ML20031C642
| ML20031C642 | |
| Person / Time | |
|---|---|
| Site: | Callaway  |
| Issue date: | 09/29/1981 |
| From: | Eric Thomas BECHTEL GROUP, INC., UNION ELECTRIC CO. |
| To: | |
| Shared Package | |
| ML20031C639 | List: |
| References | |
| ISSUANCES-OL, NUDOCS 8110070377 | |
| Download: ML20031C642 (25) | |
Text
{{#Wiki_filter:, t UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFCRE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of ) ) UNION ELECTRIC COMPANY ) Docket No. STN 50-483 OL ) (Callaway Plant, Unit 1) ) AFFIDAVIT OF EGGENE W. THOMAS IN SUPPORT OF APPLICANT'S MOTION FOR
SUMMARY
DISPOSITION OF JOINT INTERVENORS' CONTENTION NO. IB (CONCRETE CRACKS) State of Maryland ) ) ss: County of Montgomery ) EUGENE W. THOMAS, being duly sworn, deposes and says as follows: 1. I am the Civil Group Supervisor - SNUPPS; Bechtel Power Corporation ("Bechtel"). My business address is P. O. I Box 607, Gaithersburg, Maryland 20760. A summary of my professional qualifications and experience is attached hereto i as Exhibit "A". I have personal knowledge of the matters stated herein and believe them to be true and correct. I make this Affidavit in support of Applicant's Motion for Summary Disposition of Joint Intervenors' Contention No. IB (Concrete Cracks) in this proceeding. 4 agojoo3[O poS G
i 2. Bechtel is the Architect / Engineer for the SNUPPS project 17;1uding the Callaway Plant. The Bechtel organizations .ve been engaged in construction and engineering l activities sinci 1898. Bechtel has substantial experience in the design and engineering of electrical power generation pro-jects. For over 25 years, it has been actively working on l nuclear projects including power plant design, engineering and construction. 3. The purpose of this Affidavit is to establish that the circumferential crack in the concrete in the reactor cavity moat area of the Reactor Building and the concrete cracks in l the Control Buildi ng walls are structurally insignificant and l do not affect the structural integrity.or the safe operation of the Callaway Plant. As Deputy Civil Group Supervisor, I was personally involved in the technical ~ analysis and review of these cracks. I. Cracks in the Reactor Cavity Moat Area 4. The reactor cavity moat area is located in the lower portion of the Reactor Building. Its relative position is shown in Figure 1. As shown in Figure 2, this area encircles the reactor cavity. Figure 3 is an enlarged view of the moat area, showing a typical cross section of that moat area at the time the subject crack occurred. (Figures 1, 2, and 3 are attached hereto as Exhibit "B".) The moat area begins at 9'-7" from the center of the Reactor Building and extends 3'-0" radially l i l l
e = outward. Embedded in a local area of non-reinforced concrete (by design intent) at this position, and encircling the reactor cavity is a structural member (designated the M4x13 embed) to whigh a liner plate is welded. The reinforced concrete which was removed to eliminate the crack, was subsequently replaced with the placement of the additional non-reinforced concrete i identified in Figure 3. 5. The reactor moat area was formed during the reactor base mat pour which started at 1300 hours on April 6, 1977 and concluded at approximately 0315 hours on April 9, 1977. During the pour, the M4x13 embed encircling the reactor cavity was covered except for its upper surface. Thereafter, the liner plate was welded to this embed. 6. On or about May 9, 1977, a crack was discovered in the reactor cavity moat area by employeeb of Daniel International Corporation (" Daniel"), the constructor an the callaway Plant. The crack was visible in the area in whicr. concrete had not yet been poured. The crack extended 270 around the moat area and was one-quarter inch (1/4") wide at its widest point. The discovery of the crack was immedictely reported to Applicant x and to Bechtel. Applicant requested that Bechtel send engineer-ing representatives to the site to assist in the investigation of the extent and cause of the crack. Nonconformance Report 2-0631-C-A was written on May 9, 1977, documenting the crack. (Exhibit C attached hereto.) 7. On about May 10, 1977, Applicant reported the discovery of the crack to the NRC as a potential significant -
