ML20011A534
| ML20011A534 | |
| Person / Time | |
|---|---|
| Site: | Callaway  |
| Issue date: | 01/20/1978 |
| From: | Shewmaker R NRC OFFICE OF INSPECTION & ENFORCEMENT (IE) |
| To: | Moseley N NRC OFFICE OF INSPECTION & ENFORCEMENT (IE) |
| Shared Package | |
| ML20011A456 | List:
|
| References | |
| NUDOCS 8110130525 | |
| Download: ML20011A534 (11) | |
Text
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ENCLOSt.AE 1 e.
II INSPECTION PJ" 50-483/78-01
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~%.,,,f f January 20, 1978 Docks: Nc. 50-433 MEMORANDUM FOR: Norman C. Moseley, Director, Division of Reactor Construction Inspection, IE FROM:
R. E. Shewmaker, Division of Reactor Construction Inspection, IE SU3;ECT:
RESOLUTION OF ITEMS IDENTIFIED SY REGI'N III CURING SPECIAL INVESTIGATIONS AT CALLA'a'AY, uni ~ l RELATED TO CONCRETE CCNTAINMENT TIME AND DATE:
10:30 a.m., Monday, January 23, 1978 LOCATION:
P-422, Phillips Building PUR;0SE To discuss and resolve oy the establishment of positions, the folicwing concerns:
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Radial shear tie dist-ibutier, and orientation N-and the relation to radial tension ties, including asscciated documentation, 2.
Concrete cover requirements as related to crack and corrosion control, including ne associatec documentation, and 3.
The specifics on establishment of the controlling documents or various provisions of the documents, including such documents as BC-TCP-5A, ACI-318, construction specifications and drawings.
PARTICIPANTS:
NRC
- 0. Parr, E. Licitra, I. Sihweil et. al, NRR R. Shcc.m.aker, IE; R. Hsishman, E. Schweibinz, G. Gdilagher, RIII Union Electric Cemeany and Consultants J. Bryant
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MINUTES OF MEETING ON JANUARY 23, 1978 The first item of discussion was to correct the subject title of tre meeting notice.
It was noted by the licensee and verified by the Region III cersonnel that the subject items had been questioned t.s a result of a normal inspection being conducted at the site and net as part of a special investigation underway at the time.
Also, as introductcry material it 'aas agreed tnat the'mee:ing would proceed with Agenda Item 3 first, followed by Items 1 and 2.
The licensee's censultant indicated a desire to make a brief presentatien en the develetment anc history behind the Callaway anc SNUPPS desien and construction criteria prior tc the discussion en the three major items.
Individuals present and their affiliaticn are listed in Enclosure C.
Footnotes indicate these individuals who were not present durinc the entire meeting and what portions of the meeting they were in attendance.
BACK3ROUND INFORMATION The presentation consisted of relating the criteria for the Callaway concrete contairment design and construction to the following documents:
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a.
SNUPPS PSAR
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b.
Callaway PSAR
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c.
BC-T07-5A, Revis ten 3, February 1975 d.
NRC Acceptance Letter on C above dated 3/28/75 (As stated by licensee BC-TOP-5 is actually new BC-TCP-5A, Revision 3) e.
ACI 318-71 f.
NRC Safety Evaluation Report, Section 3.8.1 and 3.8.3, for Callaway, 8/7/75 ITEM 3. CONTRCLLING DOCUMENTS Bechtel referenced Items a and b as the basic documents for the Callaway-SNUPPS units.
In referring to Iten a.,
3echtel briefly reviewed the varicus subsections (3.8.1.1 througn 3.3.1.7) and the ccamitments crevided as part of the license apclication for these sucsections.
During the presentations the main emphasis by Bechtel and the licensee wes that_ there were very 2 of 11 e-
.s-clear-cut and distinct dividing lines between design and construction criteria and that in neir coinion it was the lack of understandinc of these c'viding lines that had led to the a::arent confusion bv i~.
This apparent confusion had resulted in the needed for the meetinc since I5 had perceived the need for clarifications ar.d understancincs prior to the placement of Wall Lift #4 and tne licensee wished to nave the uncertainties clarified prior to the placement also.
Summari:ed below are the relevant specifics for each PSAR subsecti:n of Section 3.3.1 and tne licensee's '..terpretation of the acplication to design anc c:nstructicn, or to design and to construction as secara e functions depencing on one's interpretati:n.
3.8.1.1 Description of the Reacter Building - This section was ncted to include, by reference, many of the chysical details of BC-TCP-5 but also included figures within the PSAR (Figs. 3.8.1 through 3.3.7 and 3.3.13).
