ML20128G847
| ML20128G847 | |
| Person / Time | |
|---|---|
| Site: | Waterford  |
| Issue date: | 06/01/1984 |
| From: | Lear G NRC |
| To: | Jeng D, Knight J, Kuo P NRC |
| Shared Package | |
| ML19263A633 | List:
|
| References | |
| FOIA-84-455, FOIA-84-A-56 NUDOCS 8505300331 | |
| Download: ML20128G847 (250) | |
Text
{{#Wiki_filter:_ _ ___ _-._ E, f"% f UNITED STATES S NUCLEAR REGULATORY COMMISSION WASHINGTON,0.C. 20555 Sk/fV
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[ a ; 6fas[s4 BNL'S SUP9(ARY ON WATERFORD 3 BASE MAT (JohnHisUnderstandingat6/27/84 Meeting)
- 1. Cracks on top of the mat were caused most probably by bending moments due to deal load in accordance wiht the computer output cited in the Harstead Engineering Associates (HEA) Reports.
- 2. Diagonal tension failure during SSE is not possible because the computer results in HEA Reports do not indicate such a possibility.
~ 3. BNL reviewed some of the computer output cited in the HEA Reports and,
-based on these computer results, it concluded that the mat is safe. BNL further qualified that its conclusion was based on a presupposition that the mat was properly analyzed and designed by the applicant and reviewed by the staff. Therefore, BNL did not review the issue whether the original analysis and design of the mat was performed properly, neither could it assure that the computer result of both Ebasco and HEA was sufficiently adequate for engineering purpose. On the contrary, BNL believed that the models used in the computer codes by both Ebasco and HEA had violated the " rule of thumb."
- 4. BNL acknowledged that it had received J. Chen's report (uneven settle-
~ ment) and J. Ma's report (The need for reassessment). However, BNL did l
not take a position whether the uneven settlement issue in Chen's report ds significant enough to' warrant a reassessment, and if it was, whether the reassessment in Ma's report is adequate. l Fo f A-94-%S l eIs.39
l By John Ma 6/28/84 WATERFORD 3 BASE MAT ( J.L M a's LlnJerslanJ*ng) { SAFE Ji/28/83 Ma's Affidavit
/
BASES n s I ANALYSES & DESIGN CONSTRUCTION FOUNDATION S0IL Ma's Affidavit Collins Letter 7 Q & A No. 7 h Pichumani's Affadivit n /zg/g3
- Why is it good and how good?
- 1. (Mathematic) Analysis Q.A.
procedures are adequate. Allegations
- 2. The design of reinforcing bar for bending and shear are adequate.
New Information on uneven -Chen's Report d V- settlements of foundation April 1984
.. soil.
*' HOT EnouGN -- ~
*---~- S'THE ORIGINAL ANALYSIS AND DESIGN STILL ADEQUATE?
4 REASSEMENT
- 1. Q. A. problems have been resolved by Shao and Philleo.
- 2. Bending seems to be not a problem because of the surplus bending moment capacity in the original design.
- 3. Shear (diagonal tension) failure is not possible at operating load conditions, because shear reinforcing bars alone can provide the resistance. However, no sufficient evidence to preclude a diagonal tension failure during SSE.
- 4. Localized diagonal tension cracking may be present. It is also possible some of the diagonal tension cracks have joined the cracks due to bending near the top and bottom of the mat. This type of through crack would permit the ground water,under hydrostatic pressure, to seep up through the mat. Uneven settlement analysis results will. contricute.. analytically to the understanding whether diagonal tension cracking could have occurred. Non-destructrive testing can actually detect and locate the major diagonal tension cracks, if they exist.
- 5. If major diagonal tension cracks are detected, they can be tightened by providing localized prestressed tendons to supplement the needed diagonal tension capacity.
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1 Request for, Additional Information l Waterford NPP - Geotechnical Engineering (Note: No.2 through 5 are confirmatory)
- 1. Are there any additional loads (dead or live) to be added on th'e foundation mat? Indicate magnitude and distribution of these loads.
- 2. Based.on the construction records (NCR W3-5997.), the foundation soils and shell filter appear to have experienced quite 'a few construction difficulties, i.e., standing water in the excavation, mud spurts during compaction, " liquefaction", over-compaction, slope cave-ins, and variable degrees of compaction of the shell filter strips.
' (h) Assess the effects of those factors on the differential settlement, cracking, and leaking of the mat.
(b) Also analyze the shear stress developed in the foundation mat as a result of mat settlement effect. .. ! 3. During the shell placement of the eastern half of strip #2, mud was
- . reported to have come through the shell blanket in numerous spots.
This~ appears to indicate that the function e f the filter cloth is - compromised. Evaluate the situation and determine the effects on the support of the mat over affected foundation soils. t
- 4. Settlement records (drawings SK 1564-1510 G-14.1 thru 4) show that at heave points H2 through H4 the foundation soils rebounded about 6 inches l while at heave points H1 and H5 the foundations rebounded about 11 inches during excavation and dewatering. However, when the nuclear island was constructed at the have point H1, the foundation settled the same amount as its rebound, while at heave points H2 thru H4, the foundation settled 3 to 4 inches more than they rebounded.
~ ~
Fo IA T U ! 6 l S. V
= j,+. . I Since the . final structural loads on the foundation are the same as the replaced soil loads, explain how settlements greater than the rebound values.could take place.
- 5. ~
Based on the results of groundwater monitoring (drawings SK 1564 - 15.10 G-14.{ thru 4), the groundwater level is affected by the fluctuation ~ of the Mississippi River, probably in the range of 10 to 20 feet. This change in the groundwater level will affect the " floating mat" and the differential settlements on the mat.
~
As'sess the effects of groundwatTF fTuctdati'od'dn'the present 'and future - differential settlement of the mat. t e 4 4 W e *
,, , .,e..
o l of: Coucecic Cdsck/N4 tsu ru e l k sc M ir7-WATERFORD NO. 3 hopy 7' C #f N',. Geo7rcitaten c fiv'4/MEER &fA
- 1. INTRODUCTION I .
~
. The safety class' structures at Waterford are supported on a continuous
. mat 270 feet wide, 380 . feet long and 12 feet th e mat has been designed and constructed using the " compensated" or " floating" foundation
',. concept in which the applied loads on the foundation soil, the Pleistocene,
- clay, have been controlled so that'the effective insitu stresses remain
"'~ .
essentially the' same as the stresses existing before construction. In this
~
way, the overall settlements of the faundation soil are controlled. In July 1977, a number of east-west oriented cracks were discovered at wit /an t-fre rinya// for (. Rsf . I t + ) the top of the matyn::th-the containment structureg Wee
' p<st ping water was reported to be low and n:t :::;;h t f: a 1 :n L 4 enough to show the . -
cracks and to moisten surrounding concrete." Epoxy grout was used to seal. the r i" A// all the observed cracks in the mat inside,th: ::.].l.:! ent r+-"-+"-e. - c .,,et reporteA in /977 ) In May 1983, new cracks3and acccupanying weeping water were discovered in ceq.>> - the base mat outside the containment structureg Some of those cracks were to f c lean, M A , fasus 1 CHE N ) foundy extendi!d) to vertical walls by an NRC investigation team 1n 3 March, 1984, a nd f* "'fN'l T Y'" "Il' ' l
~
-.-y This rep)rt summarizes o4 0 p,4.et the results fAs y**Y*c/r > iceof /NRC's geet3J..;W
*";in<wI"
- re/*f&e.3;.ieu ;.,i C evaluation g :.he causes#which may be responsi' de for the observed 3hg (?-
#. y cracking, ". ! : rep rt, i:. Md-errer tg) present foundation conditions
>;. ' an nticipated future behavior of the mat. 7~4e se,4rur[cc ern/tN"ns av>R sij s e icant sor'l cdara.cterisNe s ware pre. rented i y fy + ar.l,pa su ~...,.a.,,. ne . -, ,i, - . n,-
Sef we n c.c we s presa,, fag in g,j,._ ,,,,y, 01,4.,- c bres,i- +M~./, rA -. ~ 4m4 -e ^! *rc ~we.J ' ' ^ ^ ' '
. . ~. ,
-4 concrete mat was poured in 28 separate blocks December 1975 U to 19
~ Each block had a' thickness abou < feet and an area which varied from 0 to 5000 square f ' . The construction of the . super-stru'eture was start 977 with all concrete work completed in December 1980.
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~ .
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Backfi material of clean sand, was placed below
+17 around the i
ear plant, island str'ucture from August 1976 to 0ctober 1978. } EVALUATION G The plant was desig' ned to give a net reduction',' by about 200 psf, of the applied effective soil loading at foundation(EL. -49 ft. ) ' l level.
.- . - s Before construction f
(. l . began, the initial effective overburden pressure at foundation. level aos t \ was.3300 psf; after construction was completed the final effective static - there is *** pototie / for sthhc bent!"l fallare end loading of the plant and backfill was 3100 psf. Therefore, he future bdd g settlement of the completed planth ~s be negligible. M* r** saiw.~ % . .a,a rht eA< wa~n,ey ,, sa, g s Ab%f, a *'e,,sje na ~/ wor *"ove" ~ t.: Jue 16 f r**" f--?irr f /#c her % , l . During construction, the insitu vertical stresses were controlled by IV lowe' ring the groundwater level simultaneously with the excavat$ of
- soils. The lowering of the groundwater level would give an increase in effective overburden pressure which compensated for the soil removed, t
Later as structural loads were applied, the groundwater level was raised - to reduce the effective overburden pressure and compensate for the - structural . loading. By this technique, the differential settlement of the foundation, soil would be reduced and its effects on structures wou.1d
~
be minimized. .
. The construction procedures are generally sound.
. However, the control '
C
' -n._:i . of insitd%ertical effective stresses and groundwater levels was quite
'N.3 .
. .t;. ' difficult because off the subsurface soil conditions. Numerous construc-
-s-A s ~. e.gf.mt.si v rt/s~ cr wh
. .: - tion difficulties, enc'ountered during construction, may have contributed 3
4 directly or indirectly to the observed cracking of the foundation mat.. Those ' construction problems included: - i.
.v. .
. a) Dewatering g g., y . ,g . .2 (Faf /)
As discussed in
- (:).:b;;,' thnips' of the dewatering wells were located at E1. -40 ft., in the recent alluvium stratum, for shallow- <
wells and ai! El. -95 ft, in the silty' sand layer, for deep wells. The silty san'd layer is an identified aquifer'at the s' ite. Because of the very low permeability of the upper Pleistocene clay,'those wells did not completely lower the groundwater level in the foundatio75 ~
' soils to below El. -48, as evidenced by some of the piezametric reangs l.ocally," those high groundwater conditons' appear to have caused soil
~
disturbance, mud spirt, standing water in some ar a of the excavation (, . .t" y and difficulties in compaction of the s' hell blan t.
. 3_. . .a .
.b)
' Variable foundation soil conditions: -
.. . The foundation mat was. founded-orr the-upper Pleistocene clay. These clays were considered to be fairly uniform and over-consolidated in the design and construction of the tR*f.f) matg However, within the boundary of the foundation mat, the permeability and the compressibility of the clay layer varied significantly from one location to another as evid-D O
.g. . \
.. .s . . .
enced the results of the piezametric and heav,e monitoring during J
.cR 6) const tiog The measured h[ ave at various location was 2 to 4 .
+ times the anticipated maximum heave used in the mat design; this
~.
indicates that the differential settlements of the matFid 6-Jet =g e.,,.strecho
. Cs a oa ins.<eet ., frees a ,,, it se y,,,.cpeaQ greater than anticipatea. - - -
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' c) Variable degrees of ccupaction in the six shell filter strips:
~
$ 4e+m *w The compaction procedures were selected based on the regults of a cancM*H
. ALo N Ref.T )
- g . . . . . . . .
test fill pr(ogram,.However, due to the variability of the supporting &M*
%w. soil and groundwater conditions, the degree of compaction in these . .*
- hell filter strips varied widely, from 80 to 98 percent. (A*f*E)
Filter A y . strip number'1., 97.5 feet long 'and '270 feet wide, was compacted to V [ an average of 95 percent. Filter strip number 2, 58.5 feet long and
.k n .
4 located immediately north of strip number 1, was compacted to an
@% c 6 j average of 80 percent. Shell filter was placed in standing water 2g
.g 3 'in the west half of strip number 2. A mud spurt area of about 120 sq.
g'[ g ft. occurred in strip number 2 during ccupaction. Filter strip .
.3 9 7# number 4, 48.5 feet long, was compacted to 98 percent. *
.V ,
'%4p-z [ui. N fghse sip a variable degrees of shell compac ion reflect the condition of the
. 9,a a m ,..a.a ya ~ .p. . s.,a f.w., .mp . .
~-
foundation soilsgSettlements of tge mat d,ue to uniform structural
?
N V u k w (uuh d. led > _, y loaas wouTgvary " go.r_tedWlu '1 q.g strip number 2 wou
,f- [ strip number 1 while strip number 4 would settle less. Thus, differen-
- 5'
' Y tial settlements would be experienced by structures founded over K f$'differentstrips.