deficiency, because the initial information available was such that a more extensive problem could not be completely ruled out without further investigation. It is Applicant's policy to so notify the NRC whenever there is the possibility of a potentially significant deficiency which cannot be resolved within 24 hours. 8. There was concern that the crack might not be localized and might extend under the liner platcs toward the reactor cavity. Accordingly, site construction personnel were directed to chip out the concrete to determine the extent of the crack. In addition, the liner plate subcontractor was requested to remove a section of the installed liner plate. Upon' arrival of the Bechtel engineering representative at the site on May 11, 1977, two-thirds of the visible crack had been ramoved by chipping and a ten foot long circular segment of the liner plate had been removed. The concrete surfaces were examined visually and by soundings taken with a hammer and steel pin. No signs of distress were visible and no hollow areas were detected. A local excavation was also made and cor.iirmed that the crack was localized and did not con-tinue under the liner plate toward the reactor cavity. 9. As a result of these inspections, it was concluded that the concrete crack was a local condition in the non-reinforced and non-structural concrete surrounding the M4:13 embed. It was further concluded that the defect could be repaired when the crea was subsequently filled with concrete. The NRC was notitled of the results of this investigation and advised by applicant that the observed localized cra':k was not considered to be a reportable significant defect. - _ _ _ _ - _ _ _ _ - _ _ _ _
l l 1 10. Bechtel approved a repair procedure proposed by Daniel. This repair procedure required that the entire circumferential crack be removed by chipping to sound concrete and filled to the top surface of the bottom flange of the M4x13 embed-with a flowable non-shrink grout. Dry-pack grout was specified to repair the area of local excavaticn under the embed. The remaining area of removed concrete was also required to be replaced when the adjacent pour a was placed. A recommended welding sequence to minimize any weld shrinkage and distortion of the liner plates was specified for replacement of the sect;on of liner plate and its associated leak chases which were previously removed. As indicated in NCR 2-0631-C, this repair work was completed by Daniel personnel in accordance 4 with the approved procedure. 11. It was determined that the localized failure of the unreinforced concrete in the reactor cavity moat area was the result of forces imposed on the M4x13 embed by the expansion and contraction of the liner plate, primarily caused by the heat-up and cool-down of the liner plate as it was welded. The nature and appearance of the crack appeared to have been caused by a slight rotation of the embed which effectively pried the ad]acent concrete from the remaining concrete mars. This rotation is j consistent with tension in the liner plate resulting from the tendency of the liner plate to shrink as it cools down after it is welded. 12. The possibility that the subject concrete was not well consolidated due to inadequate vibration was ruled out as a possible cause for the crack. Inspected concrete samples chipped from the - -..
