acre.
Please let us know il you need additional information.
Regards,
Greg
Gregory T Corcoran, P.E.
Principal Engineer
10875 Rancho Bernardo Road
Suite 200
San Diego, California 92078
Phone: [phone]
roNM.,t,r*,r*.
Govemor
GARY HERBERT
Lieutenant Govemor
State of Utah
Department of
Environmental QualitY
Dianne R. Nielson, Ph.D.
Executive Drector
DIVISION OFRADIATION
CONTROL
Dane L. Finerfrock
Director
September 18,2007
Mr. Harold R. Roberts
Executive Vice President - U.S. Operations
Denison Mines (USA) Corporation (DUSA)
1050 Seventeenth Street
Denver, CO 80265
Dear Mr. Roberts:
Subject:June 25,2007 Division of Radiation Control, DUSA Cell4A Relining Project Design
Approval; August 3!,2CfJ7 Geosyntec Consultants, GCL Liner Hydration Demonstration
fiiter Report with proposed GCL Hydration Plan Modifications
Request for Additional Information
On Septemb er 5,2007 we received the subject letter report from Geosyntec Consultants. The original goal
of theiydration project was to determine the duration needed by a flexible membrane liner (FML) covered
geosynti,etic ctay tiner (GCL) in contact with the subgrade on-site, to attain a moisture content (MC) of
iqO,ib. original estimates were that this MC would be reached between 2 and 6-weeks' This hydration did
not occur during the recent demonstration project.
As a result, additional testing was done in a laboratory, using freshwater pre-hyrated GCLs' Four MCs
(50Vo,75Vo, IOOVo and l4Od) of the specified GCL were tested. Permeabilities (K) were determined after
passage of various pore discharge volumes from each GCL MC condition. The permeability tests used
hydrochloric acid.
of these, K was lowest using a pre-hyration condition of 5O7o MC (yieldin gK= 2x 10-e cm/sec) after one-
half pore volume. HoweverlKlncreased to 3.0 X l0-8cm/sec after 2__pore_u:lYT9.. Of all the pre-
hydration cases tested , the 75Vo MC appeared to produce the lowest K (2.5 X^ l0'" cm/sec) aftet 2 or more
plre ,olumes. The l00zo and l40Vo MCcases yielded K values of 3.5 X l0-8 and 4.5 X 10-8 cm/sec,
respectively. Thereafter, the GCL at757o MC appears to yield the lowest permeabilities. We note that all
ttre VtCs yietaeA permeability results that were fairly close in magnitude for each pore discharge volume
studied.
Via the subject letter report, Geosyntec recommends that the specified Cetco Bentomat ST geosynthetic
clay liner (CCl), be hyirated to aminimumof 507b moisture content (MC), prior to covering with the
ReiiUte membrane liner (FML). However, we note that the 75VoMC, rather than the 50VoMC
recommended by the consultant, appears to be the most desirable for longest term lowest permeability for
168 North 1950 West . pO Box lrt4850 . Satt Lake City, UT 841 144850 . phone (801 ) 5364250 ' fax [phone]
T.D.D. (801) 5364414 ' www.deq.utah.Sov
Mr. Harold Roberts
September 18,2007
Page2
the maximum tested number of pore volumes (7). In the report, the graph in Attachment C' Figure 4 shows
that after numerous (18) tests, the permeability at 7-pore volumgg appears to be stabilized at roughly 1'5 X
iiii .Jr.. for rhe 75E; MC GCL, ttre lowest permeability for all the MCs tested.
why this MC appears to be the most robust, having the lowest permeability performance than the
o.iginurry .p".i'fiLd PiOVoMCis unknown. However, the actual specified cetco GCL material was not
"^i".i*"*rd with in the literature used by DRC and uRS to specify the requirement of 1407o MC. From
the results of the field test FD-3, we also have concerns in the ability of the GCL to attain this MC, simply
by applying only the balance of water needed (as if the GCL will absorb it all), to attain the target MC'
Therefore, we request that:
1. The specifications be revised for wetting and covering the GCL with the FML expeditiously to
avoid evaPoration losses'
2. consideration be giren to adjusting the amount of water to be used to hydrate the GCL and
subgrade, consia#ng evapoiationis noted above, as well as subgrade soil suction' per the
enclosed article by D-aniel, Shan and Anderson.l In the FD-3 demonstration, water losses (using
the direct waterini method to the GCL) appear to have been experienced, i.e. the hydration may
have been lower tian anticipated, from the amount of water added. Also, in the FD-3 field test, the
subgrade appears it may have been pre-hydrated as well, from the effects of pre-hydrating the
subgrade in the FD-2 field test'
3. As per item 7 of our email to Greg Corcoran of Geosyntec from Loren Morton of DRC dated
September 4, ZOO1,please provide the lab data used in making the permeability vs. time and pore
,oiu*" graphs for the four MCs tested. Any additional completed lab data since the report
submission is also requested'
please review the above cornrnents, and submit a written response. If you have any questions on the above,
please contact me.
l*;/"
David A. RupP, P.E.
Geotechnical Services Section
LBM/DAR: dr
Enclosure: Copy of Email Exchange (dated 4 and 6 Sept. 2007)
Footnoted Article
Cc:Greg Cocoran, P.8., Geosyntec Consulting Engineers
Britt Quinby, P.E', URS CorP'
F:\Rad ControlVUC\Cell 4A\GCL Hydration Mod Cmt Sept 2007 File: IUC 05.01.d3 Cell 44 Construction
r Daniel, Shan, and Anderson ( lgg3). 'Effects of Partial wetting on the Performance of the Bentonite component of a
Geosynthetic Clay Liner." Indusuial Fabrics Association International, Vol' 3' pp' 1483-1496'
pn1t2O,}i) Dave Rupp - RE: Deniion Mines (USA)Corp - White Mes_a MillCell44 - GCL Hydration
From:
To:
Date:
Subject:
Attachments:
Greg Corcoran <GCorcoran @Geosyntec.com>
Loren Morton <lmorton@ utah.gov>
911712007 9:29 AM
RE: Denison Mines (USA) Corp - White Mesa MillCell44 - GCL Hydration
Moisture Content Summary.pdf
"[e-mail]" <[e-mail]>, Dane Finerfrock...CC:
Loren,
Please find the attached table summarizing the moisture content test data.
Also, TRI is stillworking on the final reports.
Regards,
Greg
-----Original Message-----
: Loren Morton [mailto:[e-mail]]
uesday, September 04,2007 4:33 PM
To: G Corcoran
Cc:@denisonmines.com; Dane Finerfrock; Dean Henderson; Dave Rupp
Subject:: Denison Mines (USA) Corp - White Mesa Mill Cell4A - GCL Hydration
Greg,
Thanks for the 1/07 letter report on the GCL hydration test pad. Unfortunately, Dave Rupp is out of the
ollice on the remainder of the week, but will be in the office on Monday, September 10.
ln order to keep the moving forward, I looked over your 8131107 letter report and have a few
can resolve during Dave's absence. When Dave returns, lwillask him toquestions, that pe
review your 8131lO7 and respond back to you ASAP, if he has anything else to add.
ln the meantime, here are issues that need to be clarified and/or resolved:
1. Field Demonstrations 2 and 3 D-2 and 3): Timing of HDPE Placement - please provide the amount
of time that passed between of water to the soilfoundation and/ or GCL, and the time HDPE
for field demonstrations FD-2 and FD-3.cover was fixed in place on the test
2. Confusion in Sample ldentifications:ec Report, Appendix B - in the description of the testing
1,2, and 3 (FD-1 thru FD-3), the Geosyntec report )pp.and samples collected for Field DemonstraN
3-4) lists the total numbers of samples during each phase of the field demonstration, but fails to
discretely identify each sample collected for phase of the project. This contributes to some
confusion for the reviewer. One example of this ion is found in the fieldsheets in Appendix Bm
where there are two different sets of GCL named GCL-1 thru 6. One set of samples was
collected on May 24, and the second set collected
confusion.
July 17. Please explain and eliminate this
3. Missing Field Sheets and Lab Results: Soil Moisture
Attachment B for the initial moisture content samples lor
(FD-1) - no field sheets were provided in
pad foundation soils for Field
Demonstation FD-1, i.e., soil samples SMC-I ,2, ot 3.were there lab results provided for these
samples in Attachment C. Although reference is made on of the Geosyntec report to these data,
review of Attachment C shows only a 611107 TR|/Envrionmental summary and transmittal sheet. No
lab test results were included. Please provide both the fieldsheet(s
samples SMC-1 thru SMC-3.
the complete lab results for soil
li
o=ro?r*ArroN
SUMMARY OF LABORATORY MOISTURE CONTENTS
DENISON MINES CORPORATION
WHITE MESA MILL, CELL 4A
BLANDING, UTAH
Date Sampled Date Tested Moisture Content Description
=ield Demonstration -l
SMC-1
SMC-2
SMC-3
5t24t2007 61112007
13.4%
11.2%
12.3%
Soil samples obtained from
the top 3 inches of subgrade
prior to the GCL lnstallation.