% wiA vari'a ble soil trY*rtie.s y&
. , g The resulting differential settlement may induce
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bending stresses in the mathod-t ) sDeast-west oriented cracking in At Q
. .t. . . .
the foundation mat. " 2- d .I - I ~' " ' - '
- q. .. .
. n.
v.- d) Foundatiion mat construction: .' - fpem Dseir be y 19 7.7 /* i476 Q. l,. dt::::M " Mr}, the foun tion mat wcs, constructed in 28 blocks L. ~'-~ ' with a thickness of 12 feet and an area which varied from 2000 to 500 square feet. - The load due to pouring of the first block of concrete - ' i- - u> .. caused an immediate settlement about'.3/4 of an inch and, later, some . i Ref,.AJ. .. . . . . . - - additional consolidation settlementg When the second and third . b1'ocks were-pour,ed adjacent tb the first block, differentia 1' settle-ments 'between the blocks were observed. This type of settlement pattern occurred, for all later constructed blocks. These differential. - settlement may have induced some residual stresses in the concrete . uk. end W may 4e have 4 &caused 4 / concre stri ?' _ ne enauf,jdyp
- 3 crackingy oy -
g c,ned rt.4 =/res ' andaA ouabt . b eyR ferden kau}t. e) Significant hydr: static pressure change:' During the cons' truc' tion of the concrete mat and superstructures, the
.. groundwater levels were changed significantly three times, ranging '
tR .G) from 20 to 30 fe These changes in hydrostatic pressure changed . the effective stresses in the . foundation soils and caused movementse of the foundation-soils and the concrete mat. Because of the non-L uniform na'ture of the foundation soils, differential movements within L . - the mat would be expected. These differential movements may have ' ' ~ induced strain in the concrete when it was still in the process of i " ' P b NNA-
~
. curing) C. W
}M
Z - h Yfl _g_ The, which, plant foundationw~g de in WateAdesign,las h> thetherm
" compensated" foundation '
j sound one'. the cracksfin the foundation g mat appear to h . he iffe degre'e,py b tial settlements N experienced and .to a les superstructure lo@adsAwere' applied during The const differential settlements were caused mainly by the variable , w high ground' ater levels, h the variable canpaction of the shell
' ,QN strips and[ete mat construction proceduk The hydrostatic pre
# u E ' changes, affecting the effective stress state in supportin soils, may j .. .. . . . . . -
b f have flowever aggravated
, t/scre the growth of the cracks after the mat was com I
frees *we c4 kl.2%.eefec.fr -~ hfferentialseffle>.es ~tan
,f g"rc.a
' was$p ai . constnafron.,y:e.
. .. s=t(Aarre
- a. . , . .
f 'C sit, n a D P' 't :r --- t:d" d:. .r Howey e /! e e h s 5 1 5 ,o f *" W'
. 1 'nfinIfortpsy .
.g
. (he cracks discovered in,1983 andhertical 1
wall cracks discovered in 1984 *sgem pto cindicate that the m foundation mat and the growths of the cracks are continui y The current #
. co,.f.;rw ed.
4 M '" ([a [ r settlementM monitoring that theWe t.ts tu hUMac, programprihd ma'tyu1Bjmove in conjunction with fluctuation of ground
- n Li Lam..:.tkr. ' .di::tir f' 4 levels. gut-the scope and the accuracy of the current c program /
s p are not i
- h. r ' sufficient to provide accurate information to assess and rela
.. .. - ual * .h, gs.- differential settlements to the growths of the cracks in the mat Iensitive -l- .
g .. . measurements are essential to d'ete'rmint the futu mat V. Y g WW.W % fuAU t. no M U. b ' Q [f V J *
%3dr g Q4g pt-,Mg1%T*D eM he scope of the current. monitoring program should be expande 7* s%
more accurate infomation about the differential f,.t_t).enents in the mat io p a// . - and about the precise growth ofg:,,fmMa*Ao*wa>XD ;r.d el cracks.
- Ihe'more accurate
- h. %
-,-"#^' _ _ , .-. . - - -
-g-I
. i, .' '
differential settlement monitoring can be achieved by installing additional
- .d 7 . monitoring c.w poiiits.on c w ~the n.,su mat wit,h~. increa0s ' monitoring j accu 4
[-lQ
..~.. added pointsp be located on the outside walls of the mat. The crack monitoring program Erhould provide information about the devel pnent of eenc newcracksandy& propagation of-th gecks; y~,4t:t% ' 11y, 'y whose cracks -
J l c ,+ , that extend to the vertical wa11s}m gwn.M* s7:ousa ce monitored. ' Leachate n the
! ' cracks'should be cleaned out to. expose the cracks.
Brass pins or other -
~
~
. means should be "used to ^ identify the~ extent and progression,of the cracks.
- u.tl d c M N b N k w .U L. h g a y n'j e [ . 6 V A A. I- .
.3. S.' CONCLOSION AND RECOMMENDATION 2- t BasedCon the infonnation reviewed t:tgand such other matters as in
_ nunir
~~
our .fudgement are pertinent, it is concluded that: Q)
'I L .t.d.&s,4hlo h ?IfnT4h i dd.cMj
. 4.
ing / M l
.3- .f Qfg &f"f'-h f a). The plant, foundation $ sign, the "compen%ted" foundation concept is f,E N
sound and acceptable. E 4'^'"1 **f'*c' d # "#
~
~ 7~.k 4* 4 gj,,,
tAif bre rstue>.ed r*r ,,}b'yi4Ar. g ) 5 c r gT A-k, b) 'The cracks in the foundaton mat and structural walls" n # - 3(g-
-.p or further gravated 4 14[
;;ir.; caused by3 differential settlementj that occurred mainly during /
constructios$.
\
l ,
- c) These differential settlements resulted from complicated soil conditions,\ i high groundwater levels', compaction of shell filter strips and 4, 7
, t concrete.bloca construction proceduresa Wr: ,
4q
.e e i < w.
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y d 'al,W Q ubW P# M
n p yd . y,, .,i .s.- aA se. .t g
<..>.LJac te at f/.<s-s d) hH vements of the foundation ma]and the growth of theg cra 4N
. i.~ '
- ];
- continue y 40 On IMP.\ M
- W A t % %. ?
afj, Lewiel sie ni::te" laval flhciP
-=e=
*nma mavamaat of th -
, b deth; it.
):
' E () In n.1oorder ee to examine and evaluate the future perfomance of the foun a./e=> </g s+= f'J : ^p , ' ! : ,1 -
tio .. it is recommended 3 E that the culrr,ent monitoring
~
to enable more accurate measuremerfts of diffe'rential settlem
, crack growths.
I ,All prominent cracks should be mapped and included in
. the program. '
~
l 1, m l yA ware gy/9 rA c. D f" oy ) J.se: refirra.A. ave.lcisA -- s'*' l i'yb de ris. cr>< sfruc Ha n s 5 be fErf*'"*A b f['&>rSikr>~s,/ ' Nar i,,a the seS g - ~ -1. affaas a f JQ<ag;gynw-ff
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kQy%gl'r3Wd?%g+ay'yy A y p rffe y e l - ue e #praPW c # ""'. & p W 4k
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s , .* , ..' . 14UISIANA POWER AND LIGHT COMPANY
'WATERFORD STEAM ELECTRIC STATION - UNIT NO. 3 RECHARGE PROGRA_M .
I. INTRODUCTION
.P Waterford Nuclear Unit No. 3 is founded in the upper stratum of the Pleistocene Formation. The Nuclear Plant Island foundation is designed according to a
" Floating Foundation" principle, that is, it is designed to have sufficient buoyancy to maintain soil pressures beneath the mat which are slightly less'than the overburden pressure prior to the start of construction. -
l Initially, the construction area was dewatered and an excavation for the Category I structural mat was cut 60 feet below grade. Staged construction of the Category I mat and structures founded on the mat were incorporated in such a i manner that stresses are relatively evenly distributed over the entire mat. The excavation of the Recent deposits and upper Pleistocene formation soils for placement of the coc:non mat resulted in elastic rebound and heave of the final . exposed clays. During the initial concrete construction phase, effective soil pressures are allowed to increase to a maximum of 4500 psf to aid in the recom- 4 pression of those soils and to eliminate long term settlement and differential 4 gm settlement considerations af ter the completion of construction. The maximum allowable differential stress across the mat is 1000 psf. As the effective pressure beneath the mat appreaches 4500 paf, the compacted sand backfill around the Nuclear Plant Island is saturated in stages to achieve buoyancy , under the common structure and permit the application of additional total load. l Ground water , levels, and hence the buoyancy, are controlled by a series of shallow and deep ejector wells around the perimeter of the excavation,12 pumped relief-wells located inside the excavation, and 12 recharge wells located adjacent to the mat. N The purpose of this program is to establish the basic criteria regarding recharge i and to outline a staged program for recharging the foundation soils so as to . achieve the desired recompression of foundation soils, buoyancy and loading effects during construction. ' II. CRITERIA The " Floating Foundation" principle is based on a balance of soil pressures by the
- successful manipulation of those pressures during construction. Recharge is an integral part of the construction procedure, therefore, criteria must be adhered to during the sequence of the work. The following criteria were established to aid in achieving the desired effects during recharge of the foundation soils:
(1) A primary objective during the early phases of construction is to recompress the clays upon which the mat is founded. Most if not all of this recompression is designed to take place prior po o p -tM-45f El5.43
~2-
,o-
, to'the installation of the large steam lines or other significant embedded systems which are sensitive to excessive differential movement.
(2) To achieve recompression, soil pressures are maintained in excess of the original overburden pressure but below the maximum allowable soil stress. (3) Buoyancy in terms of water table uplift, will be allowed on the combined Category I structure in increments of approximately 500 psf. (4) Control of water levels and hence buoyancy around the plant island will be contr.olled th. rough effective use of the l- ~ perimeter ejector system, the recharge wells, and the pumped . relief wells. (5) Continuous monitoring of all foundation and excavation . , instrumentation and of mat settlement is required. III. PREPARATIONS FOR RECHARGE . Prior to the start of Recharge Program certain steps must be taken to insure the integrity of the dewatering system and the instrumentation. In addition, , 'some modifications to the dewatering system may be required in the south end. of the excavation around ine Turbine Building.- The precautionary measures and modifications required are outlined below: (1) Instrumentation 'all heave points, exposed piezameters, and inclinometers must be protected with sufficient barricades to guard against construction damage,' particularly during the 3 early phases of recharge when continuous records are v' ital.
. Any instrumentation that is bent, broken or otherwise destroyed must be replaced immediately. When heave points are extended during backfilling operations, they shall be surveyed immediately 1
before.and immediately after they are extended to provide con-tinuous records. (2) Perimeter Dewatering System - initially, a complete survey must be performed on the deep ejector well system to determine the ! condition of each well, the amount of water pumped into and out of each well, and the efficiency of each well. This information is required to determine which wells are working properly and how the deep ejector wells will be throttled down during recharge. If any deep ejector wells are out of service, and it is determined that their use is required to effect a controlled release of the dewatering system, they shall be replaced or repaired as required to gain control of piezometric pressures. Satisfactory performance of the deep ejector well system is essential, since initially it will provide the primary control of pierometric pressures in the deep aquifers. Note: 'Even af ter all perimeter ejector wells have been completel'y
' shut off, the system shall be maintained in the event it is required as an emergency standby dewatering system.
I
~ , - - . . , - , - - - - - - + - . . . - - , - - - - - - - - - - - - , - - - - - - -
i; . (3). Pumped Relief _ Wells (PRW) - the existing pumped relief wells j on the north, east and west sides 'of the Nuclear Plant Island . will be utilized throughout the Recharge Program. Heavy dependence will be placed on their continuing performance, hence, the following precautions must be taken regardin.g the PRW's: - c a. All PRW's (including the electrical supply) must be adequately protected against construction damage. < b. PRU discharge hoses must' extend into ditches or sumps,
- c. PRW discharge hoses must be adequately protected against l equipment or material sitting on the hose and blocking flow.
~
i (4) Recharge Wells - the ' recharge wells will be used as required to - L stabilize buoyancy pressures (uplift) on the bottom of the common mat. The upper aquifers and the backfill may~ be charged by pumping water into the recharge wells. All recharge wells must ' be adequately protected against construction damage in a manner similar to the PRW's. (5) Dewatering System Modifications - in' order to facilitate timely construction of the Turbine Building and at the same time maintain control of ground water levels in the excavation, special considerations must be made concerning PRW's No.10 and 11.
, Various options are available: " , a.. Option 1 - Extend PRW's No. 10 and 11 through the Turbine
- . , Building area. The PRW's do not inoerfere with any foundacions or equipment,-but may present some inconvenience working around them. Also, they are vulnerable to construction damage.