damaged area conformed to the contour of the M4x13 embed, thus verifying that the area was completely filled. Furthermore, xcs pection of the face of the crack indicated that the crack occurred through the aggregate. 13. The localized crack, as repaired, will in no way affect the structural integrity nor the safe operation of the Callaway Plant. The repair of the crack results in a condition at the repaired area which is at least as good as the original design requirement. This is the result of using materials for repair which equalled or exceeded the quality and strength requirements of the original design and utilizing procedures that provided for proper placement and bonding. Moreover, even if the crack had gone undetected, it would have had no deleterious effect. Since the crack was in concrete whose primary function is fill material, it would have had no effect on the structure performing its intended functions. 14. No specific actions were required to prevent recurrence of the cracking in the moat area tacause no further welding in the affected area was to take place. As a preiventive measure for other SNUPPS units, the liner plate welding was completed prior to concrete placement in ad3acent areas. II. Cracks In The Control Building Walls 15. On February 8, 1978, a Nonconformance Report, NCR 2-20Si-C-A, was written by Daniel, documenting fifteen (15) cracks in the concrete in the Control Building walls. (A copy l i - m
of NCR 2-2081-C-A is attached as Exhibit "D".) Upon information and belief, this NCR was written at the request of NRC inspectors following an investigation into an anonymous allegation that a concrete pour had been made for a portion of the Control Building wall on top of a portion of the wall containing a visible 12 foot long and 8 inch deep crack. See NRC Inspection Report No. 50-483/ 78-01, p. 20. 16. The NCR contains skLtch6s showing the size and location of the fifteen (15) cracks. Four (4) of the cracks do not exceed 1/16 inch in width at their widest point; six (6) cracks do not exceed 1/32 inch; and five (5) cracks are hairline cracks. Several of the cracks extend beyond one pour. The NCR indicates that only three (3) of the cracks (Nos. 11, 13 and 15) are considered to be a reportable condition. 4 i 17. After evaluation of the cracks by Bechtel and Daniel f personnel, NCR 2-2081-C-A was superceded by NCR 2-2173-C-A on February 21, 1978. (A copy of NCR 2-2173-C-A is attached as ~ Exhibit "E".) The new NCR includes only cracks Nos. 11, 13 and i ~ 15. (Crack No. 12 was also included in the NCR only because it appears on the same sketch as do crack Nos. 11 and 13. Since it was a hairline crack, crack No. 12 was not deemed to be report-able.) The other cracks were determined by Daniel and Bechtel not to be structurally significant nor otherwise to constitute nonconformances. Daniel's recommended disposition for the remaining cracks was "use as is" since the cracks "will not impair the structural integrity of the walls." Bechtel's, _ _
revised disposition calls for repair of the three cracks with an approved epoxy grout. 18. None of the cracks in either NCR 2-2081-C-A or 2-2173-C-A were r'eportable by Danici Quality Control Inspectors since none exceeded 1/16 inch in width, the threshold set forth in Daniel's work procedures and quality control procedures for reporting cracks. This standard was developed by Daniel, utilizing Bechtel suggestions on evaluation of cracks in structural concrete, and represents conservative criteria. 19. Bechtel determined that repairs were required for the three (3) cracks in NCR 2-2173-C-A not because they were structurally significant, but rather because they were cosmet-ically undesirable. The cracks identified in NCR 2-2081-C-A and not in NCR 2-2173-C-A were neither structurally significant nor cosmetically objectionable. Therefore, no repairs were required. Furthermore, since none of the cracks were judged to be structurally significant and since placement of a subsequent lift would not have impaired the ability to repair the cracks in the unlikely event such actions were required, it was not inappropriate to allow the subsequent lift to be poured prior to the disposition of NCR 2-2173-C-A. Upon information and belief, the NRC subsequently closed out the item raised in its earlier Inspection Report (No. 50-483/78-01, p. 20), noting the evaluation of the crack in question as "an acceptable crack caused by normal concrete shrinkage." See NRC Inspection Report No. 50-483/78-03, p.