Average | 12.3%
GCL.1
GCL-2
GCL.3
GCL-4
GCL-5
GCL-6
5t24t2007 6t1t2007
16.8%
13.0%
14.4%
11.6%
13.1%
15.0%
12-inch square samples of
the GCL in its dry state.
Average | 14.0% l
GCL-7
GCL-8
GCL-9
GCL-10
3CL-11jCL-12
61112007 61712007
23.8%
26.7%
21.9%
23.6%
20.7%
2O.OYo
12-inch square samples of
the GCL after one week.
Average/22.8%
GCL-13
3CL-14
3CL-15
SCL-16
3CL-17
3CL-18
61712007 6t1312007
24.4o/o
27.7%
28.0%
26.6%
24.7o/o
26.7%
12-inch square samples of
the GCL after two weeks.
Averagel 26.4%
Field Demonstration -2
S1
S2
S3
711012007 711612007
19.4%
33.8%
24.1o/o
Soil Samples obtained from
the top 3 inches of subgrade
prior to the GCL lnstallation.
Averagel 2s.8%
GCL-1
GCL-2
GCL-3
GCL.4
GCL-5
GCL-6
7t17t2007 712012007
25.7%
25.5%
30.8%
24.5o/o
23.6%
25.90/,
l2-inch square samples of
the GCL after one week.
Averagel 26.00/, I
Field Demonstation -3
GCL-1OO
GCL-101
3CL-102
3CL-103
3CL-104
3CL-105
711912007 7t25t2007
89.9%
104.8%o
103.0%
100.0%
86.0%
102.0%
12-inch square samples of
the GCL in the first day.
Averaqe 97.6'/0
Moisture Content Summary.xls 911712007
Loren,
f have been out of the office until today
on e-maiIs. I will answer your questions
and am just now catching up
below, in red.
Please 1et us know if you need additional information.
Regards,
Greg
-Original Message
From: Loren Morton [mailto: lmorton@utah. govJ
Sent: Tuesday, Sept,ember 04, 2007 4:33 PM
To: Greg Corcoran
Cc: hroberts@denisonmines. com; Dane Finerfrock; Dean Henderson;
Rupp
Subject: Re: Denison Mines (USA) Corp White Mesa Mil1 Ce11 4A
Hydration
Dave
GCL
Greg,
Thanks for the 8/31/07 letter report on the GCL hydration test pad.
Unfortunately, Dave Rupp is out of the office on vacation for the
remainder of the week, but will be in the office on Monday, Sept.ember
10.
In order to keep the project moving forward, I looked over your
file://C:\Documents and Settings\Drupp\Local Settings\TempU(Pgrpwise\46E03D5FEQDOMAINEQRADl... 911012007
Page 2 of ,7'
I /31/ 07 letter report and have a f ew quest.ions, that perhaps you can
resolve during Dave's absence. When Dave returns, I will ask him to
review your 8/31-/07 submittal and respond back to you ASAP, if he has
anyt,hing else to add.
In the meantime, here are some issues that need t.o be clari f ied
and/ or resolved:
l-. Field Demonstrations 2 and 3 (FD-2 and 3 ) : Timing of HDPE
Placement please provide the amount of time that passed between
application of water to the soil foundation and/ or GCL, and the time
HDPE cover was fixed in place on the test pad for field
demonstrations FD-2 and FD-3. FD-2 allowed for approximately 30
minutes of t.ime for the water to soak into the subgrade prior to
placement of the GCL on the subgrade. Once the GCL was in position,
the HDPE geomembrane was pu11ed over top of the GCL and t.he 3 shallow
anchor trenches were backfilled. This process took approximately 15
minutes to complete. FD-3 entailed placing the GCL on the subgrade
then wetting the surface of the GCL by directly spraying from the
water t.ruck. Upon complet ion of the GCL wetti.g, the HDPE
geomembrane was pulled over the GCL (within approximately 1-5 minut.es )
and the shallow anchor trenches were backfilled.
2. Confusion in Sample Identifications: Geosyntec Report, Appendix
B in the description of the testing and samples collected for Field
Demonstrations L, 2, and 3 (FD-1 thru FD-3), the Geosyntec report )pp. 3-4) lists the total numbers of samples collected during each
phase of the field demonstration, but fails to discretely identify
each sample collected for each phase of the project. This
contribut.es to some confusion f or the reviewer. One example of this
confustion is found in the fieldsheets in Appendix Bm where there are
Lwo different sets of GCL samples both named GCL-1 thru 6. One set
of samples was collected on May 24, and t.he second set. collected on
,Ju1y 1,7 . Please explain and eliminate t.his confusion. We will
prepare a table of the 1ab data in an effort to eliminate this
confusion.
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Page 3 of7
3. Missing Field Sheets and Lab Results: Soil Moisture Content (FD-
l- ) no field sheets were provided in Attachment B for the initial
moisture content samples for the test pad foundation soils for Field
Demonstation FD-1, i .e. , soil samples SMC-1, 2 , or 3 . Neither were
t.here lab results provided for t.hese samples in Attachment C.
Although reference is made on page 5 of the Geosyntec report to thesedata, review of Attachment. C shows only a 6/L/07 TRI/Envrionmental
Inc. summary and transmittal sheet.. No 1ab test results were
included. Please provide both the fieldsheeL(s) and the complete labresults for soil samples SMC-1 thru SMC-3. We will inquire with the
laboratory to obtain the actual lab dat.a sheets for t.he t.esting.
4. Missing Field Sheets and Lab Results: Soil Moisture Content (FD-
2) the Geosyntec report (p. 3) refers to soil moisture content
samples and test.s conducted f or Field Demonstrat.ion FD-2. These
samples were collected from the soil foundat.ion before installation
of t.he second GCL . However, rro f ield sheets f or these samples are
f ound in Att.achment B. Neither are there any 1ab result.s f or these
samples found in Attachment C. Please provide the missing records .
We will inquire with the laboratory to obtain the actual lab data
sheets f or the test.ing.
5. Missing Bentonite Mass per Unit Area Tests (FD-3) the Geosyntec
report (p.4 ) says that both moisture content (ASTM D 221,6 ) and
bent.onite mass per unit area (ASTM D 5993 ) t.ests were run on the GCL
samples f rom Field Demonstration 3 (FD-3 ) . In Att.achment C results
for both of these tests are found for samples GCL-1 thru L2.
However, Do bentonite mass per unit area tests (ASTM D 5993 ) result.s
are found for remainj-ng GCL samples. Please provide the missing Iab
results, or explain why such tests are not necessary. Moisture
content of the GCL was the primary obj ective of t.he lab testing.
Initially, mass per unit area and moisture content were tested.
However, mass per unit area testing was dropped. FD-3 samples were
tested for moisture content on1y.
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Page 4 of J'
6. Additional 'Justif ication for Type of Acid Used in Lab
Permeability Tests Attachment C of the B/31/07 Geosyntec letter
report i-ncludes a 8 / 31, / 07 laboratory report f rom TRI /Environmental
Inc. (letter by,John M. Allen t.o Gregory T. Corcoran, 5 pp.) which
shows that a hydrochloric (HC1) acid solution was used in the
laboratory permeability testing of the GCL material. Please provide
additional justification for why use of this acid is representative,
or conservative of the sulfuric acid solutions that will be present
in Ce1l 4A. The use of hydrochloric acid is consistent with the
testing cited in the interrogatories (Ruhl and Daniel, see attached)
and the basis of the original i-409." moisture content value selected by
UDEQ.
7 . GCL Permeability Test Results Needed regarding the permeability
performance graphs of the GCL in the presence of HC1 acid (Figures 1
thru 8) in the 8/3!/07 laboratory report from TRI/Environmental
(letter report f rom ,fohn M. A11en t.o Gregory T . Corcoran) , please
provide the testing results found in each of the graphs, i. e. ,
permeability test results and corresponding time, and pore volumes.
Testing results will be reported in accordance with t.he ASTM test
method procedures. As this t.esting is still on-going, final lab
results are not yet available. However, given the travel time, the
long term result.s are not critical and we are reporting the early
dat.a to justify the moist.ure content of the GCL to perform in acidic
conditions.