- b. Option 2 - Convert the recharge wells on the south ' side of the RAB to pumped relief wells and abandon existing PRW's No.10 and 11. This would eliminate the availability of recharging l
while pumping on the south end of the excavation, l c. Option 3 - Utilize'some combination of options 1 and 2. . This l is the most likely and practical option assuming a qualified
' engineer cognizant of the design intent is on site to monitor and interpret all findings. Option 3 would of necessity -
provide a flexible and changing program. I i The decision regarding modification of the devatering sy' stem on the south and of the excavation will be made based on monitoring and observations 1 during Stage II .of the Recharge Program (see Section IV.B). IV. RECHARGE PROGRAM The staged release of the dewatering system (Recharge Program) shall comence during the week beginning October 3, 1977. The objective of the program is to allow the various aquifers presently being pumped to return to their normal piezometric pressures in a controlled operation. The release will be from the deepest aquifer toward the shallowest. The release of the dewatering system shall
~ -.
. m. .
-4 be accomplished as outlined below and shall not be altered from or deviated-from without the approval of the Site Soils Engineer or the New York Supervising Soils Engineer. .
A Soils Engineer shall be available at the site to monitor the initial stages of the Recharge Program and shall make such decisions as necessary to accomplish the desired effects within the established criteria. The results of each step shall be reviewed and analyzed daily by the soils Engineer. The contractor shall not begin any stage of recharge without the approval of the Soils Engineer. The Soils Engineer may accelerate or slow down the Recharge Program as required to coordinate with construction schedule. All steps taken by the Soils Engineer shall be documented. A. StageI-RechargetoElevationI-40 (1) Throttle down sequentially every other deep ejector well around the perimeter dewatering system. The deep ejector wells shall be throttled down sequentially in' alternating quadrants (i.e. shut off one well in the northwest quadrant, then one well in the southeast - quadrant, then one well in the northeast quadrant, and then one well in the southwest quadrant) until groundwater levels stabilize at Elevation -40, or the ejectors are completely shut down. The process shall be repeated with a time lag of 15 minutes between each well shut of f until every other well around the perimeter has been shut off. There shall be a time lag of at least 2 days between the beginning of step (1) and the beginning of step (2). (2) If groundwater levels are below Elevation -40 upon completion of step (1), throttle down the remaining deep ejector wells
- in the l
perimeter dewatering system (with the exception of those deep ejector wells around the 500 KV Transmission Tower) using the same alternating sequence and time lag outlined in Paragraph IV.A(1) above until the piezometric levels are stabilized at approximately Elevation -40, or until all of the deep ejector wells have been shut off. There shall be a time lag of at least one week between the beginning of step (2) and l the beginning of step (3) . I (3) As determined by the Engineer, shut off or throttle down every other shallow ejector well around the perimeter dewatering system. The same sequential shutdown and thne lag as used for the deep ejector wells shall be used in shutting down the shallow wells. At least one-half of the shallow wells must remain on for slope stability around the l ' excavation until all backfill is completed to Elevation +5. The initial stage of the Recharge Program shall be carefully monitored as follows:
- a. All Piezometers - read twice a day separated by period of at least 6 hours for 2 days, then once each day for 5 days.
- b. Hpave Points - read once each day for one week.
- c. Inclinometers, Extensometers and Mat Settlement Points - re'ad as normal.
The complete shut down of the deep ejectdr. system and one-half of the s, hallow [ N '
, , _3 ejector system or recharging to Elevation -40 shall c:nstitut5 th3 completion of Stage I of the Recharge Program. If at any time, in the opinion of the Soils Engineer, the desired effects are not being accomplished, he shall take such steps as necessary to control ground-water levels. The shallow ejector wells will not be throttled down or shut of f unless required, as determined by the monitoring. program.
B. Stage II - Recharge to Elevation -32 Upon review of Stage I recharging and stabilization of the piezometers and foundation response to recharging, the Engineer shall initiate Stage II of the Recharge Program. (1) Recharge to Elevation -32 shall be accomplished by continued sequential throttling down of the perimeter deep ejector wells as outlined in Stage I. Throttling down shall continue until piezometric pressures beneath the mat either stabilize at Elevation
-32 or until all deep ejector wells have been completely shut off.
Monitoring shall continue as outlined in Stage I above. There shall be a minimum time lag of at least oneweek between the start of step (1) and the start of step (2) .during the second stage of recharge. (2) If required, as determined by piezometric levels and foundation response, PRW pumps shall be either throttled or raised inside the well casings in 10 foot intervals and in alternating sequence until
- all piezameters indicate groundwater levels stabilized at the -32 elevation or ,until the pumps are at Elevation -40. There shall be a
- minimum 72 hour time lug between each interval of raising or throttle setting of the pumps. There shall be a time lag of at least one week following the completion of step (2) before initiating any further
~
actions. c (3) If groundwater levels are still below the Elevation -32 level and the pumps are raised to -40, an alternating sequential shut-down of PRW's as directed by the Soils Engineer shall commence to bring ground-water levels to the desired elevation. Monitoring shall continue as outlined below. . Once the Recharge Program incorporates the PRN's, monitoring shall be as follows: , a." All Piezometers - read a minimum every 6 hours for 2 days, then
- once each day for 5 days or until piezometers are stabilized.
. b. Heave Points - read once each day until one week af ter pumps cea last adjusted. ,
- c. Inclinometers, Extensometers and tht Settlement Points - read as normal.
i The St, age II release of the devatering system will provide a basis for the remainder of the Recharge Program. It will be used to determine time lag response of groundwater levels to changes in the dewatering system, and to determine the ef fect the PRW's have in the backfill.
f_
, .. t-C. Stage III - Recharge to Elevation -25 Upon review of Stage II of the Recharge Program and stabilization of the piezometers and foundation response, the Soils Engineer shall initiate Stage
.III of the Recharge Program.
(1) Recharge to Elevation -25 shall be accomplished by continued
- throttling-down and/or raising the PRW pumps, or further shut-down of the PRW's as directed by the Engineer and as required to stabilize piezometric levels at Elevation -25. The ser.uence shall be determined by the results of the second stage of recharge. Monitoring of the devatering system and instrusentation shall be as outlined in Stage II.
D. Stage IV - Recharge to El'evation L18 Upon review of Stage III of the Recharge Program and stabilization of the piezometers and foundation response, the Soils Engineer shall initiate Stage IV of the Recharge Program. There shall be at least one week between the l completion of Stage III and the beginning of Stage IV. (1) Recharge to Elevation -18 shall be accomplished by continued throttling down and/or raising the PRW pumps, or further shut-down of the PRW's as directed by the Engineer and as required to stabilize piezometric levels at Elevation -18. Monitoring of the dewatering system and instrumentation shall be as outlined in Stage II. t E. Stage V - Recharge to Elevation -10 Recharge to Elevation -10 shall not begin prior to completion of .
- construction at the -10 elevation (i.e. the circulating water system,
- etc.). There shall be a minimum of at least one week between the completion
- of Stage IV and the beginning of Stage V of the Recharge' Program.
4 (1) Recharge to Elevation -10 shall be accomplished by further throttling or by raising the PRW pumps and/or further shut-down of the PRW's as required to stabilize piezometric levels ~ at Elevation -10 i Honitoring of the dewatering system and instrumentation shall be as outlined in Stage II. . (2) If required, the Recharge Wells shall be used to charge the upper
- aquifers and the backfill. Use of the Recharge Wells shall be as directed by the Soils Engineer. . ; F. Stage VI - Recharge.to Elevation -3 There shall be a minimum of at least one week between the completion of j Stage V and the beginning of Stage VI of the Recharge Program. Recharge to l Elevation -3.0 shall not be permitted until all backfilling operations are j above Elevation +3.0. When backfill reaches +5.0 elevation the remaining ; shallow ' ejector wells may be shut off as follows:
(1) Shut off the shallow ejector wells sequentially around the perimeter dewatering system in alternating quadrants, as the previous ejector wells were shut down. Monitor the instrumentation as'follows: -
,---------,r n,, w -,---e , m- ,.,--w ,-r-
T -
~
~y.. .
,,,- -7
- a. All Piezometer's 3 o6ce each day for one week. -
- b. Allotherinstru$sentation-readasoutlinedinStageII.
(2) Af ter all shallow ejectors have been shut down for one week or the piezometric levels have stabilized, whichever comes first, the
.PRW pumps shall be raised to stabilize piezometric elevations at Elevation e3. Monitoring of the dewatering system shall be out-lined in Stage II.
. G. Stage VII - Fidai Reiea's'e di Dewatering System I *
- j. There sh'all be a ninfius' of at 16ast one week between the completion of
, Stage VI and' the final release of the dewatering system. Prior to final release of the dewatering system, i.e. shutting down all remaining PRW's and ejector wells, all backfilling must be completed above Elevation
+10. The PRW's shall be shut down as follows:
(1) Shut down PRW's sequedfially in alternating quadrants until all PRW's have been shuf down. Upon completion of the release of the dewatering system all pumps ~ shall be removed from the PRW casing. All piezometeis and heave points shall be monitored daily until trends stabilize as determined by the Soils Engineer.
.- Water levels inside the PRW casings shall be monitored with the
; . piezometers. *
} ' '
(2) All open PRW casings, recharge wells and stand pipe piezometers
- l. away from the commod ma: foundation shall be grouted full fram the bottom up upon completion of the Recharge Program and as
- I,* directed by the Soili Engineer. All grouting operations shall be g fully documented.
j (3) The Soils Engineer shall issue a summary report concerning the i
? release of the dew' ster'ing system and its effect yxt soil stresses.
l I f l i I
- i i
l t
4 .
- b. . . ;
tAnh4eci Strucutral Engineering Evaluation of Concrete Cracking in the Basemat Waterford NPP Unit 3 John Ma, Structural Engineer '
- 1. INTRODUCTION The adequacy of the Waterford Unit 3 foundation base mat in light of the discovery of concrete cracking and water seepage in the mat was assessed and documented in my earlier affidavit.I The adequacy of the same mat is reassessed in light of new information. The new information was obtained from: (a)observationduringaoneday sitevisit,(b)ageotechnicalengineeringstaffreportpreparedby l Dr. J. Chen 2 (c) a report prepared by Mr. R. Philleo3 , and (d)
- data furnished by Ebasco Services, Inc. (Enclosure 1).
In the evaluation, the observation of cracks on concrete surfaces, review of records, and interviews of various individuals during the site visit are described first. The diagonal tension cracking inside the mat is then hypothesized. The adequacy of the analysis - and design methods used for the mat is reexamined in light of the new information. Conclusions and recomendations are finally - stated. ,,
- 2. CRACK OBSERVATION, RECORD REVIEW, AND INTERVIEW I visited the Waterford 3 site on March 27, 1984, and observed cracks on the ring wall and wet cooling tower walls. These cracks had not been mapped or brought to y attention until the March 27, 1984 visit. Some of the cracks were inclined to the vertical axis Fo t A N-v5f 6/S.4Y
4 . (perpendicular to the mat) and were joined by a crack on th,e mat. This type of crack seems to be more complicated and severe than the
- flexural cracks on top of the mat as previously reported.
t At tne site, I also reviewed construction records and interviewed various individuals who participated in the construction of the ! foundation base mat. Based on the review of construction records and interviews. I found that Louisiana Power and Light (LP&L) I
~
quality assurance group did try to make its program a success. Nevertheless, the first three blocks of concrete placement, where major cracks occurred, did have quality control problems. These problems included dropping concrete beyond 5' height at times, using a concrete vibrator improperly and providing insufficient vibration. Also, sledge hammering of reinforcing bars to create openings was practiced unnecessarily thus transmitting shock waves to the concrete below through vertical reinforcing bars. I Such action could lead to cracking concrete or creating voids I around reinforcing bars. Deficiency notes were written for l . . observed cracking and honeycomHeg on concrete surface, and the ! . records showed that the deficiencies were repaired. Action to
- eliminate such deficiencies resulted finally in a stop work order, .
issued b'y LP&L after the concrete placement of the first three E , blocks. When the construction was resumed, quality control was ~ 1 L improved. l
-1% y .-. % - - - - - - w--g ,.
r-w-y-. ,---,.-,--,--.v,, ---m.- -pyg, , -w,,,,,.-.,w .
o
- 3. THE HYPOTHESIS OF DIAGONAL TENSION CRACKING .
The most dominant cracking pattern observed on the top face of the mat is the numerous parallel cracks generally running in the East-West direction. The lengths of these cracking almost extend
. to the entire width of the mat. This type of cracking pattern suggeststhattheone-wayslab(beam)actioninthelongitudinal (North-South) direction is predominant. Diagonal tension cracking associated with this type of beam action.is possible and is believed to f. ave the most potential to cause trouble to the mat.
The mechanism of forming diagonal tension cracking is fairly well
~
understood, having been studied in the laboratory as well as theoretically. An element at the neutral plane (axis) of the mat in the longitudinal direction would be subject to a shear stress but no flexural stress. Along the 45* line (diagonal) with the neutral plane, tensile stress with a magnitude equal;to the shear stress will develop. When the tensile stress exceeds the tensile strength of concrete, a crack of 45' slope opens. This crack is termed as a diagonal tension crack. When the crack propagates away from the neutral plane, the slope of the crack changes gradually due to the influence of flexural stress. Applying this concept to ascertain field behavior of reinforced concrete require close . examinat' ion of the construction process.