- 3. _ _ _ _ _ _ _ _ _ _ - _ - - _ _ _ _ _. _ _ - _ -
20. Small cracks of the type identified in both NCR 2-2081 -C-A and NCR 2-2173-C-A are common and are expected to occur on a limited basis in all reinforced concrete construction. No corrective or preventive measures are known to the construction industry which will completely prevent such cracking. Such cracking is the result of the volume change and resulting strains associated with the drying shrinka Je and thermal changes of the concrete during the normal curing process and, most importantly, is anticipated in the design process. 21. The cracks described in the two NCR's occurred at a time when the concrete was undergoing its most severe volume changes caused by drying hrinkage when the altLmate tensile strength was not yet fully developed. The development of such minor cracks resulti.g from drying shrinkage is a dynamic process. During at least the first 30 days after concrete placement, it is not unusual for such cracks to appear practically overnight. Further cracking due to this condition, however, will generally not occur as the concrete ages, since the most significant cracking mechanism, i.e., volume change and resulting strains due to drying shrinkage, has already occurred. Similarly, while it is possible in the future for the existent cracks to vary slightly in size, due primarily to temperature changes and to a lesser extent to external loads, creep and continued drying shrinkage, such changes will be extremely small, again because the most significant crack-ing mechanism has already occurred. 22. It is also not unusual for such cracks to extend into previous or subsequent adjacent pours. Concrete ic inherently,
l weak in tension, and no tensile capacity is assumed in design. l With this type of material, cracking will occur perpendicular to the tensile stress field. When a crack forms, the stress level rises at the crack tip and the crac4 runs until this stress level drops below the tensile limits of the concrete. Due to the bond existing between the adjacent pours, a tensile force in the current pour would also result in a tensile force in the previous or subsequent pour. Since a crack requires a tensite field to propagate, it could be expected that the crack i would propagate into the adjacent pour until the tensily forces driving it decreased sufficiently. Propagation of these cracks to the limited extent identified in the Control Building, does F not adversely affect the integrity of the structure. 23. The concrets cr&cks in the Control Building walls are structurally insignificant and do not affect the structural integrity or safe operation of the Callaway Plant. Concrete is a non-homogencus construction material with a very low tensile strength capacity, and may exhibit surface and througn-thickness cracking as a result of internal tensile stress caused by the volume change due primarily to drying shrinkago, and also to creep, externally applied loads and temperature changes. The design methods used for reinforced concrete, however, take this into consideration and assume that the concrete will crack under tensile loading. Indeed the Control Building walls are designed to serve their intended functions properly even if they were l separated into individual vertical strips. 10 - i ~ _,,
O (%w Eptfene 'W. thomas NOTARIZATION Subscribed and sworn before me, the undersigned officer this J 9 day of adm de.u, 1981. / k dup A Notary Publfc My Commission Expires /, /f f2. } l i i i 1 -u-