8. Justificat.ion for Porosity and Pore Volume Calculations please
provide explanation and j usti f icat.ion f or :
a) Use of a 75% porosity for the bentonite material in the pore
volume calculation. Please explain if this value represents the
total or effective porosity of the bentonite. If t,his value
represents the tot.al porosity, please justify why this value is
representative of f ield conditions, and Foose, et. al . see at.tached,
Table L, page 327
b) The calculated pore volume by Geosyntec (0.57 ml) is
inconsist.ent with the pore volume reported by the testing laboratory,
TRI/Environmental (0.50 ml) . Please explain and justify the
file://C:\Documents and Settings\Drupp\Local Settings\TempUGgrpwise\46E03DsFEQDOMAINEQRADl... 911012007 ,
di f f erences in t.he two di f f erent values reported. Geosyntec
nominal thickness of 0.3 inches (0.762 cm) , a unit area of 1
the porosity of 0.75 to estimate the pore volume of 0.57 mL.
data is estimated until completion of the actual tests when
thicknesses can be measured.
Page 5 of7
used a
cm2 , and
The TRI
the
9. Additional Justification for Travel Time Based on GCL
Permeability at 0.5 Pore Volume the travel time calculation (L37
years) for one-ha1f of a pore volume of HC1 fluid to pass t.hru the
GCL (Geosyntec report, F. 7) is based on a 1ab permeability
characteristic for a GCL pre-wetted with deionized water to 508
moisture content (before application of the HCl acid) . From thepermeability behavior shown in Figure 2 of the 8/31/07 TRI /Environmental fnc report, it is clear that: 1) the GCL permeability
under these conditions continues to increase with subsequent. pore
volumes, and 2) the GCL permeability does not reach a st.eady-statecondition until after 10 pore volumes of exposure to the HCl acid.
Given the fact that the tailings will be permanently disposed of in
Ce11 4A, please explain and justify why a permeability value from anearly time of exposure (0.5 pore volume) should be consideredrepresentative of long-term GCL performance. The operat.ing
conditions related to Ce11 4A are such that the head above the GCL isvery small (based on ALR calculations at fu11 depth of cel1). Theseconditions are anticipated to last several years, dt which time the
ce11 will begin to be drained. Based on previous estimates for the
drainage time, the head above the primary liner in the cell will
decrease rapidly within a f ew years of st.arting the draining process,
thereby further decreasing the head above the secondary geomembrane
and the underlying GCL. Based on the results of the laboratorytesting, if the cell were to be operated in a fu11 liquid conditionfor 100 years (very unlikely), the GCL would experience less than l,pore volume of pH l- liquid migration into the GCL.
If you have questions regarding any of these findings, please call me
at, 801--536-4262.
Thanks,
tile://C:\Documents and Settings\Drupp\Local Settings\TempU(Pgrpwise\46E03D5FEQDOMAINEQRAD1... 911012007
Pa$e 6ofJ '
Loren Morton
utah Division of Radiation Control
Phone [phone]
Fax 8 01-- 533 -4097
Email lmorton@utah. gov
Dane,
fn accordance with Utah Department of Environmental Quality Design
Approval letter dated 25 ,June 2007, on behal f of Denison Mines (USA)
Corp (DMC) , Geosyntec is submitting the attached GCL Hydration letter
report for the DMC White Mesa Mill CelI 4A construction proj ect .
Please let us know if you need additional inf ormat.ion.
Regards,
Greg
Gregory T Corcoran, P. E.
file://C:\Documents and Settings\Drupp\Local Settings\TempU(Pgrpwise\46E03D5FEQDOMAINEQRAD1... 911012007 |
" ?r, *;, Vol.i, fi". l4?"3'tLQL.
' Q 3, I^As.rl.r^,1 A s so"l o-.1, -h
f:FAr) 34s CeJa,- S+., S"ltl 8co, S+. ?,*,1, Mv ssro r
EFFECTS OF PARTIAL WETTING ON THE PERFORMANCE OF TI{E BENTONITE
COMPONENT OF A GEOSYNTT{ETIC CLAY LINER
D. E. DANIEL AND H. Y. SHAN
THE I.JNIVERSITY OF TEXAS
DEPARTMENT OF CTUL ENGINEERING
AUSTIN, TX 78712
J. D. ANDERSON
GUNDLE LINING SYSTEMS, INC.
19103 GUNDLE ROAD
HOUSTON, TX 77073
ABSTRACT
The bentonite component of samples of a geosynthetic clay liner (GCL) was moistened
under controlled conditions. Three separate items were investigated: soil suction or soil water
potential, permeability to hydrocarbons, and shear strength. The first two interrelate to the
ability of the GCL to act as a barrier to hydrocarbons while the shear strength is a more general
issue. The water content of the bentonite stabilized in I to 3 weeks at 504o when the soil
suction was 15 bars and lNVo for a soil suction of I bar. Ttre_lon&term shear strength of the
bentoni-te.was insensitive to Water content for water contents 2 50Vo. When the water content
was ( 50Vo, the bentonite was very penneable to hydrocarbons (permeability = lO-7 m/s), but
when the water content was ) lO0?o, the permeability was very low (< 10-11 m/s).
INTRODUCTION
Geosynthetic clay liners (GCL's) consist of a layer of clay (typically sodium bentonite)
sandwiched between two geotextiles or attached with an adhesive to a geomembrane. The
bentonite in the manufactured GCL's is essentially dry (water content = 15 to 20Vo). Dry
bentonite is strong, but bentonite saturated with water has very low shear strength. For
example, Shan and Daniel (1991) report that the angle of internal friction (Q) for dry,
unreinforced bentonite in a GCL is about 30o, but for water-saturated bentonite Q drops to
approximately l0o. Shan and Daniel (1991) also demonstrated that dry bentonite in a GCL
does not hydrate and achieve low permeability when the dry GCL is permeated directly with a
concentrated organic liquid. However, Shan and Daniel showed that bentonite hydrated with
water can maintain a low permeability to organic liquids for at least several months.
Gundsealo (Figure l) consists of a 3.5-mm-thick layer of sodium bentonite mixed with
an adhesive and attached to a geomembrane (typically high density polyethylene, or HDPE).
The GCL may be installed with the bentonite facing downward as shown in Figure I or
upward. If the bentonite faces downward and the GCL is placed on soil, the bentonite will
normally absorb moisture from the soil but will not become -fully saturated. The properties of
. the partly wetted bentonite areexpected io be intermediate to those of dry and water-saturated
bentonite, but no quantitative data were available at the beginning of this study.
GCL
Figure l. Geosynthetic Clay Liner (GCL) Installed with Bentonite Component Facing
Downward.
The purpose of this investigation was to determine the effects of partial wetting. of the
bentonite do.ironl"r of a GCL 6n: (1) -the shear strength of the..bentonite, and (2) the
permeabilitv oi the bentonite to hydrocarbons and common organic solvents. The shear
I;;ilth i;ieriranito final cover-systeqs_Iq waste containment units (Koerner and.Daniel,
ilt i;A ottir iiiuations in which the GQL. is placed on a permanen.t slope. Permeability-to
hvdrocarbons is ritir"nt primarily to liningi - for seconiiary containment struct-ures for
il;;t;; hydrocarbon and'chemicil storage ttnkl but in some situations may be relevant to
fandfill or inipoundment liners (Daniel and Koerner, 1991).
APPROACH TO ASSESSMENT OF WATER CONTENT
If the bentonite in a GCL is placed against soil, the bentonite will either absorb water
from tt e i"it "iyiita water to the soil, depending on.the r.elative energy of water in the soil and
in tt" bentonite. Watei always flows d6wn a gradient in energy, i-e., from higher hydraulic
il;;a dt&;tyarioti. head.-The lydraulic heads in unsaturated soils are negative relative to
utr*rpnJri. pr,iri*i and are usually giveg names.such as "soil water q9!9nti4j' 'capillary
,iirrdrr," ..slicdon," and others. Tha tErm "suction" (defined as ttt-e negative of the soil water
;;-1!-n;|j una-"iprrir"a i, units of pressure) is used in'this paper. The unit of measure is bar (l
bar = I atm = -10 m of water head).
Dry bentonite has an extremety neg-ative water potential.. lf tlt bentonite.comp.onent of
a GCI- # pt.il,O ,eainit soit, y{e; will ahost always tend to .flow from the soil to the
6"ntonit". ir tne ui"nioniie-in i ccl- is placed in contait with a soil having a.known suction,
iti" -uirionite *iii ivintuatty equilibrit" at approximately the same suction as the soil
i"rrr"-i,i[ tt i uoiu* of Joit is much larger .t\ari itrat of the bentonitel once the relationshiq
between water ront*t and suction is deflned for the bentonite in a GCL, the water content of
itr" Uiniorit" pfarcO-againrt soil cgr be predicted from the measured or estimated suction of
if,i i"if. The'appiou."n t.t "n in this investigation was to measure_the relationship between
water content urla-iu.ti* in the bentonite- component of a GCL with- two independent
methods. Eneineers cin determine the equilibrium water content of the bentonite from
i;ffiH;r oitirr-i suction in the soil (measrired or estimated) and the water content-suction
relationship for the GCL.