4 The concrete placement of the mat was done one block at a time. The newly poured block experienced an immediate settlement about 3/4 of an inch and th,e existing one adjacent to it settled much less. The restraint provided at the interface between the old and - new blocks created shear'and, in turn, diagonal tension. Concrete on top of foundation strip number 2 would settle more than concrete mat on top. of strip number 1, because the latter is stiffer than the former. The gn,even settlement generated diagonal tension. Significanthydrostaticpressurecha6ge's(disc'ussedinthe geotechnical engineering evaluation) produced non-uniform 8 foundation soil and shell densities, thereby creating a condition for differential movement of the mat, such movement during concrete placement of the mat produced diagonal tension. Whethef these factors acted alone or in combination in causing diagonal' tension
. cracking within the mat is unknown, because the cracks are not visible on the su'rface, except as flexural cracks. None of these factors'was included in the analyses perhormed for the mat. Thus,-
~
the effect of these factors in contributing to the diagonal tension cracking has not been quantified. 4 If a diagonal tension crack does exist in the mat, it is possible and likely to join the flexural cracks near the top surface of the mat and those at the bottom surface of the mat. This type of through crack would permit the ground water, under hydrostatic 4 0
. , . . . - , , . , - . - - , , , - - . ,,.,.,.._--,.-..,,_.-,.,n,,,., _,.,..w,._,,,,, .,-n, n....,.n.,...,,-,.- .,--. , , - .. _ _ , . _ _ . _ _ _ _ _ _ _ - _ . . . . . _ . - -
E pressure, to seep through. The effect of this type of cracks will
~
be d.iscussed in the next section. -
- 4. . REASSESSMENT OF THE ADEQUACY OF ANALYSIS.AND DESIGN
~
In ny previous affidavit, I had determined that the analys'is and design of the mat was adequate. I further stated that any
~ ~
conclusion was not altered by the concrete cracking that had been discovered. Thibasbecausethatthe. cracks.werereported(as
" hairline" in size and believed to be flexural cracks. This type 9
of flexural crack was considered in'the.(ultimate) strength design method, which was used by Ebasco Services Inc. in designing the mat. However, the quality control problems during concrete placement, the new information on differential settlements of foundation soils, the discovery of some floor cracks which had. extended into the wet cooling tower wall and ring wall all point to , the need for a re-examination of the adequacy of the analysis and design of the mat. Concrete quality control problems were evaluated by R. Philleo, an .
.NRC staff consultant on concrete construction adequacy. His report
~
r implies that the assumed concrete compressive strength of 4000 psi l in. design was attained. It also implies that the assumed transfer
- ~o f force from one reinforcing bar to the adfacent one through l
caldwelding was not altered due to difficulties experienced during l L
t
~
construction, and that the bond between the concrete and , 3 reinforcing steel is not in question. I'n short, the quality control problems were not significant enough to invalidate the origjnal reinforced concrete base mat analysis and design.
.Neverthe less,'the ne< information.on uneven settlements of foundation soil and differential ground movements deserve some attention. - When one portion of the mat is pushed upward'or sett1s down relative to 6t'hers, both flexural and. shear stresses are created. These particular types of loads and associated stresses had not been included in the original design analysis -and thus were not specifically designed for. As it exists, however, there was surplus flexural capacity designed into the mat,.due to other reasons. Therefore, it is judged that.the additional flexural stresses can be accommodated with no problem. But, it is less
~
clear as to whether the diagonal, tension capacity of 'the mat can accommodate the additional shear. To pennit further evaluation of the diagonal tension capacity of ,
, the mat, the, enclosure provides diagonal tension capacity and stresses in the mnt in two regions where I believe that diagonal tension cracks weh most likely to occur. . A calculation shown in the enclosure was made assuming no uneven settlement of foundation soil and no differential ground movements. It is also shown that the diagonal tension capacity is substantially greater than the r
I
,..e. - , - -, p. * . ,. . . - 4 ...-.c -,,,,,.,.,s..[_,__m- ,[,,,,,m,- , . - _ , . - , ,,--,-_,,,m ._m,.-_-,.-_,,_.--.,,,,m-, _, .,
l l. .' . diagonal tensile stresses under operating condition. Under.the Design.BasisEarthquake(DBE) condition,therearestills'ome margin left between the DBE and the ultimate capacity.' The lack of physical information on the potential' existence of diagonal tension - cracks in the mat combined with a yet?uncalculated diagonal tension
~
. stress makes it difficult to draw conclusions on the adequacy of the above noted margin. Therefore, additional analysis, which 1
- accounts' for the actual soil condition during concrete placement should be perfor S and non-destructive. testing should also be used ,
- s to detect and locate any major diagonal tension cracks. }he , information, thus obtained, should further enhance the confidence level of the adequacy of the cracked mat.
At present, the adequacy of the mat in terms of diag'onal tension can only be judged based on the information contained in Enclosure i ( 1, and the pattern and size of surface cracks. The mat is safe under operating conditions. However, there are not enough data or l; information to predict, with a great confidence, the adequacy of ( the margin to a diagonal tension failure under Design Basis Earthquake. When the diagonal tension capacity is exceeded within I
- a partial mat width or over an entire mat width, one portion of the mat may slide downward relative to the other along the face of the
! crack. If this failure mode were to occur, the movement of the mat l l
~itself will be gradual and not catastrophic, because the foundation.
soil underneath it has adequate bearing capacity. Accordingly,in I e
lY. the event that this failure mode was to occur, there is reasonable assurance that the occurrence of DBE would not endanger the public health and safety. Repa'ir to the mat may be' difficult and costly after the zigzagged type of a crack surface is destroyed by the - hypothesized sliding action. From engineering and economic point of . view, the sooner the non-destructive testing.and additional analysis data are available, the better for L L. However, these data are not required prior to licensing, given the gradual failure mode which might be experienced in the. event of the DBE, and for this reason, there is no need to make this a licensing condition. [' /dCIWITOILW 4 - Q< - =3 y 3 [, a$dRecommenda The adequacy of the Waterford Unit 3 foundation base mat was reassessed in light of new information presented. It is concluded that the as-built mat is adequate to serve its intended purpose. l The most likely failure mode of the mat is believed to be of Yt+ diagonaltensiontype[inone-wayslabactioninthelongitudinal direction. The concrete placement sequences, uneven settlements of foundation soil, and differential ground movements under the mat have all contributed toh.%todl. diagonal ' ten ion probleghe these con Eb esign analysis. utionshin~c'1ud Therefore, additional analysis ! '. A 3 wfiich accounts for the . actual soil conditions during concrete placement should be performed'. 9 .
' ~
hhM (pWMn _ y Since diagonal tension cracks + ; -r-wcernai e::h: are not visible from the surface' of the mat, non-destructive testin'g should'. be conducted to detect and locate such cracks (yfT) The data obtained from non-destructive testing may g be used 1,n sis, un E conjunction m_oky'= :>useful
.,.v.. _
with the information results as to from
%5M whether the tint additional diagonal e analy%
A s tension capacity,::: de +n ha e+"ana+h="ad hv nanvidino localized - picaLc==eu . .JA . . . . e hu~c -/iagonal tension failure in the mat, should it occur, will not be a
.a , -:+ ,. ,
catastrophic one, but a gradual M Tiding movements between t' two faces of a crack ln.pm . is uecouas Q ~h-'CAL &bN4 foundation soil Sv. under ath T -
,. it has adequate bearing c acity However, once the zigzagged type 4 of a crack surface is destro d by the sliding action, it may be ,A difficult and costly to _ pair 1 Thus, the need to perform additional analysis nd non-destruc ' e testing is more of an i.
economic consida +" =d Icas vi o r e9 iacury one. 8
.)f k g Qx- ram for the 'O l
6 u .dJ:G v.,-t;. 1 surveillance (monitoring) prog /t a w af &W
+- ground .
g (jn my sprevious affidav ]itAa surveillance water,:- _ mm l program for the3 cracks s,hould also be instituted. ,The length o'f a crack and its propagation against time should be marked and recorded. Moreover, for those cracks which appear to have greater impact on the structural integrity of the mat than others, the width of those cracks should also be recorded as a function of (D k ' s
t Ine result of the non-destructive testing should be jsed as V 1 a basis to modify the crack surveillance program. -' J) References ..
- 1. Affidavit of John S. Ma, Before the Atomic Safety and Licensing Appeal Board in the matter of Louisiana Power and Light Company (Waterford Steam Electric Station Unit 3). NRC Docket No. 50-382.
- 2. "Geotechnical Engineering Staff Report on Waterford Unit 3" by J.
Chen.
- 3. " Evaluation of Concrete in the Basemat, Waterford 3", by R, E.
Phillec, May 8, 1984. . . _ . i e r l L-7 3%acsy) y ja 44@d4 M ;A) J A %.
. En e! o fu re,. d (-7. ")
e 9
~
4.[<s./
- ['
REQtmST FOR ADDITIONAL 2NFOnMATION WATERFORD NPP -- STRUCTURE ENG23EERING
- 3. Ma's -Question on 4/4/04 Provide shear espacity and. design ohner stress in the mat in **ao ,
,regionsa
..A. Bounded by columet line 12M and 7FM in M-S direction and
.I'). T2 and R in E-W direction. This ahear stress and sheer l
[ * ;"*' . - ompecity is assasured along the 45* line Szose h coluna line toward columen 12M.
' Bounded by colusen line I 12M and 7FM in N-S direction and coltzumn 3.
line R and P. This ahear espacity and merose should be E-w
- direction. . -
? Nf" *b . *
'g . '
MesDonte ,. * ,
~
. ev.scw s..T.ede3/m*enwaar., . , , . . . . _ ..
A. The desigsc..= r . . . . shear
,. . s m._.. under n. orrnal *operatierm, condit5 on ..._-
.. ,
- a
. . . (Load *Fasteir = 1.0$ along t.he w - a.ane as defined is 54 K/ft, g .
{,'. {'. , The ulti:nate.ahear bepeelt of the saat is"274 R/fg whio.h 353-~ ,
, ... . shear. .reinforosement (ell 9 3'-O center
'4[i}'/2. * ' .t,y+[. '
.*[- **Ch e.clude. ["weY) s "9 e,8' ;and R/ft.'176 "* front K/ft. frora sonorete. The allowable con =~
' orate unit' shear stress is omicviated based on 29 M *. where *
' S == 0.85,and fo* are 4,000 pai. ,
3 ., . . . > . . . . . . ~ . . - :-- p .
. ;.;A,.N,, ,s . ,
.k .$. ;.-. 165 The "dow{$n shear stress.under DBE leadi.ty 3comminwt.s.on ...f.e '
~
,. s R/f t[: . * .~ ...
j 7' '
;3.
-. .The .d.e..j . sign s'homm ' st. re.es under.u . normal opera., tion ,c, *A*, ondit&on is - ,
~ .
5 2.. .N,/. f. .t. , .and the ultinnate shenz' capacity meme as
~274 ' R/f t.j ,, . . *: -<
=
- n . .
The design shear ' stress under Dag loading *,y cesabinat' ion is n? ,210 Nf s. *[. ' . . l~; 9 .P '
~ -
- d. - .
O . pg r 6 e
, .s , \ Y
- e . .
. h-
..- , j 't.
. * . g *, .* * . . ,
, .c .',y ,
' .a . .
.. :. . 'y
.. *- , ,g . o
. . ~ .
. . I ;, 5. s .
i
.. . ,e
* - .4.
.,. --g.
E.nc o hurC .l., ('7. ) 4
. r .
5/%l ' ' mmQuzsT FOR ADDITIONAL 2NFORMAT10M WATERFORS MPP - STRUCTURE. ENGINEERING
.7. Ma's Chaestion on 4/4/84 provide shear especity one design ahear screes in the unnt in two ,
,regionaa A. Bounded by column l.ine_12M.and 7FM in M-S direction and
. ;1.. T2 and R in E-w direesion. This shear stream and eheer T* . . capacity is measured along t.he 45* line from R colusun line v.oward columet 12M.
B. ' Bounded by columit line 12M and 7FB in M-S direction and coluzan I line R and P. This ahear capacit-y and stream shossad be E-w
~
Y d.irection.
.' 41 . .
-,.- ,3 :; ..s i Seonense
. s - - '-,
. . . t
-----.--Wmm:., . .. .. I A. The d. e sign..=_shemm.. -..' under n. ormal ~operationi condit. i.on i :. .-- .. : -
- s* . . (LoaW*Fastair = 1.09 elong t.he 4a- uneas defined is 54 X/ft.. .
,,. , ,,;gc , The u27.irmate 'abear wepeoity of the samt. to 174 R/f which in-T. *. g . . . clude. s "95' X/fc.
- from shear .reinf oroosne=st (ell 9 3 * =0 center
.'j.t.e,'f..'.'.:#,'.each way) /, :and 176 K/f t. '.f rons oonerate. The allowable con ~
'cretsi. unit' shear stress is omleviated based on 25 6*. where s .*
4 * . *
-S e. 0.85,and fo* are 4,000 psi. ..
g
.,;; k ,J*,'.,. n sheer etress ,under DBE lehdi.ty comoinnts.on . is ,g , .
j T h,o d e;., s k p[r... '. *.....