The licensee stated that BC-TCP-5A applied for this sectf un only as referenced.
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3.8.1.2 Applicable Codes, Standards and Specifications - The licensee addressed this by indicating design was in accordance with BC-TCP-5A and then briefly mentioned *.ne job construction specifications prepared I
by Bechtel.
Sechtel described the three types of scecifications they prepared: material specifications, fabrication scecifications and cor.struction precedure specificationr.
The follcwing specifications were mentioned by Bechtel as these relating to the areas of concern under discussion at the meeting:
C-101 Furnishing of Concrete C-103 Forming, Placing and curining of Concrete C-lli Purchasing of Reinforcing Steel C-112 Placing,f Reinforcing Steel C-Igl Material resting 3.8.1.3 Leads and Loading Combinations - Bechtel indicated that the various criteria cortions of this section refer to various applicable sections of BC-TOP-5A except as noted in Document a where the loads are assigned numerical values.
3.3.1.4 Design Analysis Proceaures - 5echtel exclained that SC-lCP-5A addresses, in Sections 6.0 and 7.0 as well as Appendices 3&C, the general design analysis metnods. BC-TCP-7, SC-TOP-8 and SC-TOP-1 are used for the design analysis proceda.aes in areas such as the anchorage zones, buttresses and liner details.
Seismic analysis was noted as being addressed in Section 3.7 of Document a.
Inclosu e 1 3 of 11 t
O 3.8.1.5 Structural Acceptance Criteria - 3echtel did not provide any details on this section other than a general reference to BC-TCP-5A.
- 3. 8.1. 5 Materials, Quality Control, and Special Construction Technicues - 3ecntel indicated that tne SNUPPS SAR, Occument a, in Section 3.3.1.5 is the guidance in this area.
Bechtel and the licensee indicated that th.
section deals orly with what they term the construction aspects an: does not address design.
Bechtel noted that the design and construction of Other Categcry I structures as described '- DSAR Section 3.3.3 was in accordance with ACI 313.
Within the hierarchy of controlling documents prepared by the licensee the fcilowing order could be establisned as a result of the meeting.
SNUP?S and Callaway PSAR's Engineering calculations, drawings anf job specifications Vendor shep/ fabrication drawings
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ITEM 1. R A3!tt B ARS, Sechtel explained that Section CC-3532.1 of Aopendix C cf SC-TCP-5A, Revision 3 allcwed three configurations for radial shear reinforcement kncwn as the transverse, sim:le-U and multiple-U (See Ficure 1).
Bechtei is using the transverse ty:e in the normal wall sections with the other types possible for use in areas of tendon anchoraces such as buttresses, penetrations, and the construction opening.
Sechtei indicated that there is no recuirement that the bends of bar engage and enclose tne inner and outer face vertical reinforcing since the requirement is only a standard hock and 0.5 Id as an effective e-becment.
In order to assure pro er embedgent in the cuter face, Union Electric will place and verify that the radial shear reinforcement has the outer leg outside the plane of t.1e vertical reinforcinc steel.
Bechtel also explained that the legs of the bar could be oriented at any angle.
Upon discussion, NRR and IE agreed that these criteria were adecuate for the ancnceage of radial shear bars. This discussion then lead to the questien of where in elevation the radial shear reinforce. ment was no'.
need3d and where the radial bars were then actually the radial tensten reinforcement.
Radial tension reinforcament is added voluntarily by Bechtel to preclude gross delamination within the snell thickness.
Enclesure 1 4 of 11
3echtel incicated that for the bottcm,portien of the shell, radial shear reinforcement was needed over about 25' upward from the tcp of the base slab and from there to the discontinuities caused by the c:me the racial shear reinforcement (so called) was actually radial tensien rein forcement. Becntel indicated that the same anchcrage requirements would apply.
Questions were asked regarding why radial reinforcing laced in the lift reacy for future concrete placement, lift *4 (Ile<4tien 25'-36' above top of Base Mat), had resulted in some piacement differences.
Bechtel indicated that an 8" recess in the two areas about 2C' hign for tne penetration banks causec a change in the racial stesi dimensions.
The transition region had recuirec ser.e field adjustments whien Becntel cigineering had approved.
Questi:n! were asked regarding whether the radial shear reinforcement in lifts 1-3 would meet the anchcrace criterion and anat assurances existed for lift !a prior to its concrete placement. Beentel, Daniel and Uni:n Electric ali indica:ed that they were not aware of any pr blems in radial shear reinforcement olacing in the first thr-e lifts and nat the pr:blems arose in conjuncti:n witn the 8" recess areas.