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o
ETHOMATERIALS AND M DS
Geosynthetic Clay Liner. The GCL used in this investigation was Gundsealo. Standard
material with a 0.5 mm (20 ml) thick high density polyethylene (IIDPE) geomembrane and 42
glmT of bentonite was tested. All tests except permeability tests weie performed on the
HDPE/bentonite composite. Permeability tests were performed on the bentonite alone; the
bentonite layer was carefully separated from the HDPE sheet with a knife for the permeability
tests.
Water Content Measurements. All water content measurements were performed by drying
specimens overnight at I l0'C in accordance with procedures outlined in ASTM D-2216. All
water contents reported herein are gravimetric values, i.e., mass of water lost upon drying
divided by the oven-dry mass of solids and expressed as a percentage.
Soil Suction Measurements. Soil suctions were measured with two techniques. With the first
rcchnique, a piece of GCL that measured about 175 by 25 mm was slowly wetted by spraying a
known mass of water onto the surface of the bentonite. The moistened GCL was placed in a
large test tube with the bentonite facing inward. A thermocouple psychrometer was positioned
in the center of the test tube, and the test tube was sealed with a rubber stopper @gure 2). The
psychrometers were supplied by Wescor, Inc., and were read with a Keithley microvoltmeter.
The test tubes were stored in a heavily insulated container and were read for 2 weeks, at which
point equilibrium had been reached. The GCL specimen was then removed and oven dried to
determine water content.
Rubber Stopper
GCL (Bentonite Facing lnward)
Test Tube
Thermocouple Psychrometer
Figure 2. Suction Measurement with Thermocouple Psychrometer.
3
The second method of measurement involved placing 25 mm square pieces of GCLsamples in sealed vessels that contained salt solutioirs wiih known vaior piessures. Test
:3ffiffi1tx,1",1'xs1'41ffiT;J:3r:lt,l;:1,flffi*J;t;:"l#i:,x#T,?:x?li,Jl,1 '.r;o
The water contents reported h9t9i1 were measured on specimens that had been exposed to thecontrolled vapor pressures for 66 days.
Rate of.Wettitlg. To evaluate rate of-wetting, 6 pieges of GCL, each measuring 100 by 25 mm,were placed directly in contact with sand'in 20 L buckets. The sand in dach buct<et waswetted to a different water content. The GCL specimens were buried below about 75 mm of
s,and, and every several days a specimen was removed to determine the water content of boththe bentonite and the sand beneath the bentonite. The last (sixth) sample was removed 42 to44 days after each test had begun.
^ ^_- -{ grlln-size disribution curve for the sand, developed with procedures described inASTM D-422, is shown in Figure 3.
Salt Solution
0.0218 M NaCl
0.110 M NaCl
0.357 M NaCl
1.13 M NaCl
100
20
Equilibrium Suction
(bars)
I
5
16
52
80
oii 60
C
g40
oo-
0
.01 100.1
Opening Size of Sieve (mm)
Figure 3. Grain Size Distribution Curve for Sand.
T
,/
ll
I
JT
Direct Shear Tests. Direct shear tests on 60 mm diameter specimens were performed per ASTM
D-3080. Samples that were sheared in a dry condition were placed in the shear box, subjected
to a normal load, and then sheared. To shear saturated samples, samples of dry GCL were first
placed in the direct shear box, subjected to the desired normal load, soaked with water until
swelling ceased (= 2 weeks), and then sheared. Partially wetted samples of GCL were
moistened to water contents of approximately 507o or L00Vo outside of the shear box, then
placed in a shear box, consolidated to the desired normal sEess, and sheared. Two rates of shear
were used: 0.26 mm/min (16 mm/hr) and 0.0003 mm/min (0.02 mm/hr). The slow rate was
selected to ensure full dissipation of excess pore water pressure generated during shear.
(Consolidation rates were determined on separate specimens.) The.jast shear rate is more
iypic+! qf s-hparing rates used for geosynthetics interfacial shear tests 1=6*6rir is commoii). -
Flilure,was forced thiough-fhe bentonite as close to the center of the bentonite as possible.
After shear, the water content of the bentonite was determined.
Permeabilitlr. Permeability tests were performed on 100 mm diameter specimens of GCL
without the HDPE. Specimens were slowly wetted to a nominal water content of 50?o, l00%a
or l25%o and then placed in permeability cells. Tests on dry and water-saturated materials were
also performed. The permeameters were equipped with stainless steel and Teflon@
components. Teflon@ sheeting separated the test specimens from the surrounding latex
membranes. After the cells were assembled, the chambers were filled with water and the
specimens were consolidated to a stress of 14 kPa. Then the organic liquid of interest was
infoduced. However, for tests on water-saturated samples, the bentonite was first permeated
with tap water and then with the organic liquid. The head of liquid was approximately 300 to
600 mm, and the resulting hydraulic gradient was 80 to 120. The thicknesses of the specimens
used for calculating permeability were 3.5,4,0,5.5, 6.0, and 6.5 mm for initial water contents of
17,50,100, 125, and 1457o, respectively. The tests were performed per ASTM D-5084, except
that the samples were not back pressured. Testing duration was typically 2 months.
The organic liquids used in the investigation were benzene, gasoline, methanol, tert-
butylethylether (MTBE), and trichloroethylene. Some of the properties of the liquids used in
this study (obtained from the literature) are summarized in Table l.
Table l. Typical Properties of Permeant Liquids
Dielectric DensityConstant (g/cc)
0.8765
0.68
0.7914
r.4996
I
Viscosity
(.cP)
0.652
0.43
0.597
0.55
1.002
Liouid
Benzene
Gasoline
Methanol
MTBE
TCE
Water
2.284
32.63
3-.4
81
0I \.,I
,$tt r,
ll;.ll
RESULTS
Water Content - Suction RelationshiB. Table 2 summarizes the warcr content and suction data llfthat were obtained with the thermocouple psychrometer and vapor equilibrium methods. Th; Ilft
relationship between water content and suction is plotted in Figure 4. The measured watercontents.ranged ftgT. !7El $rV bentonite) to 145?o (bentonite soaked in warer at acompressive stress of 14 kPa). The suctions ranged from 0 to about 50 bars.
Water Content
(.Vo\
1,7
t7
18
24
28
29
3l
46
54
56
66
79
89
96
101
t45
Table 2.
Suction
(bars)
Water Content - Suction Results
Method of Measurement
(Water Content of GCL as Received)
Thermocouple Psychrometer
Thermocouple Psychrometer
Thermocouple Psychrometer
Thermocouple Psychrometer
Vapor Equilibrium
Thermocouple Psychrometer
Thermocouple Psychrometer
Vapor Equilibrium
Thermocouple Psychrometer
Thermocouple Psychrometer
Thermocouple Psychrometer
Vapor Equilibrium
Thermocouple Psychrometer
Vapor Equilibrium tDirect Soaking with 14 kPa Compressive Stress
;i
44
49
43
52
25
l4
16
8
7
6
5
4
I
0
^ Many pgople iue unaccustomed to- dealing with suction values. One or two points of
reference-may.pg helpful. One useful reference is 15 bars of suction, which is approximately
equal to the wilting point of many plants. Plants can suck water out of unsaturaled soils that
have suctions as large as approximately 15 bars. Plants will wilt and die if the soil suction
exceeds about 15 bars. If the bentonite in the GCL studied is placed against soil at the wilting
pgint (!5 bars of suction),_th9_water content of the bentonite is expecteE to equilibrate at abou"t507o. In all but very arid climates, it is reasonable to assume that the water content of the
bentonite will be at least 50Vo if the bentonite is placed against the soil.
Moist soils.that support lush ve-getation are likely to have suctions in the range of 0 to Ibar. The equilibrium water content of the bentonite in the GCL placed upon such ioils would
be at least IAOVo and probably closer to l4A?o ifthe suction approaches 0.