O 1 NME E. W. 1HCMh5 POSITIN Civil Group Supervisor EDUCATICE BSC2, Drexel Institute of '14chnology MSIE, M:exel Institute of Technology ) SCM GRY 2 Years Civil group sup d sor, nuclear power plant 3 Years Deputy civil group supervisor, nuclear power plant 2 Years Group leader, nuclear power plant 3 3% Years Engineering speculint, nuclear power plant i 6 Years Senior dynamics engineer and dynamics engineer, aerospace industry 2 Years Surveyor and highway ccmstruction inspector EXPERIR CE Mr. S eas is currently assigned as civil group supervisor for j the nulti-unit SNUPPS Project,1150 W PWR nuclear units. He is responsible for the activities of the civil / structural j engineering group, which include design of the power block and safety related site structures, t="hnical resolution of field l prrklems, preparation of specifications and bid packages, tedmical evaluation of bids and review of vendor drawings for civil related items. In earlier assignments to SNUPPS, Mr. Mcmas was deputy group supervisor and reactor building group leader. As deputy group atparvisor, Mr. Scrnas assisted the group supervisor in performing his duties. Specifically, this included evaluation and resolution of special design problems, resolution of items related to implementaticn of the design, and resolution of technical items, including nonconformances, associated with concrete and structural i steel. As reactor bt41 ding group laadar, Mr. 2 mas was responsible for the deval&t of the structural design for the reactor bi41 ding and its internale. i As an engineering v4al4st, Mr. 2cmas was involved in pipe whip l reatrain design, m4=e=11aneous concrete and structural steel design, and FSAR preparation fer Millstone Nuclear Power Plant's 830 W PWR Unit 2 for Northeast Nuclear Energy Ccmpany. During this time, he was a M of the ocamittee writing Bechtel Tcpical BC-40P-9. He also worked on pipe whip restraint design for Davis-Besse Nuclear Power Staticn, Unit 1, 900 MW PWR project for he Toledo Edison Ccmpany/Se Cleveland Electric Illuminating Ccmpany; seismic analysis of the auxiliary and control b?ildings, pipe hanger design and miscellaneous concrete and structural steel design for the 760 is PWR Turkey Point Power Plant's Units 3 and 4 for Florida Power & Light Ccmpany; and seismic analysis of the mn+a4==nt for the .Edwin I. Hatch Nuclear Plant, two 800 W BWR units for Georgia l Power Ccmpany. 1 1 EXHIBIT A f I
PN2 nio Prior to joining Bechtel, Mr. @ms as a senior dynamics engineer and dynamics engineer. Using flight test data, finite element and other analytical methods, he detaminad dynamic characteristics of air frames. He also prepared ccuputer pe: grams for predicting rotor dynamic loads on helicopters and for detemining structural natural frequencies for large models. Earlier, Mr. Wms worked as a surveyor and highway construction inspector while a student in the cooperative work / study program at Drexel Institute of Techrology. PBOFESSIONAL MENBERSHIPS National Society of Professional Engineers REISTPATION Registered Professional Engineer in Maryland, Missourl and Kansas
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.;};.} CROSS SECTION OF REACTOR BUILDING BASE HAT & REACTOR CAVITY (COMPLETED STRUCTURE) Figure 1
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Unreinforced concrete - Filled after the vertical liner plate (to the right) is completed REACTOR MOAT AREA = = = = = 3 1'4 / ' 3'-O" 97* 8 4 VERTICAL LINER PLATE 1 .jp..,'...,!:. h T ;T i _ i . ' ': -: J ; HORIZONTAL f 'U ' F."l ', LINER PLATE l,l,,, ie a s.; 1 t%f' ', w- - - 'I~!!c.'.E C.* 'f,;. ['* i;.M* .. 3@T.T,iJi!.ip.?:. i'?.f'.Tj5. :[jI 6,-;*p 5'2*