- g .. .,.
.',.. .E d .- ' 166,K/ft *
. , , .3 .
'~; .. t . . .- . -, ..~.... .
- l
. I.S * ..
.The desf'gn ahear stre.es. under.. .;n,ormat . operationas, condition is
- 3. . .. .. ~ *
- 5 2. M../ f..a . ,and the ult. isnate - shear' espaetty sense
* "A"e 7
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r.., , WILLI 44 F. cucuGR . . 3/2 . Director of Corrosion Ergineering . I. DMRIDCE SLNMARY , . . Registered Professional Ergineer with over thirty years experience with the Ebasco Organization of whicts over twent have been in corrosion desicri engineering of fossil and nuclear field el tric generating stations, of all kinds of pipeline systems (oil, gas, water, etc.), of marine structures (sheet piling, piers, docks, offshore platforms, etc.), and of miscellaneous industries such as refineries, pulp and paper, chemical plants, tank fans, etc. Experience also ircludes design of ground electrodes for HVDC power tran'smission lines. Responsible for all desips on cathedic protectiori, grotoding, coatings and lightning protection systems including preparation of design criterias, guides, stancutis, coatirg specifications and plans, specifications and bill
! of saterials for all desigied systems. Actual experlerce includes the above plus conducting all kinds -of field surveys such as soll resistivity, cathodic protection, stray currents, interference testing, construction surveillance, system energization and conducting coating evaluation tests.
Administrative responsibilitics irclude preparation of budget, salary administration, staff requirements, etc., for the New York Corrosion Department, and technical responsibilities for the muston ' Corrosion
- Department. Additionally, performs as Project Manager for all New York office corrosion . stand-alone projects. . .
~
IEPRESENTATIVE EXPERIDCE Client Project Florida Power & Light Co. -
.. St Lucie Lhit 2s.
*1 & 2 x .
Carolina Power & Light to. Shearon Harris Lhit 2s.1 & 2 Louisiana Power & Light Co. Waterford thit Nos.
. 1.2&3 M1nnesota Power & Light Co. Square BJtte HVDC Texas Eastern Transm. Corp. .
Miscellaneous RJckeye Pipeline Company M1scellaneous , Texaco Petroleum' Domestic & Foreigi Miscellaneous Exxon Company USA & Foreigi M1scellaneous ,. Marine Contractors Coatirg Evaluation - DOE Richland Fa$111 ties Cathodic' Protection , I ., Fot A-N-Ws 1,,,, . eb.*s .
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. ' WILLIAM F. CUNDAKER
- REPRESENTATIVE EXPERIEPCE ,(Cont'd) .
client
.. Projec.t .,
Miscellaneaus QJ1f 011 ,
. Croi. riding Study
. Consolideted Edison .
Jeddah 011 Refining Company
', Cathodic Protection 2nrovia Port duthority Cath 6dic Protection of Marine Structures Centromin, Peru Soil Resistivity Survey t
i Lorg Island Lipitire Coupany Stray Current Study j DPLOYENT HISTORY Ebasco Services Incorporated, Rw York,- N.Y.; 1960-Pzesent" o 1980-Present Director of Corrosion Engineering,71-1980
- o Si.pervising Corrosion Engineer,19 '
o Prircipal Corrosion Engineer, 1967-1971 . (. - o o Senior Corrosion Engineer, 1964-1967 Corrosion Engineer, 1962-1964 . ! o Assistant Corrosion Ergineer, 1960-1962 . i Cbban Electric Company, hvana, Cuba; 1950-196D s
- O S.bstation Ergineer, 1955-1960 '
o Electrical Technician, 1950-1955 , i EDUCATION thiversity of kvana, Cuba - BSEE - 1955 JIdelphi thiversity - MBA - 1979 ., \ EGISTRATIONS , . Pzoressional Ergineer - mw York, Rw Jersey, California . PROFESSIONAL AFFILIATIDNS NACE ~ Alectedited Corrosion Specialisi - (Present Trustee and Past Chairman of Greater Metropolitan N2w York Present and Past Chairman, Vice-Chairman and &nber of Section; several Technical Cormittees) - e . e - 1436A_ .
.99 '
3n WILLIAM F. GJNDAKER , Nt0FESSIONAL AFFILIATIONS (Cont'd) - Senior b er 2EEE - .
' (Past D) airman of Work Gro@ on Generatirg Sta' tion Grounding Practisms) .
. TEDNICAL PAPERS -
les written and presented seny papers and articles for NACE's National Conference, for the Apalachian Lhderground Corrosion Course, for the Eklahoma, Purdue and Liberty Bell Corrosion Courses, for IGT and for several NACE local sections. LAPCUAGES
. Totally fluent in Spanish .
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QU ALITY AS$UZANCE naPonT wo."' NONCONFORMANCE REPORT Y'"*"-4..."*'" it.,.. . ['STRUCTIONS: (see neck of forms
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- 8. DESCRIPTION OF NONCONFORMANCE ilroms innind, Specification, Code or Kronderd to which items Do Not Compty, Submit Sherch if Applicable)
NauE aNo sisN ATumE or pEnsoM REponTINs NoNC oNPORMA NC E is8 T iv bE /C oM P A N Y oaTE ts8 I I. RECOMMENDED DISPOSITION " (Submit Sketch if Applicable) 0 l l l Naut aNo sesNavumE or PERooM RECoMMENotNS plSposITIoM li li T IT bE /C oupa N Y oaTE isas I l l. EVALUATION OF DISPOSITION SY EBA5CO, REASON FOR Dl5P05tTION Hat
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.) i / L i J / 3 .i Fage 1 of 9 ATT. I to NCR-W3-BYM Attachment I - Detailed Description of Nonconformance W3-Item I: Compliance of Clam Shell Filter Blanket construction with the Test Fill.
A) Description of Nonconformance Contrary to ANSI-N-45.2, para. 6, The Test Fill Report (Att. III) does not provide specific criteria required by Q.C. in order to verify compliance with requirements of Spec. LOU.1564.482,
~
para. 6.2h or Spec. LOU.1564.482, Attachment entitled Clam Shell Filter Blanket Placement and Compaction Procedures, page 14, top paragraph.
- 1) This condition renders:
a) the acceptability of the source of the material actually used during consf6Teticin inde~termitiate and b) the acceptability of the compactive equipment actually used during construction indeterminate.
~
- 2) The absence of quantitative acceptance criteria renders the acceptability of the in-place density test results, for the in-place clam shell, indeterminate. Affects all work.
O B) Description of Nonconformance Contrary to ANSI-N-45.2, para. 6 and Spec. 1564.482 and Attachment entitled Clam Shell Filter Blanket Placement and Compaction
- Procedure, the construction work performed on the Filter Blanket uses techniques not provided for during the Clam Shell Filter O Blanket Test Fill. These violations, by strip, are as follow:
! 1) I t Y a) Report dated 10/24/75 indicates clam shell was not in place and Cunite was placed on entire horizontal surfac of Strip 1 -- The test fill program made no provision for~ clam shell compaction, and effect of compaction on shell, on large gunite surfaces. (See Att. II, page 1) e b) Lift thickness for placement dated 10/28/75 is indicated as 15 %". Lift thickness for placement dated 10/29/75 is indicated as 15". A lift thickness of 14 %" maximum is required. Site Soils Engineer review and approval of
~
this modification is not documented on an Ebasco NCR, FCR, or DCN. (See Att. II, pages 5 and 17) l 5
) -) 7 i ) a/35 I
. l Page 2 of 9 ATT. I to NCR-W3 BM1.
1 2) Strip 2 a) Report dated 2/23/76 does not indicate authority for replacement of gunite with 3 ft. thick concrete wall. There are no concrete inspection records for the concrete t'.. as required by Ebasco Procedures QCIP-6 and QCIP-7 and J.A. Jones Procedure W-SITP-7. Site Soils Engineer review and approval of this modification is not documented on an Ebasco,NCR, FQt, or DCN. (See Act. II, page 30) i b) Report dated 12/13/75 indicates shall'siscement in standing' ! watav _ Site Soils Engineer review and approval for Ints '
- modification is not documented on an Ebasco NCR, FCR, or DCN. (See Att. II, page 42) c) Report dated 12/15/75-indicates pan vibrator used on ea-tire surface of strip. Site Soils Engineer authorise(
l una en "moft anot" oniv. Test Fill does not provide ' for use of hand compactors except for restricted areas. (See Att. II, page 53) k 3) Strip 5 ! a) Report 3, dated 2/10/76 does not indicate. authority for
, , replacement of gunite with 3 fit, thick concrete wall.
There are no concrete inspection records for the concrete + as required by Ebasco Procedures QCIP-6 and QCIP-7 and J.A. Jones Procedure W-SITP-7. Site Soils Engineer review and approval of this modification is not documented . on an Ebasco NCR, FCR, or DCN. (See Att. II, page 97) l V b) Test fill requires 10 passes of a vibratory roller on the clan shell. The Test Fill Report analyses the effect
- of up to 14 passes on the gradation and permesbility
- . characteristics of the clan shell. The inspection records indicate 40 nasses of the vibratory roller were applied g ,
to this strin. The effect, on the gracation and permeability characteristics, of this overcompaction are indeterminate.
. Site Soils Engineer review and approval of this modification is not documented on an Ebasco NQL, FQL, or DCN. (See Att. II, pages 98, 103, 105, 108, and 110a) i Item 11. Traceability / Location Deficiencies
- A) Description of Nonconformance
- Contrary to ANSI-N-45.2, para.18 and ANSI-N-45.2.9, para. 3.2.1, F records for the Clan Shell Filter Blanket do not provide suf-ficient data to accurately locate the individual placement
. . strips by co-ordinates. Therefore, the square footage of e ,- the strips (individually) cannot be determined. Testing frequencies are based on square footage of the placement.
This renders compliance, with the required testing frequency, 4 - indeterminate. (This affects all strips) - Y
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31/ I J . J 737 Page 3 of 9 ATT. I to MCR-W35M1 2 B) Description of Nonconformance Contrary to ANSI-N-45.2, para.18, report dated 2/13/76 adds as area to strip 5, the location of which is indeterminate. (See Att. -II, page 111) Item III: Engineer's approval prior to shall placement A) Description of Nonconformance , Contrary to QCIP-1, para. 6.1, the following placements of shell proceeded without the prior (or subsequent) approval i of the Site Soils Engineer documented on Ebasco Form QC-132.
- 1) Strip 1 m) Placement on 10/$/I5710/27/i5, '10'/$8/75 or 10/29/75 ' ~
- 2) Strip 4
, a) Placement on 2/13/76 or 2/14/76
'3) Strip 5
, a) Placement on 2/5/76, 2/9/76, 2/10/76 or 2/13/76 0 4) Strip 6 a) Placement on 3/10/76 Item IV: Certification of Personnel
'A) Description of Nonconformance l
+
Contrary to ANSI-N-45.2.6, the following individuals performed inspection without certification to a level and/or to activity. j! . 1) strip 1 a) Inspector Kaminski (Jones) (See Att. II, pages 1, 2, 7) . b) Inspector Phillips (Ebasco) (See Att. II, pages 4,16) . c) Technician T. Hazel (Site Test Lab) t
, (See Att. II, pages 20, 22, 23, 24, 26)
. 2) Strip 2
. a) Inspector Prick (J (see Att. II, pase 37 , 50, no gg ,e e e-e *
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> ~ 7 .i 3 Fage 4 of 9 ATT. I to NCR-W35%
Item IV: A) 2) (cont.) b) Technician T. Haze Iile Test Lab) (See Att. II, pas 58, 60)
- 3) Strip 3 a) Inspector Kaminski (Jones)
(See Att. II, page 70 b) Technician T. Hazel Si e Tost Lab) ' (See Act. II, pages 81, 83) c) Inspector Eiff (Jon ' (See Att. II, page 70)
. 4) Strip 4 a) Inspector Frick (Jones)
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(See Att. II, page 8y
. b) Technician T. Has (site Test Lab)
(See Att. II, p 92) O - 5)' ** ' a) Inspector Frick (Jones) (See Att. II, page 98) b) Inspector Horton (Jones) (See Att. II, page 111) c) Technician T. Hazel 11 Test Lab) (See Act. II, page 117 l 118, 119, 120, 121)
- 6) Strip 6 a) Inspector Frick (Jones)
(See Att. II, page 126) b) Technician T. Basel (S t [Tes : Lab)
. (See Att. II, page 132 133 '
Item V: Testing l A) Description of Nonconformance Contrary to ASTM D-2167 '66, in-place density test holes do not meet minimum 0.1 ft3 required test hole size, per Table 2. In addition moisture determination used in computation of in-place density was not performed. in accordance with para. 4.4 Instances are as follow: ,
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.I ?i9 Page 5 of 9 ATT. I to NCR-W35991 Item V: A) (cont.)