The following table summarizes the practical implications of the test results:
(o
Soil on Which the GCL is Placed
Extremely Dry Soil that Will
Not Support Plant Growth
(Soil Suction >_15 bars)
Damp Soil that Will Support
Sparse Growth of Plants
(1 bar ( Soil Suction < 15 bars)
Moist Soil that Will Support
Growth of Lush Vegetation
(0 bars < Soil Suction < 1 bar)
Wet (Practically Saturated) Soil
(Soil Suction = 0)
Approximate Water Content (7o)
of Bentonite in GCt
< SOVo
50Vo - 1007o
lNTo - 140Vo
> l4OVo
50 a
a
lo
a
a a . aa
40
100 125 150
Water Content (%)
Figure 4. Relationship between Water Content and Suction for Bentonite in the GCL.
Rate of Water Content Change. The water content of the GCL samples placed in contact with
sands having various water contents is plotted versus time in Figure 5. Thg gquilibrium-\ilater
content ranged from 507o for the driest sand to l9O7o for the wettest sand. Most of the change
in water content occurred in less than I week for the wettest sand and less than 2 to 3 weeks
for the driest sand. From a practical standpoint, the equilibration time for bentonite placed in
contact with soil was I to 3 weeks.
a
(U
-ct
co
(,
-,a 20
10
75
o
200s
oEtro
Log]
o
I_ocoo
o
(U
=
t5c
100
10
Time (days)
Figure 5. Wuer Content Versus Time for Samples of GCL Placed in Contact with
Sand at Various Water Contents.
Shear -strength. ffr" ,"rutrs. of the direct shear tests are plotted in Figure 6. The shear andnormal stresses at failure, and water contents, are tabulated in Table 3. Ilinear failure inriiopr...hoYL were co-mPuted by Jlgression analysis. Cohesion and friction ingiEs eiJoliated'wltfrthe failure envelopes plotted in Figure 6 arssummarizedin Table 4.
El w-l7%, FaatshearA w€0%, Fast ShearI w-SO%, Slow ShearO w-1007o, FastShsarO w-10o%,SlowShearI w-t45%, Slow Shear
20 40 60 80 100 120 140
NormalStress (kpa)
6'g80
ooo!60o
o,c'F 40
oEa
20
r r'ari
I
-
7o/o
I
0o/o
I
I
5%/
/
:il
Br 3o/o
2%
101
)
4 .--a
Waler to Sand'
o
Figure 6. Mohr-Coulomb Diagrams for GCL Sheared at Various Water Contents.
Table 3. Results of Direct Shear Tests.
Conditions at Failure
t7
t7
17
t7
t7,17
t7
t7
t7
50
50
50
50
50
50
50
50
s0
s0
r00
100
100
100
100
r00
100
100
r00
100
t45
145
t45
145
t45
17
t7
t7
t7
t7
t7
t7
t7
t7
58
57
58
57
56
38
46
51
46
81.7
82lll
92
94
79
128l0l
96
66'l'
Shearing
Rate
Fast
Fast
Fast
Fast
Fast
Slow
Slow
Slow
Slow
Fast
Fast
Fast
Fast
Fast
Slow
Slow
Slow
Slow
Slow
Fast
Fast
Fast
Fast
Fast
Slow
Slow
Slow
Slow
Slow
Slow
Slow
Slow
Slow
Slow
26.8
37.3
70.1
105
139
27.r
3s.9
71.0
106.2
26.8
37.3
70.t
105
139
26.8
37.3
70.1
r05
139
26.8
37.3
70.1
105
139
26.8
37.3
70.r
105
139
26.8
44.1
61.5
105
139
30.9
37.7
70.2
92.8
1,12
19.1
26.5
36.3
52.9
27.0
33.8
56.2
66.3
87.4
16.8
r7.0
24.5
41.8
23.9
25-.9
23.2
35.0
42.4
47,2
8.4
14.7
t7.o
20.9
23.6,
7.4
13.0
15.5
23.2
25.2
Water Cnntent (7")
Nominal After Failure
Normal Shearing
Stress ftPa) Srress ftPa)
Notes:1. Samples were wetted to the approximate desired water content, placed in direct shear
box, consolidated under specified normal load, and then sheared.2. Shearing speeds wercO.26 mm/min (fast shear) and 0.0003 mm/min (slow shear).
1
Table 4.
Nominal Water
Content (7o)
t7
17
50
50
100
100, 145
Results of Least Square Linear Regression Analysis;
Shearing CohesionSpeed ,. 0<Pa)
Fast
Slow
Fast
Slow
Fast
Slow
Slow
t3
l0
15
r5
t9
8
5
Friction Angle
(Desrees)
36'))2p
27
7
r2
7
9
The rate of shear had an important impact on the test results. For dry material, the angle
of internal friction dropped from 36' to 22' when the rate of shear was decreased from 0.26
mm/min to 0.0003 mm/min. However, the most significant conclusion from this work is that for
samples sheared slowly, even a slight wetting of the soil causes a significant reduction in the
angle of internal friction of the bentoirite. For example, the friction angle for bentonite with a
nominal water content of 50Vo was 7", which, within the limits of experimental accuracy, is
virtually identical to the value for saturated bentonite (9').
Permeability to Hydrocarbons. Results of the permeability tests are summarized in Table 5. The
permeability of the bentonite component of the GCL to hydrocarbons was relatively high (on
the or{er of tO7 m/s, which correiponds to l0-5 cm/s) whln the initial water conteni (ws) was
177o or 507o. However, when the water content was increased to l$OVo or greater, the 1
permeability was l0-1lm/s or less. For samplerlmarked "no flow" the permeability i'ecreased roI
a value that was too small to measure (< 10-tz m/s). These results are consistent with those -published by Shan and Daniel (1991) and demonstrate that the beneficial effects of hydration
of the bentonite occur when the bentonite is less than fully saturated with water.
Table 5. Summary of Results of Permeability Tests.
Permeabiliry (rn/s)
PermeatingLiquid wo = L1?o wo = 50Vo wo = 100?o wo = l|Sflo wo = l45Vo
Benzene 3 x 10-7Gasoline 4 x l0-7Methanol 3 x 10-7MTBE 2 x l0'7TCE 4 x l0-5Water 1-2 x 10-11
Zx lO-7 5 x 10-ll No Flow4xl0-7 4x l0-ll NoFlow
3 x 10-7 3 x 10-11 No Flow
3 xlg.7 <l x l0-ll No Flow
4 x l0-7 3 x 10-10 No Flow
No Flow
No Flow
No Flow
No Flow
No Flow
Plots of permeability versus pore volurnes of flow are presented in Figures 7 - 12.
lo
a
E()
.=
E(Uo
E
oo-
10'4
10-s.
106
10 -7
10 -8
10 -e
Pore Volumes of Flow
Figure 7. Coefficient of Permeability Versus Pore Volumes of Flow for Samples of the
Bentonite Component of a GCL Permeated with Benzene.
104
0
0
10a
El, 10
=
610(1)
E
810
ol Bentonlte Prlor b
Permeation wilh Chemicat
10 -e
10
Pore Volumes of Flow
Figure 8. Coefficient of Permeability Versus Pore Volumes of Flow for Samples of the
Bentonite Component of a GCL Permeated with Gasoline.
\\,
{- 17%# 50o/o
-...o_ 17o/o+- 5}o/o
--+- 1A0o/o
10-4
10-s
10-7
10'8
10-0
0 246
Pore Volumes of Flow
Figure 9. Coefficient of Permeabitity Versus Pore Volumes of Flow for Samples of the
.
Bentonite Component of a GCL Permeated with Methanol.
10 -1
Aa\Cl-oV
.=
E(!o'E tio(L
10-6
lrfiTael
2468
Pore Volumes of Flow
Figure 10. Coefficient of Permeability le_rsus Pore Volumes of Flow for Samples of the
Bentonite Component of a GCL Permeated with MTBE.
a
E
C)
E10E(Eo
E
oo-
10
100
-o- 1l %
50 o/o
\u
1 0-4
o
E()
.=
-o(oq)
Eoo-
1 0's
10-6
10-7
ol Bentonito Prior lo
Permeation with Chemical
10
Pore Volumes of Flow
Figure I l. Coefficient of Permeability Versus Pore Volumes of Flow for Samples of the
Bentonite Component of a GCL Permeated with Trichloroethylene.
10 -7
o
E()
=(6o
E
oo-
10€
10 -e
10-r001
Pore Volumes of Flow
Figure 12. Coefficient of Permeability Versus Pore Volumes of Flow for Samples of the
Bentonite Component of a GCL Permeated with Water.