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? 2.-~ 7 MONCONF010tANCE REPORT (NCK) rorm cr.ss o.ts) r... t or Aenom ano ai. a x .wca Numo : rr.ieet.s u.e,s.mme, g X 2-0631-C-4 caminas 5-20-77 / o =. / ., f . a-k isenumeauo. or A,ea ana tum _ suea to. = = Reaetor 31dg. 3a.se Mat , ~. J ~: - - ',,.. ' .e a e Pour No. 2C221S07 Crack i=. concrete is ca /ity = cat a.r a 'a '-~ v " i mi-1, "8 3 7"' JUN O 8 F'7 Controcia, coeumenus 3echtel Spec. C-101 t C C... . r-Y- i i DANIEI. DOCUMDT CC Circumferential c.j .ac b,,4., .te' r -:p 1.ie ). o c c ur s pwnng, s u tr-oenenoeo or so.co rorma.a.: k o '#" - a - aard*v '* -- Reactor Cavity.soat area. approx.
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ae to cau h! t < 0 a t. ) / ortar atos \\ pf_, z.,c.,7 me Recommended otsoennom de Bass or Recoursendados: Chip area 300o :. : =ca: area to sound concrete O no-oes ' sci recair ser attached sketch. Discosition C **'* a.ssures souid founda. tion under M-shape and botto: liner plate. U Une As Is Caume of Noneonformanee and Aegon to Prevent Recuareneer 3elieve to be related to shrinkage of C3&I A*i'c' liner plate in = cat area during or subsequest Oc velding. 3echtel to provide action te prevent recurrence. Aeuos Ta.kan to Contret Nonconformances Hold tag applied. Stop vert order issued to C3&I. Chipping ~ a:d repair of exploration area =ay proceed. l. $ f f.Q ?- l 'E.') '1 /?? WJ bn f 4W/'W'" Y~1/*v ,-..,e s.7 /.,,.J~D Site Aporova& '~ Ut:a / oak M ~ frspect Statement tnefuded C Yes 6 No 3 Avproved. As Recommended otroomeca:, C ction.'uo Rens.d as rouo-n ACTION TO PREVENT RICUF2ENCE 1. C31 to provide writ:en 1:s: rue:1ons and/or a welding sequence to ereccion forces to =in -':e :he shrinkage of liner place d 2. Sech:el :o lover elevation of 31ockout in Reactor Cavi:7 Moa: A:ea :o II. 1997'-1-3/4" I A h' 8 l d l t b W 4 - i C-OR2913 Rev. 3 Div4k 2.E. 5/24/77 Uhite SNU??S OA Mr. 5/26/77 AJT. Approvst Tiue case SNUrr5 or Utility Approval T10e case s uu.a.. e, c...i... Aeoo., c.,-4.et A J s.,,. G &.5 =- k a-w~&. &'M _ Ea.s r.s.c p rr.1cve.b. N G., h C* - lakN1lT .,,.,yWA? & 9 @ h:,,e*-%,b. h t n (.k i f ( L _J L-' M.. n_ b a# ( A 7-7 7 l 4 _ /* 1 3 / " a u _ L /*/.,/t E 47-77 Aensa Compa sed Title # oate I L\\ Acud7'Ye1bd T1ue case otes=== =.a: J W. F.. WE3ER (U7) (/ WOLE CAiiK .-UR3 IRA (3ECETELI D. F. SCENElL UE) A.S. MARTIN (3ICHTEL) s.u. van 3ER IAlM (0I;; 3.A. ?ITR!CK (53U??S)l h M_RM03(J.,23) l W. ..s ..t
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- and 2C361WO4: Cracks in concrete walls.,
ContseClag Deeuments Sechtel Drawings Cs-'C3901, revision 8; C-CC3902, re--ision 8; C-CC3903 revision 6 and C-OC3904, revision 7: Denettotion of Noneenformaneet \\C e-r-79 x See Shee: Number 2 AAT _7 /2l'74 (pgg - ' Onsuianer y 7tue Oate Recoenraended Daroestuen 44 Saala for Racerernesdauon 3echtel $ recem=end disposi:fon and basis for C ""** i recommendation. ne,,a, Cause of Noneonformance and Action to Prv.ent Raeurreneer a.- 3echtel to provide e.ause of nonconformance and actica to C A*f*=* prevent recurre=ce. No further Daniel ac:1on required.t
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,m, T ? lace hold tags.' Work nay proceed on adjacent lif ts to the point of concrete M placement. A 2h hs d i u. 6 - 4..., b ~ l $0 $d's&. // N */p'?f ,2-f~ 7 9"" f I tre A:= eru nue oa:e Dispostdon? Imsset Statement included C Yes C No C A33?oved.as Recoramended O esti = aevt.d as r.a.m Decameets to be Revhed: WiBITD A/E Apprwva! T1ue Date 3.N UPPS of Utatite Ap; rov 4 Tiue Date Statement of Comoteted Ac'Jon: A-tton Comstett Tsue Date Acuen Venfed Tiue Date Dut ioutaen: J. L. Turdera l N. A. F9 trick W. H. Weber B_ T 11 D T