- 1) Strip 1 (See Att. II, pages 20, 22, 23, 24, 26)
- 2) Strip 2 (see Att. II, pages 58, 60)
- 3) Strip 3 (See Att. II, page 81)
- 4) strip 4 ('See Att. II, page 92)
- 5) Strip 5 (See Att. II, pages 117, 118, 119, 120, 121)
- 6) Strip 6 (See Att. II, page 132)
B) De,scription of Nonconformance _
- Contrary to Spec. LOD-1564r469,' p&ra.' 5.2 and Spec. Lou- -
1564.482, page 14, Attachment, which give testing frequencies in.. terms of square footage of placement for the foundation and filter blanket, the inspection records do not provide suf-ficient data to determine the square footage of the areas
~
inspoeted. The compliance of the testing program with the testing frequency is indeterminate. (All strips are affected) C) Description of Nonconformance Contrary to ANSI-N-45.2, para.18 and ANSI-N-45.2.9, para. !. 3.2.1, tha location of all in place density tests on the foundation and the Clan Shell Filter Blanket are indeter-minate. The tests were performed in a three dimensional medium, but were located in only two dimensions. (All tests for all strips are affected) NOTE: ' Testa for Strip 1 do not fall anywhere within the Nuclear Plant Island as per co-ordinates given compared with co-ordinate 26, 27) (Test grid attached to test report (See Att. II, pages
#453, #454, #455)
D) Description of Nonconformance Contrary to ANSI-N-45.2.9 park. 3.2.I, the in-place density
, tests on the foundation material cannot be traced to the cor-responding Laboratory Moisture-Density Relation Test Report used tion.
in conjunction with per-centage of compaction determina-(All foundation tests are affected. See QC-83 Forms t
~
containing foundation tests, located in Att. II) I) Description of Nonconformance \ Contrary to ANSI-N-45.2.9, para. 3.2.6, the following test
,. - reports nel. (by strip) contain improper changes by unknown person-These alterations change test locations or test readings.
As determined from the original, at the Site Test Lab, the original entry had been noted on the report contained in Att. II.
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i Page 6 of 9 ATT. I to NCR-W35M1 Item V: E) (ccat.) 1)_ strip 1 i a) Form QC-83 for tests 452 thru 461 exists in two distinct versions. The two versions give different hole volumes for Test #452. Percentage compaction is indeterminate. Other differences have been indicated on the reports. (See Att. II, pages 24, 26) These Xerox copies have ink entries by unknown. b) Form QC-83 for tests 486 thru 495 exists in two dis- ' e tinct versions. One is dated 10/28/75, the other is dated 10/29/75. Both are Zeroz copies containing ink entries by unknown personnel. (See Att. II, pages 20, 22) '
- 2) Strip 5 3
m) Forms QC-83 contain inyroper changes made by unknown
-' personnel. 'The changes consist of erasuas of original t-data and entry of new data. The original records, coupleted in pencil, were reviewed at the Site Test s
j Lab, and, where possible, the original data had been noted on the report contained in Att. II. "(See Att. II, ($ pages 117, 118, 119, 120) (This is for dispositioning purposes only.) j 3) Strip 6 a) Forms QC-83 contain improper changes made by unknown personnel. The changes consist of erasure of original f data and entry of new data. The original records, completed in pencil, were reviewed at the Site Test Lab, and where possible, the original data had been
? noted on the report contained in Att. II. (See Att. II, page 133) * '
F) Description of Nonconformance Contrary to the Clam Shell Filter Blanket Test Fill Report, ' Att. III, the required value of 102 lbs./ftf was not used - ' to compute the parcentage of conyaction of in-place clam shell.
- 1) Test 800 used 105.0 lbs./ft.3 (See Att. II, page 119) -
- 2) Tests 833 thru 837 used 102.7 lbs./ft.3 (See Att. II. pg. 132)
Item VI: Documented Deficiencies without Documented Corrective Action
,. A) Description of Nonconformance '
4
- Contrary to ANSI-N-45.2, para.18, the records do not indicate
, corrective action for the following documented deficieccies.
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d / i i- -) 7a l l Page 7 of 9 ATT. I to NCR-W3 SM1 Item VI: A) (cont.)
- 1) Strip 1 a) Report dated 10/27/75 does not indicate status of, in-4 pact on, or re-compaction of, in-place clan shell when
. . gunite previously applied, was replaced. (See Att. II, page 2) l 2) Strip 2 a) Report dated 12/10/75 indicates unacceptable trim of gunite and unacceptable removal of surplus material and overspray. Remarks section indicates the wooden
' 1 stakes were not removed. No corrective action is
, indicated. (See Att. II, pages 28, 29)
, b) Report dated 12/12/75 does not indicate adequate corrective action for the 4", compacted lift thickness, clam shell. (See Att. II, pages 36, 42) c) Report dated 12/13/75, first shift, indicates water standing in West half of strip. Contractor allowed to place sha11- Site soils Engineer review and approva j
! 'of this modification is not documented on an Ebasco { N2 , F M , or DCN. See note by M. Teachin at botton 0 - of es.e 37 of Att. 11. (see Att.11. vai. 42) d) Report dated 12/12/75 indicates 5 temporary sumps were l dug. There is no indication of subsequent placement . and compaction of clan shell in these sumps. (See Att. II, page 33) e) Report dated 12/15/75 indicates " West" area was cut and part of " East" area was filled. This disturbed the sur-face. Only one pass was applied with a pan vibrator. (See Att. II, pages 51, 52) NOTE: Refer to Item IB2e for use of pan vibrator on large, non-restricted area.
- 3) strip 3 a) Report dated 12/19/75 indicates "... drainage ditch dug on both sides of Strip 3 ... lined with Mirafi cloth and filled with shell ..." The area identified is indeter-minate. Verification of the foundation material ex-posed is'not documented. (The Test Fill makes no l
.' provision for compaction of the 2 f t. lift thickness used for this work.) (See Att. II, page 68) *
\ . j , b) Report dated 12/19/75 indicates "... temp. drainage ! ditch dug on North side of strip 3. App. 2 ft. deep i and 3 ft. wide. Covered with Mirafi paper and loose l clam shall ... No compaction." The area identified is
. indeterminate. There is no documented evidence of sub-sequent compaction. (See Att. II, page 69)
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3 i Page 8 of 9 ATT. I to NCR-W35%1 Item VI: A) (cont.) 4)' Strip 4 a) Report dated 2/11/76 indicates unacceptable tria of gunite. This entry has been changed to acceptable by unknown personnel. The acceptability of corrective
' action is not documented or verifiable. The current
, status of this work is indeterminate. (See Att. II, l page 84) b) There is no record of slope protection for the east two-thirds of the North Wall or on an indeterminate 1ength of the north portion of the East Wall. Length i' of exposure time of the foundation material to the elements is indeterminate. (Ref. Spec. LOU.1564.482, ' Attachment, page 12, 2nd. park.) * * - - j 5) Strip 5 i a) Reports 1 and 2 dated 2/5/76 indicates unacceptable trim of gunita and unacceptable removal of surplus
' material and overspray. No quantitative description of these deficiencies is given. No corrective action is indicated. (See Att. II, pages 95, 96)-
b) Report 2 dated 2/5/76 indicates "some" contamination of the clam shall due to overspray. No corrective action is indicated. (See Att. II, page 96) c) Report dated 2/13/76 indicates alternate methods of compaction used are unacceptable (per the Site Soils L
- Engineer) . No corrective action is indicated. (See Att. II, page 111) ,
t
- 6) Strip 6 4 a) Reports 1 and 2 dated 3/9/76 indicates unacceptable
- trim of gunite and unacceptable removal of surplus material and overspray. No quantitative description
, of these deficiencies is given. No corrective action i is indicated. (See Att. II, pages 124,125) b) There is no record of slope protection for the West Wall or for approximately 177 ft. of the South, start- . ins from junction with West Wall and moving eastward.
.- Length of exposure time of the foundation material to the elements is indeterminate. (Ref. Spec. LOU.1564.
482, Attachnent, page 12, para. 2) t-l
, , , n.. * - +-e e r e w -' -
7 - gg } Fase 9 of 9 ATT. I to Nm-W35M1
- Item VI: A) (cont.) ,
i
~
- 7) stri a) Report dated 12/12/75 indicates the clam shell filter I blanket was penetrated by a " mud spurt" of approximate
' 120 ft.2 There is no indication of corrective acti , particularly placing Mirafi over area and subsequent replacement and compaction of clam shell. (Ref. Clam Shell Filter Blanket Test Fill Report, par 4.2, page ,5 (Att. III to the um) } (?:: f. ;;. u, pages 35, _ 4_1% W Based on the deficiencies noted above the acceptability of the Clam Shell Filter Blanket is indeterminate. 4 x t; S S e I e 9 9 Em a e es e
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. J. A. JONES CONSTEC"2CN COMPANI
. WA2ERFORD UNIT 30, 3 SLOPE PROIECTION INSPECTION REPORT Report Not / Specification No: 10ti-/ttv.</s']
Project No: "Z6-M / 7
. . . l Quality Verification Inspectror / .IIh,Iudd/ i .
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Date: /d .2 */- M' .
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Location: S78[t8 # / Mic.sIJuef} Weather Condition's: [AINIv c/oA/V
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Horizontal Comments: l'surface ho lu AREA blades cleaned 2 e le u(3 feet from vertical face): YES e,0 NO n .e ipr /rA w elAAu .ao. ..A w. 2 v. )$ ,
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Installation of gunnite: Average thickness: / /E .
- Cunite. over entire exposed vertical surface and minimum 3 feet of width on ad-jacent horizontal surface: Yes V What I,angth "#
I No Comments: Any equipment or meterials on shell filter blanket. No Yes (,) Counment: NO.S elI Ia AfeA e l" o konl'PC + e#GuYo k M e M ID =.2 Y-)$ Nas polethlene Tes No pane been spread on shall mat adjacent to work area: Comment: N O R $ ll Esa A R t'o4 oM /t - 3 y - > $' 9 Has gunIte been trismed: Yes . No Comunant:- ti/r,1 7 f0 4 // Asve[ Na f. C'oA M A o' oo / 0 ,,') y ~ ) r All surplus material and overspray removed: Yes No Connant: D .
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k Y EBASCO SERVICES INCORPORATED ' WATERTORD SES - WIT NO. 3 SITE SOILS ENGINEER - APPROVAL TORM Date. /0)b59 7S - Location $7~YMhf"[]M&fti fy }m y ,.,_j,y .$~,
. Su .4',isum Snroe gig oras ravieved 6\C~ 93 $p& OC ~f$$yffrh jem
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Remedial Work Report /r/E E
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N ' N . .y N / v-y '~s 'N's QC Inspector s
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Remedial : Accepted Rejected ' I QC-132 Site Soils Engineer WMhW y QC.ZP-/ [ % .h :
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. ~52" 50, 3 SLOPE PROJICTION IXSPICIICN REPORT Report No: / Specification No:..l d,E /S'd '/', MS Project No: 7f* ..~ ~~
Quality Verification Inspector E
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Date: M '
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Location: 6.uf .'s.' // /3.. .- -N i Weather Conditions: , _ / '. .' . -- l
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( Horizontal surface blade cleaned (3 feet from vertical face): YES t NO Comments: <
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Installation of gunnite: Average thickness: /IJ C. - k .- . Cunite over entire exposed verticals'drface hnd minimum 3 feet,of width on ad- - _ jacent horizontal surface: Yes # What Length S .', -* < . ' . * * . ' . No ~ Comments: Any ' equipment or materials on shell filter blanket. No [ Yes Coment: O s 11 F. lts .- h k k.e l (, l *- f (M.. P . }Mf
'Has polethlene membrane been spread ori shell mat adjacent to work area:
Yes No e' Comment: .~M H M':f t.. * /.'*. / / *." Eas gunite been .trimmaId: Yes . # oment: C T l pg3F0. NO \ s v All surplus material and overspray removed: Yes No I' Comment: q fu ' .c~-L*+ ..::i !- * * "~~
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WAIERFORD UNIT NO. 3 SLOPE PR03ECT10N INSPECTION REPORT Report No: M Specification No: / r1/L, /g/ V, e/ A' S Project No: 7f- 2 * " Quality Verification Inspector _ 8 / . 3
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Date:
. '*I W Alf #A Location:/<.F l'n<..- *'4d -
Weather Conditions: *
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.- ;r .,4 Horizontial Consnents: surface blade cleaned (3 feet from vertical face): TES_ s NO l
Installation of gunnite: Average thickness-
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'Res Tes polethlene membrane been spread on .shell met adjacent Vwork No .-
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.)NCR j J. A. JONES CONSTRUCTION COMPANY muipso WAIERFORD UNIT NO. 3 SLOPE PR02ECTION INSPECTION REPORT
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Report No: Specification No: Project No: '76-31'7 Quality Verification Inspector I Q 3 ( Dato:. k !A3!~76 Location: b T f# 2. Vcsr Ma u. Weather Conditions: kAPTLY (LcuoV C risontal ts: surface blade cleaned (3 feet from vertical face): TES NO Insta11st of gunnite: Average thickness:- -' - Cunita over ' - jacent horizonta ira urface:exposed vertical surface and minimum 3 feet of width on ad-Yes What Length No
, Consnents: ,
Any 6quipment or materials on all filter blanket. No_ Yes (S s) Comment: [3. - Has polethlene membrane been spread by e adjacent to work area: Tes Eo Coument: Bas gunite been trimmed: Yes No Comunent i All surplue-mat,arial and overspray removed: Tes No C -
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$ W S 'A TI M f 3l EBASCO SERVICES INCORPORATED WATERFORD SES - UNIT NO. 3 SITE SOILS ENGINEER - APPROVAL FORM Date sc. /z./9s b: coa /11 i Location AS7f4W" 00 Quality Control forms reviewed - k # d ~
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FDn ErfiDhEM Whi tillit V "I m . il . It FilHIVIMI U til Ul1LI Remedial Work Report . REVIEWED & ACCEPTED - Ihad h' n
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QC Inspector: Remedial Action: Accepted - Rejected
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a n, CLAM SHELL FILTER BLANKET INSPECTION REPORT Specification No:_ Leu.-15Cil,W2 MR *$"' DPM
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Project Ho: 75-3i7 q. v. Inspector:
~
Ac faice 4M~ oate: i 2 75 1 Placement Area / Location: .5 7 a f d A l br el nALF
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- 2. Release for Installation and Compact,lon obtaine.wc/R. Jd: Yes V/ No A/
/.