2
\3
.....+- 17%
--ts so"h
CONCLUSIONS
The following conclusions are drawn from the results of tests described in this paper.
l, A relationship exists between the equilibrium water content of the bentonite componenr
'of the GCL that was investigated and the soil water potential (soil suction). Dry bentonitein the GCL has a water content of approximately l7Vo. lf the bentonite side of ihe GCL is
qlacgd_ag.ainst soil that has a suction of 15 bars (the wilting point of typicat plants) and
the GCL is buried beneath cover soil, the bentonite will absorb moisture from the soil andequilibrate at a water content of approximately 50Vo. If the bentonite side of the GCL is
glac.ed agq$t moist soil with a suction < 1 bar, the water content of the bentonite is likely
to rise to lO0Vo or more. The time required for the bentonite to absorb water and reachqquilibrium is approximately 1 to 3 weeks.
...-.--1--',.--.--'zrW'shear streng!! of the- bentonite compongnt o rUfound to be sensitive to the water content of the bentonite and the rate of sf,ear. For
rapid shear of dry bentonite, a friction angle of 36' was measured. For slow shear on- bentonite with a water contenf > 50Vo, friction angles on the order of 10o were measured.
solvents was found to be sensitive to
the organic liquid was introduced into the test specimens. For dry bentonite and
bentonite moistened to a water content of 507o, the permeability to hydrocarbons was
re[atively high (on the order of l0-7 m/s or l0-5 cm/s). -When the bentonite was at a warer
cohtent of 100?o or greater, the permeability remained low (on the order of l0'11 -/s ot
less) for the duration of the tests, which was approximately 2 months. It was noraDl
necessary.for the bentonite to be completely saturated with water for it to have a lowt!
permeability to hydrocarbons and solvents.
ACKNOWLEDGMENTS
This research was sponsored by Gundle Lining Systems, Inc., Houston, Texas. The
authors thank Mark Cadwallader and Fred Struve of Gundle for their continued support and
for their suggestions and insights into issues concerning GCL and related products. I ^
REFERENCES
Daniel, D.E., and R.M. Koerner (1991), "Landfill Liners from Top to Bottom," Civil Engrg.,
6L(2),46-49.
Koemer, R.M., and Daniel, D.E. (1992), "Better Cover tlpr," Civil Engrg.,62(5),55-57.
Shan, H. Y., and D. E. Daniel (1991), "Results of Laboratory Tests on a Geotextile/Bentonite
Liner Material," Geosynthetics 91, Industrial Fabrics Association International, St. Paul, MN,
Vol. 2, pp. 517-535.
rcnt of thl C€t to h a;ic
water content of the bentonite at the time that
ry
JON M AN, JR
GARY HERBERT
Lieutenant Got,ernrtr
o
HUNTSM
Goventor
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Executive Direttor
DIVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Direr:tor
TO:
FROM:
DATE:
MEMORANDUM
File
DaveRuppfu-
August 9,2001
SUBJECT: Denison Mines (DUSA) White Mesa Uranium Mill
Cell 4A' Relining Project: Construction Site Visit
Tuesday, August 7,2001
On August 1,2007 I visited the Cell 44' project site with David Turk, RSO for DUSA.
Temperature at the site on 817107 seemed to be cooler than earlier in the cell 4a relining project,
roughly high 80's to 9O-degrees F at the time I left at 10:30 a.m. No wind. Recent rains were
evidenced by puddles in the region from Green River to Blanding, Utah. I did not observe any
rain falling in that region on August 6 or'7 ,2007 .
I took 26 photographs of the area, including some misc. photos of the White Mesa Uranium Mill
site. These photos are attached to this memo. Also attached to this memo are notes from previous
site visits by DRC employees Tom Rushing on July 18, 2007 and Phil Goble on July 26,2007.
While on site, I met several individuals: Brent Barbacane, qa manager, and Greg Corcoran,
project engineer, both of GeoSyntec Consultants, Brian Libby, project manager for the contractor,
Comanco, and Steve Snyder, Project Engineering Manager for DUSA.
There are two major construction issues:
l. During the cutting the cell to line and grade, the contractor discovered rock
outcroppings above the new grades of the cell floor, and to a smaller degree, out of the
walls. The possible approaches to solving this problem are resetting the design grade
higher and filling with soil to avoid the rock, or using machinery to cut, grind and
reduce the outcroppings to the original lines, grades, and sieve size of 0.5-inch
diameter. Machinery is to arrive on August 8,2007 and its capability observed. I
mentioned to Steve and Greg that if DUSA wished to change the grade on the cell, that
we would need to be involved in that decision. It is apparent they hope to maintain the
168 North 1950 West. PO Box 144850. Salt Lake City, UT 841 l4-4850. phone [phone]. fax [phone]
T.D.D. (801 ) 536-4414 . u,ww.deq.utah. gov
Denison Mines (DUSA) White Mesa Uranium Mill
Cell 44. Relining Project: Construction Site Visit
Tuesday, August 1,2007
Page 2
same elevations and grades by using the machinery, and thus keep the same volume
available for tailings disposal in the cell, rather than use any tailings volume with soil
fill. The leak detection system herring bone piping grades also currently interfered in
the cell floor by the rock, as this piping is to be placed below the floor grade by l-foot.
2. The other issue is the GCL hydration. The GCL demonstration pad has not yet been
successful in hydratingto 1407o by GCL weight. Brent mentioned they had attained
l00Vo, but did not seem to be able to rise above it. Earlier, the GCL was replaced as
suspected defective material when it did not rapidly hydrate over a few weeks.
However, it appears the replaced material has the same problem, even when it is
directly hose-hydrated, but still fails to rise to higher percentages of moisture content
after being subject to vapor condensation deposited from the FML placed above it.
GeoSyntec Consultants intends prepare a report to DRC to discuss the situation using
current lab analyses of the GCL, comparing its attained permeability and resistance to
acid leach.
Brian Libby of Comanco mentioned that their attached construction schedule would probably
slide 3-weeks to the right, as shown on the attached bar chart. This would have the subgrade
completed by the end of August. I feel that is probably very optimistic given the rocky
conditions. Visiting the site was invaluable, opposed to obtaining this information second hand.
Enclosures:
Photographs F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos
Earlier Reports by Tom Rushing and Phil Goble
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos\Site Visit 08-07-07.doc
Photographs at White,vt Uranium Mill 08-07-07 by Ouu. nuf
Primary shots are of the Cell 4,A. relining project. Photos taken from
F:\drupp\Denison Mines\Cell 4A\Constr Inspections & Photos
Boneyard 08-07 cl up N ofore stockpile area jpg
Cell2 08-07 debris deposit shown on rtjpg
Page 1
Page 2
Cell 3 08-07 boneyard deposits & wdo bugsjpg
Cell 3 08-07 centerly sect shownjpg
Cell3 08-07 most easterly area shown looking southjpg
Cell3 08-07 section shownjpg
oPage 4
de.
Cell 3 08-07 shows debris from boneyard & 4Ajpg
l- ,-;.n -:i:t_ r.&
Cell 4,{ 08-07 Contr by floor bouldersjpg
Cell 4A 08-07 dewater box SW corjpg
Cell4A 08-07 DTurk on boulder SWall behindjpg
Page 6
Cell4A 08-07 DTurk on dike showing stonejpg
Cell4A 08-07 floor stone close-upjpg
P4!
Cell4A 08-07 floor with constr agoncy groups rt of minorjpg
Group on N dike.
Cell4,A. 08-07 in se cor looking to sw corjpg
Cell4A 08-07 large floor bouldersjpg
Cell4A 08-0T looking to nw corner areajpg
Page 10wffi
Cell4A 08-07 NDike wall stonejpg
Cell4.A. 08-07 private south pasture w tumble weedsjpg
Page 11
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Cell 4,A' 08-07 reservoir tank fr dewater pump sw cornerjpg
Cell4A 08-07 rock in floorjpg
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Page 13
Cell4A 08-07 view sw cor areajpg
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Cell4A 08-07 Windrows of Sq Clods & Sm rockjpg
Page L4
Cell4A West Dike 08-07jpg
Cell4A with water truck 08-07jpg
Page 15
Roberts Pond 08-07 note sediment buildupjpg
Quick Check List for Tom Rushing at DUSA:
Concernins Cell 4A Relinins Proiect
Date & general conditions: 7118107,8:36 A.M., Sunny and Hot (mid 90's .F.)
l. Status of the Geosynthetic Clay Liner (GCL) hydration test pad:
According to Brian K. Libby, Project Manager, Comanco, Test samples were taken
on 7/10/07 and 7/18/07. The 7/10/07 sample failed. The 7/18/07 sample was sent to
Geosyntec labs but it was reported that the test would likely also fail.
While on site, the Geosyntec Consultants QNQC manager, Brent Barbacane, 8.7.,
directed the removal of the GCL and top liner for the previous sample try and installed a new
GCL under the existing liner. Prior to installing the top liner the GCL was sprayed with 25+
gallons of water.
a. Is the test pad located away from the toe of the slope and preclude storm water run-on
from effecting the hydration of the test pad?