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? l' s f.M*.D..,.C..l.7_EL conuau.u. she, Pu, 3-6 'NONCONIO!U!A'NCE REPORT (NCR) r.nncr.4s.t<* m c, .p ~ Protect Nume/Nuramer Acuen Requaret Sy: ggp 7g"* Q, N NCa Number V0f S J-G O T / - c.- A Csilaway / 7186 2/14/78 I i ~ ~ ~ DESCRI? TION OF NONCONFORMANCI: Cracks have been observed in the referenced va'1 pours with size and location - as shown on -J e attached sketches. \\ In the judgement of Daniel Engineering only cracks 11,13 and 15 are considered to be a repor:able. condition. Other cracks are shown for infor=ation and to 4 indicate a recurdng problem. ~ , 3. ... -4@ ', . _... ~. -_C. . : -. s - i N... .g - i l s-g.'.' y -. .f! i;.4-&.- ~ e t 4 un; 811 D yg O m p.,.. t *. ' - w g
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6 .cr;;:. nan..r.~m. r n o.. s ~ ) NONCONFOR.TI ANCE REPORT (NCR1 r... cr.o. o.rci coau.=u.. swe raw iT_..c 5 j)/* rr m x ,x.. 4.u a..... 4 a n o x xca x i ScALs M =.1 -o 20$ C 4 Cs!!aw:y / 71S6 u 1 7 -0 cc CA 4'.g n..... -. n f-.C c '-g '- 'I l* !I EL. 2 059 - G 2'. c.7-t 4 I co: -(II) GRAcx Wicp! t No]* EXCa.D Vica 5( l p g nAinins esAcx. l Txt.s.s:cs c.v: y) I:I C o.vpu ve.-
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2/23/78 - T "2'-Zi7'i-C-A C2.rvty m!S ,) 2-2 se.z::n =sa. 4: 3.:. : :,:s Con:rol Su11 ding N/A Wall Pours': 2C3 61WO3 and 2C351WO3-- --- - * - - - -- u s NCR supercedes NCR 2-2081-C-A C seks in concrete ualls. w e =e,cuee.c,=,=us ...i.' 3ech:e1 Drawing.C.-0C3901 Rev. 8 ~ OR14 i8 At t. y Issu2*h e ense...ex.=,.. n- ~ M-78 Cracks have been obse: red in :he referenc: _. 1:L a-78 vall pour with si:e and loca:1on as shova on a:: ached ske::h. Crack dep:hs canno: &'r-l M.*ff, fi:? <' g.c.-ry be de:ernined a: :his d1=s. /,,, g, 4 g ) cc e - .=. mu ?.ars==.:sesses otruec==n is !a.ca *:t ?.neer=.=:e=c.2nia: s Use as is. Cracks *eill no: i=pa.: :he s:ructural C
== in:egri:7 of the valls..- ~ - c 2,,,,, Cause of N.scoefar nace 1.ad Ace.a t. >=-.ent Rec = esses Si? rs u :a Cracks apparently due to concre:e shrinkage.' No ' C sei.E C fur:her Daniel ac: ion recuired. M 2.- 4 -7 e f.ue.. mes s. e = -oo<.u.=e r _u.ee -.. Place hold :ags (1 of 2 through 2 of 2). ~ is NCR is no: to affec: any adjacent a pours. 1 M d IN. d _ I @GC t - ? 4.. > s 1 l 3a. 4 = nm//. M &, A me us 2.i. pe-, I .uf -
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-t ou,.nese. t:- .e se.: --.- e m< C r,. G :c. O A*:W-u.3. ass _ .a= dad U :u-..cm3?.m.d u.e ce n Saw cut cracks to 1/2" vidth and 1" depth. Repair vi:h ~ an approved e'poxy'grou:. The repaired s:ructure vill serve.1:s in: ended func:ica. W,. 8JTE =.. _ I. T. 3ecket: CSI 3/14/78 ?. Divjak ?.' I.' 3/13/78 Robt. *'hite(for SNU??S) Nuc. & Fuel Ing.3/1./7. A.I A,.... nun s.x::7?s :: <. =c_7 A:-nm
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~ ~ e ..j ....,f.::;n:. D..A..m.~ET. - c. / NON' ONFOR. STANCE REPORT (NCR) r.n cr u-t u.m - C.au.uu.. sa..t r=. ~-.; C Preseet N mmesNumber Aeu.4 Reguared 373 Q N NCR Numtet 8cALa Callaway / 7186 M * / '~ [-N/ ~78-(-A f, CA i -0 4 '_4 / p o <g - m-I I'l l I n. z i y'-c ~ e Cascx wicTH c c.=: NOJ" LXC&CC VW' 7~Hr:.s:cs c. n-y) 3 Coupnve: to EL. 2 043.'-O'.' ~ ls HA i,v. :ne C.c.Ac n \\ ' 2C3&lWQ3 .N l l l' s io w -c c. =. e i 8 l?.C35/ w o31 l l l/l W c'Lg " ' * (j ' (, " CON 7~ROL EU/L DING NORTu kl.= L L. fl oo W /b/ 3 S OUT;/ ) ~ CA i a l m.0'8 b' 2,059 - 6 C.cT i s. CAACx wic7H cor.: - IS I No 7-exczcc k l (THI3 c.ysf) l ? C3 $jWQ3 l 3iCt.
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