- 3. Materials Released by the Engineer: Yes V No A. Spreading and Compaction Equipment as Specified: Yes / No
, 5. Filter Cloth Properly Placed: Yes V No - ' - Comments- A/u r - l - - ! o l l .f6 Clam Shell Material Clean: Yes / No Coments: k' .c ' IO Q ' Number of Passes: Comments: Sv 8" Ars , Lioutcrurw f1-
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8 58 C Yes No
' Coments:
Clam Shell Material . Pros;Pau erly2' acted: asu am L i '
- 9. Alternate Method (s) of Compacting Acceptable (if used): Yes / No Coments:
_ A n. s ACr*> Ta ., w cr fisrose ce .Ar ro Ces..mroe1.: l'.& c c G+>Nc v er d s e ,. 10. rn s s ~ a .. m r.n. Fina[n.:Compac,ted Thl[kness Acceptable (10 to 14.5 inches): Yes / No Comments: [ set A h.s l, T '7 M C rf EO - r 11 Repaired Areas Acceptable: Yes ! No Coments: '
-// 42'f"
- 12. Surface Tolerance Acceptable: Yes / No Comments: d'o ,c - M 0138!
- 13. Weather conditions Acceptable: Yes / No
- 14. Clean-up Properly Performed: Yes Comments: ParovCu>uok #
/ No Comments: Nr.4
., Other Remarks or. Comments:_ (MC . Or#. $ w uca t7s.A Onese4Y Tuces Ou Teo Or (um YkLL ENTwJ Yo $T0R ool OuvLvi
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WATERFORD SES - UNIT NO. S - 3 51 SITE SOILS ENGINEER - APPROVAL FORM I nate 12 - /3 -75 Location $ TAlf $ Y~G7~ YA/ P /20 Quality control forms reviewed 5,Agg-///p-s A/E - 0,fgppy,c, dig A046l6d4 W k MED b EA S /0 E4'F/&977w/d/)- /569 949 Approv
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QC Inspector . Remedial Action: Accepted Rejected E* Site Soils Engineer REVIEWED BY v' %
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Att:chment.No. 8.1 - J.,h.f JDP E) CONS NU OMW. Ii
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Ct.AM SHELt. FILTER BLANKET INSPECTION REPORT Specification No: L.C it - l sif,M ,4 S A
- Project No:75-3 7 q. v. insp.ctor( 0 a 3d Oate: /) (3-7.5 u3 1 Placement Area /Locatlon: S r.e r, 2, e3- &.....
g I..m ./7 // 2. Lwd / ' C. . v Release for Installation and Compaction obtained: Yes / No. 4 .' H . k 4 / / ' p r.: - g : ,,
- 3. Materials Released by the Engineer: Yes / No
- 4. Spreiding and Compaction Equipment as Specified: Yes V No
'5. Filt,er Cloth Properly Placed: Yes [ No~ 'Comnentsi 'fA Jr' -
3 6. - Clam Shell Material Clean: Yes [ No Coments: ,%'c , . :'
'g .
h Number of Passes: Io Comments: L io u r rie,s r,..i Ihr Suu (L. ca r a Av Do o,,m r Awo L vria , r,m. 6,m Acra n n Aws 8 Clam Shell Material Properly Compacted: Yes to Coments: 4-c SJIIfic Ler H fn F,w 1Me . d -
~
- 9. Alternate Method (s) .of Compacting Acceptable (if used): Yes ./ No Coments:
ok---t-Y (5er S ever (+ V, n Fim v',wwed
- 10. Final Compacted Thickness Acceptable (10 to 14.5 Inches): Yes / No Coments:
h e. Mo 1, $7 r,eu,o .
- 11. Repaired Areas Acceptable: Yes,,,,g_,No Coments: ,W,- O
- 12. Surface Tolerance Acceptable: Yes ./ No Coments: ,4. . e 1OO V ~4 l' Vaather Conditions Acceptable: Ye's / No Comments: C u M -!C m ,, .a
,'u l'/\
j C1 nan-up Properly Performed: Yes ./ No Coments: ,t e . ; -
- . . Other Remarks, pr. Comments:
I. i (See reverse side for Ins ructIon5)
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Ase crees Laing missed by compactees? Il e, where, when?.%se is compactien7esteen? Is le satisfecsery? If nee, why not? fase sketek eeseekedl NO " 'IU W S U $ IA'A[ vb @ $$7% (MT7bi MAW i w. AAS t /~K A- 7-~ f '5 b AW1 / . . ;1 M.STf1/ r4-r* G. A c sk , *A p 4- i e4 ( -
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- / .
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. . . .. . . . . ~ . .. . . . ~ . . . . . . . . .. .. ...... .. . .
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g 5 . QUALITY CONTROL WORK SHEET =
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' T,i 8 I A ES C' H "1 b;J"'P$W.
R ,J !d i i k - CLAM SHELL FILTER BLANKET INSPECTION _JtEPORT
-+
Specification No: LOi{-liiT,Y$
- W* )
Project No: 76-377 q. V. Inspector:' O, b 3.edh / Date: /2-/'/'75
- 1. Placement Area / Location: STR *P 2 VM 7
,e D#
- 2. Release for installation and Compaction Obtained: Yes / No (Su J,.u r Q
- 3. Materials Released by the Engineer: Yes / No 4 Spreading and Compaction Equipment as Specified: Yes / No
- 5. Filter Cloth Properly Placed: Yes /No'" 2 Corwnentst
- A c
- 6. Clam Shell Material Clean: Yes / No Comments: A.ar-('i Number of Passes: N Comnents: /%, ..-
8 Clam Shell Material Properly Compacted: Yes / No Coments: Su 5,ser r Y fc.4
.F.r.., r leert eas e
! j' I 9. Alternate Nethod(s) of Compacting Acceptable (if used): Yes / No Coments: Se e-Gwer 4 fe r. N, . . A.w c , a e
- 10. Final Compacted Thickness Acceptable (10 to 14.5 inches): Yes r/ No Comments:
Str (% I , 0-r-s use . -
- 11. Repaired Areas Acceptable: Yes / No Coments: Se a S nir V b 5A /,we. . t
- 12. Surface Tolerance Acceptable: Yes / No Coments: Nc ,4
- 13. Weather Conditions Acceptable: Yes / No Comments: CtCuoV r -
g .w o ej
- 14. Clean-up Properly Perfonned: Yes $" No Comments: OWi M. M/
Other Remarks.or Comments: W (See reverse side for instructions) . orm No.: W-SITP-2.\
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r* ' ATE >b OR STE,sT'EifbTRIiSTAT ON. M ' ,, .'~ 1986 TissW IdiTAbiTio.d-i UNINOD j),)), h- '.s,f . ( SOILS CONSTRUCTION M5\ NlR""'"GT.'sw \ o.,. l2 -/S- 76~~ ssats /W ve.sherknem 4 5Le v.>V ar O/YNmtr ut-r ,.. s ,L d M At t. J+ G7X,if d - e....... Es.... .or s ., .r sh;te ~~ 4 7 ' -47 ' pas.r stat. - A'/4
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l ._ - Form No. QC-93 (9-17-75) . :
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Lift Thiekness Compacted / l Coveespes Requested i/ # D Y# Ceveseges Given - /
' * '1-* l Are sketek lese encesesterhed) being massed N.' by compe.OW1, ... _W. when?. net is compoetion postern 2 ls it sofisfestory?
here
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'A ekstek mer be estesked se etele et eree be.no (Illed end eemp scropfened. eeveropen needed in ladleered erree. ed indleetins ee seien of etre et end et skilt. eevereses in...eesi.as .. end e.n.e.s..l.ns .i,6 s.,se.n...e.e,rs)_ E3 mzd zW neie it t . Me
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. Ct.AM SHELL FILTER BLANKET INSP I i
O Om un - Specification No: LtL8.-15(#,4 4 [@)\%.)4j Project No: 7$-317 q. V. Inspector:- ( e'! 3.m 1 . Date: O-15~75 1 Placement . Area / Location: STR i# 1. W. - ' ~U1 - 5,,v..?r $"R'n
- 2.
- Release for installation and Compaction Obtained: Yes v No (,5CE b8'd E T
~
- 3. Materials Releasad by the Engineer: Yes / No
- 4. Spreading and Compaction Equipment as Specified: Yes t/ No
'5. Filter Cloth Properly Placed: -Yes v' No... - -. Comments: S .e t ,
l
- 6. Clam Shell Material Clean: Yes / No Comments: //vn
.e Number of Passes: M O Comments: Me Ce nt ree g h #c a , !O..e (hMNM 8, de r s.s t/ (we . r,e Oa Osrora,e As.e,s .
Aw f _/ No Coments:(@i7dc 5. r/L;73/ .? /kq'i
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- 8. Clam Shell Material P perly Compacted: Yes v M - .Sf 4 tlCrO S/"s1(!C- 96 de e J< $ le s b
- 9. Alternate Method (s) of Compacting Acceptable (if used): Yes No Coments : . --
ft4vt' bao/A' %'/4bd 47:'l$Ar b .c 5 0? /-_ 3'Ene6nwor."AA'W 0
- 10. Final Compacted Thickness Acceptable (10 to 14.5 inches): Yes / No Comments:
See A% I , 47 7e umi .
- 11. Repaired Areas Acceptable: Yes *[ No Coments: See s we e r / ,6
- 12. Surface Tolerance Acceptable: Yes / No Coments: S ,.e c I?Q
%.4 - "
- 13. Weather Conditions Acceptable: Yes No Comments: C urA4 - A ntte C ea.i
- 14. Clean-up Properly Performed: Yes V No Coments: /LL , ,
Other Remarks or. Comments: (Se.e rever'se side for . instructions) ' Form V . W-SITP-2. 2>$3-f .. M .
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- t ASTN D-2167 S AS7" $ & AC Wet Volume . Vet Holsture Dry Lab. Std. ! **'
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J. A. JOES CONSTRUCTION COMPANY WA2ERFORD ' UNIT No. 3 SLOPE PRDIECTION INSPECTION REPORT 474 Report No: / Specification No: ./Div /fL Ve N Project No: ,7 OG / ~/ Quality Verification Inspector .b4 Date: / $b(C. 75
- y Location: x C [7 7 W ar Conditions: //# (, C YES NO Horizontal Comments: surface 2~A TGOblade A Il cleaned C rv 4 (3{ feet from vertical face):
/ u *
. Installation of gunnite: Average thickness: I
- Cunite over entire exposed vertical.. surface .and minimum 3. feet of vidth on ad-
, jacent horizontal surface: Yes # What Length I"* V LL No Conanents:
- 1. Any equipment or materials on shell filter blanket. No V Yes Comment:
Nas polethlene membrane been spread on shall mat adjacent to Nork area: Yes No X Co=nant: NO Sl9_L W6 tPPCAD. MEMcEANE FotDGO cace4 Mas gunite been trimunad: Yes N No Comment: i All surplus material and oversprey removed: Yes X. No Comment:
. m 138 '
- - Form No. W-SITP-9.1
- 56 **
O g - - auum)
! t
J. A. JONES CONSTRUCTION COMPANY
- WATERIORD UNIT NO. 3 SLOPE PROIECTION INSPECTION REPolLT Report No: 7!. Specification No: L.D0(% 4.474 Project No: I" 3l~l Quality Verification Inspector 9 b Date: 12. / 9 '7'S Location:"5Ptp 3 Wss v/4 4
~
Weather Condicions: eterAP I Lot-D Horizontal Comments: surface blade cleaned (3 feet from vertical face): YES V NO
- Installation of gunnite: Average thickness: l"
- Cunite over entire exposed vertical sur' face and. minimum 3 feet of. width on ad-
- jacent horizontal surface: Yes V What Length C"Ot L No Connents:
r
~
Any Equipment or materials on shell filter blanket. 'No X Yes t-
.- Comuments (t..1 Bas polethlene membrane been spread on shell mat adjacent to work area:
Yes No A Comment:tc td4G.LL. WAS tPREsAD . MGaASE.At4E FCLDGD 15Ac# Has gunite been trimmed: Yes %.- No Comment: All surplus material and overspray removed: Yes X. No Consent:
~
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[ppgg6Ep SITE SOILS EI:CINEER - APPROVAL TORM + ) r f - Date f5 //S f t Location f S $ U
/2//f/75 b 3,e/s L .40 N/n/M quality Coutt01 toras tesiered. ~
h/9/WL- ~ hit'ut4de k:C /1'/.7F6fp/M* /E hpffyx dwarr.no AAe EaseSpre. Aod-m#,R9 ' Approval ' Rejection
- 5A /,5/49A kD$& d'
/ d' Signature _ [d kss
~ ~
ff n' Comments /Recomended Action C"%. d I"" A (_.?*
~
_-] Remedial Work Report *
.encoren fN & OU U "* *~~
LEAD Q. C. tNbm"a , f __ ? _ // / 4 ya . r. . 2 . sia. / ^' .4 M QC Inspector Remedial Action: Accepted Rejected h *.a QC-132
*
- 8 "***
108IUDRMAil0WHiJiEss !