Yes, A photo is attached with the test pad location.
b. Last hydration testing results = _7o, or1 _ ,2007 .
Hydration tests have failed. No hydration test results were available at the time of the
inspection.
c. Does the site qa manager have a copy of the Revised GCL Demonstration Work Plan
(by GeoSyntec Consultants dated 27 March2007)?
Bian Libby reported that he did not have a copy of the work plan in his possession. He
reported that a copy of the plan was available locally.
2. Is there a contractor site superintendent on site?
The contractor site superintendent was reported to be Rob Richardson. It was reported
that he was currently in a bulldozer working on vegetation removal in the cell-
3. Is there a consultant qalqc manager on site?
Yes, Brent Barbacane, 8.7., Geosyntec Consultants
4- Does the above superintendent and the qa manager have copies of the approved
revised plans, technical specifications, and construction qa plan (by GeoSyntec
Consultants dated June 2001)?
It was reported that they both had copies of the revised plan located locally but not on
site.
5. Please write all your observations and input from others regarding the current
construction activities, especially the earthwork processes and soil testing being
performed:
It was reported that currently the vegetation was being stripped from the cell interior
banks. The company will then move to fine grading followed by cut &fill and trenching.
A copy of the construction schedule prepared by Comanco was provided (attached.) This
schedule includes a run down of the current construction schedule. It was reported that
the schedule currently changes every couple of weeks.
Updates on the hydration test pad are included in #1.
6. Misc. other observations/conditions:
Previous GCL test material, used for first two tests, was removed while on site.
7. Updated construction schedule for GCL and HDPE liner installation.
See attached construction schedule.
Page I of I
White Mesa Cell4
Hydration Pad Test
Photo Pages
White Mesa Cell4A Relining Project
Inspection Date, 7 I l8l 07
Photos
Cell4
White Mesa Cell4
Hydration Pad Test
Photo Pages
WSre:
Cell4 Berm, Currently in Process of Vegetation Removal
Cell4 Hydration Pad in Pond, Mid Picture White Area
White Mesa Cell4
Hydration Pad Test
Photo Pages I
$HI-'H*d. i--.,-ri ,j:t
Cell4 Hydration Test Pad, removal ofprevious failed GCL
Install of new GCL under existing cover
White Mesa Cell4
Hydration Pad Test
Photo Pages
Wetting the GCL before reinstalling cover, 25+ gallons of water
A
:::-?-iI**lbtii':{sEacr*rE-i -+.*ii.-' '#; ^ - -*.* i."Fl
Preparing to reinstall cover
White Mesa Cell4
Hydration Pad Test
Photo Pages
,
Preparing to reinstall cover, note water on GCL
White Mesa Cell4
Hydration Pad Test
Photo Pages
Reinstalling Sandbag Weights
o
Ouick Check List for D. Henderson & P. Goble at DUSA:
Date & general conditions:
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1. Status of the Geosynthetic Clay Liner (GCL) hydration test pad: W'
2.
J.
4.
Work Plan? Please obtain copy _
-
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ls there a contractor site superintenqent on site? Bryan Libby?' Y'o)" ^l b,n t,rhl,rffoS,tf
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Please write all your observations and input from others regarding the current construction
activities, especially the earthwork processes and soil testing being performed:
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a. Is there more than one teFt pad? Where are they located? I
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GARY HERBERT
Lieutenant Goverrutr
State of Utah
Department of
Environmental Quality
Richard W. Sprott
Acting Executive Director
DTVISION OF RADIATION
CONTROL
Dane L. Finerfrock
Director
Iune 25,2OOl
Ron F. Hochstein
President and C.O.O.
Denison Mines (USA) Corp.(DUSA)
1050 lTth Street, Suite 950
Denver, CO 80265
Dear Mr. Hochstein:
SUBJECT: White Mesa Uranium Mill, Blanding, Utah
Cell 44' Relining Project
Design Approval
On June 22,2007 we received a final submittal from Mr. Harold Roberts of DUSA via email
regarding the above project. The submittal was a revision to all the project drawings. These
drawings also incorporated an earlier drawing submittal made June 19, 2007 of an acceptable
sandbag filter design, to be used for covering the strip drains at the bottom of cell.
The initial Cell 4A Lining System Design Report was submitted by letter to the Division dated
January 31,2006. A completeness review of this initial report was performed by the Division,
through its consultant, URS Corp. Thereafter, seven separate interrogatory documents to DUSA
regarding the project were identified and similarly developed.
The plans, specifications and other documents for the project were in most cases prepared by
Geosyntec Consultants for DUSA. A summary of the current relevant design documents for the
project are listed in the enclosed table dated June 25, 2007 provided by URS Corp.
The final plans, specifications and other applicable documents as submitted, appear to comply
with the Utah Radiation Control Rules (R313, Utah Administrative Code). A design approval
for these facilities is issued subject to the conditions stated below:
l. Any substantive revisions or modifications to the approved plans and specifications,
relevant design documents referenced in the attachment, construction procedures or
equipment, including those necessary to meet future Ground Water Discharge Permit
168 North 1950 West. PO Box 144850. Salt t-rke City, UT 841 l4-4850. phone [phone]. fax [phone]
T.D.D. (801) 536-Ml4 . www.deq.utah.gov
Mr. Ron F. Hochstern
Cell 4,A. Relining Project
Design Approval Letter
Page 2
requirements, must be submitted for review and Executive Secretary approval, before the
construction or implementation thereof.
2. The new facilities may not be placed in service, until after:
a. The current Ground Water Discharge Permit has been modified, opened to public
comment, comments resolved, then re-issued.
b. An updated surety cost estimate for reclamation and decommissioning for the new
facilities, including necessary environmental closure monitoring during the
reclamation and decommissioning of Cell 4,A,, has been submitted and approved.
c. A corresponding amount for the above has been added to the surety financial
instrument and approved by the Division of Radiation Control (DRC).
d. The Division has made a final inspection, and has authorizedin writing to place the
constructed facilities in service.
3. Prior to final DRC inspection, an operation and maintenance (O&M) manual for the new
facilities must be submitted and approved. The manual must include, but not be limited to:
a. Essential operation and maintenance procedures for the new facilities. This shall
include, e.g. important operational sequences, transporting methods, equipment
operation, maintenance, safety, and emergency procedures.
b. The proper operation, monitoring, and evaluation of:
(1). the leak detection system,
(2). the slimes drainage system, and
(3). the freeboard limits on the dikes.
c. Actions for successful prevention of pond overflow. Planned effort must be made
to properly manage and apply volume inventory controls to prevent overflow
events from occurring. These efforts must be described in the operations and
maintenance manual.
4. As discussed in the DRC letter to DUSA dated May 2,2007, DUSA must complete the
GCL hydration demonstration project. DUSA may not begin the use of the cell until the
new liner GCL hydration level is at a minimum of 140 percent.
5. DUSA acknowledges that constructing any facilities under this design approval without
first receiving a Ground Water Discharge Permit presents a risk, as the permit could
require additional modifications to the facilities constructed under this approval.
6. DUSA will provide the design, construction, quality assurance/quality control, and all
other project management or supervision to ensure compliance with the approved plans
and specifications. Prior to final DRC inspection, DUSA will submit a final As-Built
Report. The report will include a set of record drawings of the completed construction as
well as a written certification by a Registered Professional Engineer licensed to practice in
the state of Utah, attesting that the newly constructed facilities meet the requirements of
the approved plans and specifications.
Mr. Ron F. Hochstein
Cell 44. Relining Project
Design Approval Letter
Page 3
7. This Design Approval will expire one year from the issue date above, unless substantial
progress is made in constructing the approved facilities, or plans and specifications are
submitted and this Approval is reissued. This provision allows the Division to administer
the re-issuance of approvals based on the current best available technology (BAT). This
Approval does not constitute any waiver to comply with other applicable local
requirements.
General Project Descripti on :
This project is for relining former existing tailings Cell No. 4A, at the White Mesa Uranium Mill.
The mill is located in south central San Juan County, approximately six miles south of Blanding,
Utah, on U.S. Highway l9l. The newly relined cell is to receive processed milled tailings from
the White Mesa Uranium Mill.
The primary design criteria for this project is Utah Administrative Code, Rule R313-24, titled
Uranium Mills and Source Material Mill Tailings Disposal Facility Requiremerzrs, which includes
by reference appropriate sections of 10 CFR 40, titled, Domestic Licensing of Source Material,
and 10 CFR 40 Appendix A titled, Criteria Relating to the Operation of Uranium Mills and the
Disposition of Tailings or Wastes Produced by the Extraction or Concentration of Source
Material from Ores Processed Primarily for their Source Material Content.
Detailed review of the various items in the above design criteria can be found in the electronic
record of exchanges of interrogatories, comments and responses between the Division and DUSA.
The goal of the referenced design criteria above is to have long term facility features designed to
be reliably functional for 200 to 1,000-years. Some of this criteria specifically addressed in the
exchanges above include the cell's protection from precipitation, floods, wind, and earthquake
stability.
The cell has dikes above existing adjacent exterior ground on all four sides, and is roughly 46-feet
in depth from the top of the dike to the lowest point on the bottom. The bottom of the cell varies
in depth below the original grade between roughly 25 and 35 feet. The bottom area is about 28
acres. The cell is shaped at the top and bottom as nearly concentric quadrilaterals of varying side
dimensions. According to company estimates, the volumetric capacity of the new cell is roughly
1.6 million cubic yards with a 3-foot freeboard. The bottom of the cell is graded to the southwest,
which is the lowest point in the cell.
The cell lining system consists of, beginning at the bottom, a compacted soil cover over existing
subgrade soils or covering the bedrock, a manufactured geosynthetic clay liner (GCL) which is
O.2-inch bentonite soil centered and stitched between two geotextile layers. The GCL has a
hydraulic conductivity of I X l0 e cm/second and is routinely estimated at l0-foot depth
equivalent to Z-feet of compacted clay liner at I X 10-7 cm/second. The GCL is to be hydrated to
a minimum of 1407o, as that level of hydration and above gives the subsurface maximum
protection from acidic water infiltration through a GCL.
Mr. Ron F. Hochstern
Cell 44, Relining Project
Design Approval Letter
Page 4
As mentioned earlier, in a condition for this approval, a separate demonstration project is required
for the GCL liner. This test is in the bottom of the cell. A specified separate GCL test pad is to be
installed to determine the duration the GCL needs to attain acceptable hydration. The GCL must
attain at least l4O7o hydration prior to bringing the cell into operational status. The GCL is
covered by a 60-mil smooth HDPE liner. Above this liner there will be a geonet grid layer, and
finally, the geonet is covered by another 60-mil smooth HDPE liner.
A leak detection system (LDS) is incorporated into this design by use of a geonet. The geonet
layer will be contiguous throughout the entire cell and anchorage trench. The geonet allows any
leakage through the uppermost liner a flow path to drain down to a sump and leakage monitoring
structure in the southwest corner of the cell.
Slimes drain (SD) collection system. Placed on the top liner, a pipe-like collection system for
conveying drainage from the tailings is to be laid out in a herringbone design on the cell bottom.
SD laterals will connect to a SD 4-inch diameter PVC diagonal header. The laterals are to be
installed at 50-foot centers throughout the cell bottom. These laterals are specified to be "Multi-
Flow Drainage Systems strip-drains." The strip-drains are a prefabricated two-part geo-
composite drain with a polymer drainage strip core surrounded by non-woven filter fabric. These
type drains are used for subsurface water collection. These drains will be ballasted from
movement, and protected from fines plugging by sandbags covering them continuously along the
drains. The sand specified for the bags is specifically designed to filter out fine particles from
plugging the strip drain fabric.
The strip-drains manifold into a central SD header, as the spine of the herringbone design. The
header system consists of a geotextile as a cushion placed on the upper liner then a 4-inch PVC
header pipe surrounded by drain gravel in a triangular window,Z-feet deep and 2-feet wide. The
gravel will be covered by a woven geotextile. The upper geotextile will be ballasted by gravel
bags at lO-feet on-center, both sides.
Both the LDS and SD systems are to convey drainage to a dual, but separate sump system at the
southwest corner of the pond. Each system will have an lS-inch perforated pipe placed
horizontally at the bottom of each sump, surrounded by drainage gravel. Both systems will have
an 18-inch observation pipe or port, rising from the sump pipes at the slope of the embankment to
above the top of the dike in the southwest corner of the cell. The SD sump will have the top of
gravel covered by geo-textile, and the complete lining system below it, whereas the LDS sump
will have the GCL and the lower HDPE below the pipe, and the remaining lining system enclosed
above the sump.
Three 2O-foot wide splash pads will be constructed on the north dike, to allow filling of the cell
with tailings in slurry, without damaging the uppermost HDPE membrane. These pads will
consist of an additional layer of 60-mil HDPE membrane. The pads will extend from the top of
the dike, under the inlet pipe along the top, down the embankment, then five-feet beyond the toe
Mr. Ron F. Hochstein
Cell 4,A. Relining Project
Design Approval Letter
Page 5
of the slope over the upper geomembrane. These splash pads are to protect the upper
geomembrane from scouring by inflowing tailings.
An emergency spillway will be constructed between cell 3 and 4A.. The spillway will be
constructed of 6-inch thick reinforced concrete slabs. The spillway will be a 4-foot deep
trapezoidal channel, with 32-foot tapering length on each side of a 20-foot center section. The
spillway is designed to carry the Probable Maximum Precipitation related flood event. The
spillway is to protect cell 3 from overtopping, during maximum a flood event.
An approved set of the final approved plans, specifications and construction quality assurance
plan should be kept on-site and available for examination and inspections to be conducted by the
Division, or for resolution of any conflicts or discrepancies that may arise during construction or
installation.
DUSA must advise us when the construction begins.
If you have any questions on the above, please contact Mr. Dave Rupp of our staff.
Sincerely,
UTAH RADIATION CONTROL BOARD
Dane L. Finerfrock
Executive Secretary
DLF:LBM:DAR:dT
Enclosure: Summary of Documents
Cc: Greg Cocoran, P.E., GeoSyntec Consulting Engineers
Britt Quinby, P.E., URS Corp.
Southeast Utah District Health Dept.
David Ariotti, DEQ District Engineer, Price, UT
F:\drupp\DUSA\Cell 4A\Design Approval lrtter June 2007

168 North 1950 West • PO Box 144850 • Salt Lake City, UT 84114-4850 • phone [phone] • fax [phone]
T.D.D. [phone] • www.deq.utah.gov
State of Utah

Department of
Environmental Quality
Richard W. Sprott Executive Director DIVISION OF RADIATION CONTROL
Dane L. Finerfrock Director
JON M. HUNTSMAN, JR. Governor GARY HERBERT Lieutenant Governor

MEMORANDUM
TO: FILE (Division of Radiation Control) DRC FROM: David Esser
Division of Radiation Control
DATE: May 21, 2008 SUBJECT: Denison Mine cell 4A – April 29, 2008 Inspection
This memo is a summary of the April 29, 2008 (7:45 am to 11:30 am) ad hoc inspection regarding Denison Mines Cell 4A construction. The Inspection and close out was escorted and held with Denison representatives Dave Turk, and Harold Roberts. Denison representatives asked that the Cell 4A pond construction and approval be review as soon as possible with construction to be
completed in July. It appears that 85% of the primary liner, geo-net to the Cell 4A pond has been
installed, and 40% of the secondary liner has been installed. The inspection on April 29, 2008 was from an engineering stand point. The review looked at: liner, QA/QC and construction drawings, sand bag placement, geo-net, geo-net zip-ties, tie back trench, clay compaction, erosion, fusion and extrusion welding, shear and peal testing machine, records, leak detection system, and material placement. The following is a list of inspection items and inspection notes
with findings and recommendations for future inspections. Please see inspection pictures in the file for additional reference.
1) Liner- All visible liners appeared to look in good condition.
2) QA/QC and Construction drawings – Before the next inspection we need to review the leak detection plans and the requirements for the shear and peel tests. 3) Sand bag placement – Looked good 2 foot spacing or less. 4) Geo-net (drainage net) – Looked good, no holes or big gaps. 5) Geo-net (drainage net) zip ties – Good spacing and placement.
6) Tie back trench – Seemed to fit the plans, width good, and the compaction or sand bags looked good. Needs to be completed on North end. 7) Clay compaction – Look good in the trench (by visual), but inspection report numbers must be looked at later.
Page 2
8) Erosion – Rivulet and gullies in the North end not completed, look at later.
9) Fusion and Extrusion welding – looked good, check paper work for testing results. 10) Shear and Peel testing machine – looked good, check paper work for testing results. 11) Records – On site paper work looked good we need to, check all paperwork at the end of the project.
12) Leak detection system – The Company stated that they were going to change the
constructed leak detection system, so it fit the plans and they failed to build the leak detection system per plan. View the plans and re-inspect at a later date, but the leak detection system needs piping and secondary liner, and the sump location may be incorrect.
13) Material placement – The material placement looked good, and no problems were
witnessed. Look at daily inspection reports at a later date.