~ -
A- , g{/.SiO1 W3 1 3..h) % "" WATEITORD STEAM ELECTRIC STATION 1980 - 1163 HW INSTALLATION - UNIT NO. 3 SOILS CONSTRUCTION Inspection Repert 0.u._i.'2 -/ Q- 75 shit, . /' Y __. we.she,. 8Z494 h lDL6 A,,. w.,t ., .5% 19 ti - 3 A5 "PE R Ge's rcM A i rA ec _HEo A W k /in n T2cA!L~ r
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Foris No. QC-93 (9-17-75 L g;g . g,.p( ,/W M ... . __ ,c c,,,,,,,yg o g, l EsAsco g.c. cyu. - t I
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Form No. QC-93 '.- (-17 '75) *
. WWED BY :
.. g DATE.7d/-76 SIG --
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. . . . .. .. .___........ . .. . . . . . . . . . . E.s.A..s.
. . . c.o c. dyu . .
. ' ' ' " ^ _
' d 'l / NI4kW EEASCO SERVICES INCORPORATED WATERFORD SES - UNIT NO. 3 -
, QUALITY CONTROL WORK S11EET ,
p DATE 3.A - F/ '7 f By mW Ar!.in< reh -
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/ '*% LEAD Q. C. ENGINEER REVIEWED BY .
is 133 e f
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/ DATE 8I-//*7S SIG
, EBASCO Q. C. OlVL
Y g / wp5Wb 3 m>g g j
' EBASCO SERVICES INCORFORATED WATERFORD SES - UNIT NO. 3 ~
QUALITY CONTROL WORK SHIET IDCATION 77//# # .3 DATE /c - /c 7.r-BY
.MA' &n:-!T j IiwT1 W'3 .
i i I Tamp- Dxnekc-s A.y ga psont +/bs e / S nrir' Jr 5 App. d2f/ Dw es 3 fr nib /. 6u'ac6/3 i l'ITH jMiensi yop.eir + o /.<:c w w g,,g<.e. dscu . Tc spreaespy- w.4retz jn. ccon r<mr sucoc auA '
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y - b . l REVIEWED & ACCEPTED S 133 ?~ LEAD Q. C. ENGINEER oats N/-74 sia.f>&vd b$. l%{ .
g )
Attcc t,No. 8.1 l g.gg j J. A. JONES CONSTRUCTION COMPANY WATERFORD UNIT NO. 3 . CLAM SHELL FILTER BLANKET INSPECISCIL REPORT
..p s . 1 b .' s :. l Spectfication No: 2 #ti /67-M #/8.*L $ \!
Project No: ~7[*.3 / 7 Q. V. Inspector // i , Dit /9g. 3
. g% ~
s.
- 1. Placement Area / Location: N /O '
a _ 4
- n'r i d e .4 .f H o b ).
- 2. Release for Installation and Compaction obtained: Yes V No h M c 7t- d 0 N
/o fl/us t
- 3. Materials Released by the Engineer: Yes N
- 4. Spreading and Compaction Equipment as Specified: Yes / No
~
'5. Filter Cloth Properly Placed: Yes No Comments
... . . . . . . . . )
- 6. Clam Shell Material Clean: Yes / No Comments:
b; =
- r. Number of Passes: IO Comments:
B. Clam Shell Material Properly Compacted: Yes V No Coments: Alternate Method (s) of Compacting Acceptable (If used): Yes No Coments: 9 Final Compacted Thickness Acceptable (10 to 14.5 inches): Yes / No Comments: 10.
- 11. Repaired Areas Acceptable: Yes i/ No Coments: A
- 12. Surface Tolerance Acceptable: Yes / No Coments: 1-Aus c '
4r A _ W g'*W" "8t 0N
- 13. Weather Conditions Acceptable: Yes t/ No Coments: /n* "-
0\
- 14. Clean-up Properly Performed: Yes No Coments: DEC24"15 Y U
Other Re arks or. Comments: A #N / U
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! <!! dat T 11 fo' sere A'to Pr<L s? d-tXCs'r. u7 4 Spteel of Tewing N C ,e.epes Requessed NM t.Ile Thickness Comp csed WM Coverese s Given W8 Ase seems being smissed by compactees? Il so, where when?. What is compaction postern? Is is solisfectory? If not, why not?
fuse she' ek eeee<hedi e
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Tests feiling. D teses? T/het remediel ection was eeken? When- was the Wes requese Twlfilled?
- sees setested? How eieny entre so,eesges were sequested?. In w J ,A./ 8
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g n. see .i .eeeee,e s . iii. ,. . eil, ..m....e, iss, si,il, b - 3 Humber of lifts pieced end cosapected sfiis shife NM
- I . $ Nun.ber of ce.,eeeges en life poesielly compacteaf es end of this shift NM A eterek ey be eenerhed ee etele el eeem be.no filled ead composted Indleesta, sendleien of e'ee er end of skite, eevereses scespfesed. enversees needed 3a ,adleased seees.
12eeevesions s. end con e,seisen s wish s.6..n e.es.e(s) W4 f . . L J e f Ereminesiens, disess alons, decisions NM - 3
~
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_ _ , . . . , n a efu-nTrn - _ ntvituru a nuvu -
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#"**~
/ REVIEWED BY
.oATE 3 N4 W- '
EBASCO Q' C. ClVU. ( s'
, e Ast i c.r
... s :) I / I I J , 2 WATERFORD STEAll ELECTRIC STATION
~
. 1980 - 1165 W INSTALLATION - UNIT NO. 3 SOILS CONSTRUCTION
. Inspec, ion Rcpe<, & *$$%1 o... , , _s z_ ? f- mire _ W w .ih., Coc48 6Mt d'/ sr [ e-
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C.n s ee..si.n We:L'Ac..mpli.hed. Cee. .nd Equipement /flaM. /T ,@ - r2. n . M b / / ,. m ! J b sw s - a ,
!s ,- a. Aln.b j
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s. i' o,i ,i .' , .... .i L S. A w n f e- . Type .r an.teri.!. des. rib. f.,en /.Aere. . ees, fr.s en. r.. .&.e ee m.di. (, ..e,.a . e. a, fL .r / / 72w 7. .. r. ...ef=),n.e.d. ew _= a.a.a., x'4 E-, s DK .nf t
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- v. = 1 ~ s 2 138 k .
,Y"! $ 67 3 M P??M!45!iM s)e36d E:10;E 11 T* _ $7 s usi in a unnm n ! !i d a u~
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~
&nr.y tr.VVE.U,o ,
D T 5, . . __t Fom No. QC-93 (9-17-75) . N.M'g, ,cc,,,rstiuto c,v, MN 0 C N -[. _..
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l C Csu Pe# E N T N O. s80 D CA. N O. F ft E OU E N C Y TllA E s se ggur,me gy T gpa g rpICOUENCY T IM C K d4&t=.r_ )k s f. A&Mif A*/ d'
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/ s Speed of Tewing N M M w b d'" h 6 U I 14~"
Life Thickness Compected Ceeseepes Requested YY' 7# -
' Cavereges Giren LL-YY Mu ' E
- n & N l='L'-1 ^
e com / Are eveese.behg ..sedssnissed by %pactees? erspection pejseen? c_tIp ,II,.setis factory? Il t ee ,ser.s t<. h . AIl se, K where.a, s when?.
- ,u What F 'is n4* ._ ' D, 2.3et--why nos8 f.. f r$1 e$ l[J'ML Ar -** ? K l' h L-f r *- . m Y s.)"/
- f 1 = .*r Wm i
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Tessa feiting. That remediel assion was sehen? When was oise seee retested? How meny emire se,eeeges were eequested?. In whe 3 rescs? Wes requese fulfilled?
- alm Rsms*La finetude noneontermier es spesific'entens. simes end reseriens et eeek re .rk)
NA 1 i
?.--...
=
a"r Hva.ber of covereges en life persielly conipected less shife M
- 5 fiumber of lifes placed end tempecsed ehis shift / lM- /O rh - >
r K wh// m # L ? -d-R Num.5e, of ceverages en life partiefly compacted et end of shis. shile e A / /A,lf [ <e. a
;sce.g.efed.
A skstek* e,ey be esseeked to seele et eroe beeng illbed end eempested indieeting sendislen of eroe er end et ehlfo. eevereses eewereres neee'ee* In laditered erree. Inseemstions to end conversations with subtentratter(s) 2 A/J4 J. i nr. i ..s - w - ' et 3 s__ 4-
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NFVIEWEO 5 CCEIEU iiAD Q. C. ENGiMLEi!
-)REVIEWED BY rom W. qc (-17475) - -
e r-
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^ PATC 4 ( i WATERFORD STEAM ELECTRIC STATION s
m y g 1980 - 1165 MW INSTALLATION - 1 NIT NO. 3 - SOILS CONSTRUCTIO:4 .
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Are eseos being missed by compectors? Il so, where, when?. What is tempestion postern? Is is setisfectory? Ilnot, why not? lese skessk erreshed) El e ~ i i Tests feeling, reses? ylhes fulfilled?
.Wes request eemedlel ocsien was teken? When was the esos estesied? liew sneny entre severages were seguessed?. In when J
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EBASCO SERVICES INCORPORATED ' i WATERFORD SES - UNIT NO. 3 ' SITE SOILS ENGINEER - APPROVAL FORM Date /E E3 ?5 Location kAl- f /Wlf 8' l Quality Control forms reviewed fC- f3 N hd p ffA . l Approval , Rejection fo#.f4.4C-germy
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QC Inspector: Remedial Action? Accepted Rejected i a QC-132
- Site Soils Engineer REVIEWED BY
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Project No: 8-3l Y Quality Verification Inspector .h6b _ Date: 9 ll 4(f l l .* W W . Location: W.NM~6M 4 Weather Conditions: 44fdrsl 6 6 Yar MD QA(N NE4r TWGD cG: H42a4 wh. Borizontal surface blade cleaned (3 feet from vertical face): YES / NO
. Comments: .
Installation of gunnite: Average thicknaas: c:NG2 2' ' Cucite over entire exposed vertical surface and minimum 3 feet of width on ad-jacent horizontal surface: Yes / What Lengthovt;IL T No Connents: Any Equipment or materials on shall filter blanket. No Yes e- mant: b e C...- ; Bas polethlene membrane been spread on shell sat adjacent to work area: Yes No # Comment: C Eas gunite been trimmed: Yes o Comment: .u W'
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All surplus material and.overspray Yes No Comment: o Rh Form No. W-SITP-9.1
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- 1. Placement Area / Location: bTelf4 Q '
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- 2. Release for Installation and Compaction obtained: Yes
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- 3. Materials Released by the Engineer: Yes No
- 4 Sprea. ding and Compaction Equipment as Specified: Yes No
'5. Filter Cloth Properly Placed: Yes No - - -Comments: -- -
6 Clam Shell Material Clean: Yesi No Comments: [ a- {3 Number of Passes:
/O Comments: d /4AdiefS ,
8 Clam Shell Material Properly Compacted: Yes No Coments: IsA h *
- 9. Alternate Method (s) of Compacting Acceptable (if used): Yes No Coments TN4/
- 10. Final Compacted Thickness Acceptable (10 to 14.5 inches): Yes No Comments sa - a,- - s a n -
- 11. Repaired Areas Acceptable: Yes No Comments: A/ 6 ,
- 12. Surface Tolerance Acceptable: Yes Comments: IA
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- 13. Weather Co.nditions Acceptable: Yes : o Coments: Loudy
- 14. Clean-up Properly Perfonned: Yes o Coments: -
Other Renarks or Comments: 82 # sf Af / ##[ - ? 7d _ $ ., -,, . ,,; - . e- esen45 O
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