Daniel indicated that the forms for lift #4 were in place and the verification ch the placement of radial shear reinforcement was being completed from the top, from f ronworkers' access inside the forms wnica in sc e cases recuired reLoval of reinforcinc. The licensae indicated that the racial reinforcement placements sculd be verified as correct prior to the placement of lift #4 Regicn III inspectors indicated that an inspection would be made one day before the actual placement of Wall Lift #4.
A discussion wac provided en the varicus changes Sechtel had issued to construction as DCN's en the details of ractal shear reinforcement clacing. The technical basis for these changes were also ciscussed.
It was suggested by the staff that 5echtel Drawing C-CR2901 (0) be revised in the detail entitled "Tyoical Wall Elevation Shear Test" (actually a sectional view) so that a ty ical case instead of a special case is snewn. A clarified drawing including an elevation *culd make the intent clearer (See Figure 2).
5 of 11 6
.s ITEM 2.
COVER REOUIREi D.TS Bechtel. ex:1ained that Section CC-3533.1 and CC-3534 cf Appendix C of SC-TCP-5A, Revisien 3 were only design recuirements and that Section 3.8.1.5.5.1.C.1 of tne PSAR proviced the allewaole values for cover for construction.
Two issues related to this were discussec.
The first dealing with minimum concrete' cover for corrosion protection and the second with maximum depth to face reinforcement for concrete crack control.
Bechtel and the licensee took the positic'n that the desien c:ver of a minimum of 2 incnes can ce reduced by 1/2 (cover of 1-1/3") for construction uncer the provisions of PSAR Secticn J.e. l.5.5.1 The ~
staff includine NRR and IE indicated that tne 2-inch minimum was censidere to be an absciute value and if tne design was to allew, as an exam:le, a 1/2-inch outward tolerance, the desien would have to use a value of 2-1/2-inches for design. Bechtel indicatec that in their coinien no one had ever mace sucn an interpretation before and that the provisiens of ACI 318 cn tolerances were valid. The 7.t:ff pointed out that tne ACI-ASME (ACI-359) committee had an incuiry on the same provisions in the ASME B&PV Code,Section III, Division 2 in June 1975. The action on this item was noted as incomplete but the reply to the inquiry was that the 2 inch minimum cover was an abselote value. This was indicated by NRR to have been their interpretation of the tcpical
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repcrt also.
sechtel indicated that they could meet the t/5 recuirement (c8/5=9.5") but that tolerances had been allcwed for this maximum value.
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Bechtel stated that they had n0t detailed on an engineering drawing any value greater than 10 inches.
Bechtel indicated that at tne 8 inch recess transition the 10 inch and 2 inch recuirements would alloy: no tolerance for placement. The staff suggested that since the provision of t/5 had not envisioned the recess it was ;cssible for the local area that s;me relief might be available witncut permitting any defineable decrease in safety margins.
Region III inspectors indicated that en one site inspection a dimension of 13 inches to face reinforcing was observed on a fabrication drawing. They incicated further effort would be required to felicw this up with regarc to a 10 inch maximum value.
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--losure 1 6 of 11
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CTHER A brief discussion was held on the provisions related to the res acinc of main reinforcing steel. This discussion related to Specification C-ll2, Placing of Reinforcing Steel, Section 7.3 entitled, "Respacing."
Region III insoectors had noted that vertical cutside face reinfercing in some regions was as large as 27 inches yet the res: acing af such reinforcing would :e limited to 13 inches under the scecifications.
This seemed to be somewnat illogical.
Becntel explained that they would desire closer contrcl en res acing. This would in effect rule out respacing of any bars criginally spaced at greater than 18-inen centers.
The staff held a caucus and the positions were then presented to the licensee. The licensee made no com-itment to these positions 'except as noted.
SUMF.ARY AND POSITIONS 1.
Criteria for Radial Shear Reinforcement (including radial tension reinforcement) - The staff (NRR and IE) agreed that the anchorage
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of the radial shear reinforcement should be such that the outer leg bend of the bars be outside the vertical plane of the outside face vertical steel and that the inner leg end of the ber meet the recuirements of a standard hcok plus an effective embedment of 0.5fd.
It was also agreed that the radial shear bars do not need to be located so as to engage any other specific reinforcing and that the outstandine lecs from the standard hooks can be rotated into any 350' position.' The licensee indicated that these criteria would be f:llcwed.
2.
Union Electric agreed that orier to the placement of containment wall lift #4 all radial shear bars will meet the criteria of i.
abcve. Quality control doc'.centation will be available to support any conclusions related to this item.
3.
Union Electric will provide information and a statement regarding the location of all radial shear bars in lifts 1 througn 3 already completed.
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4.
The staff censiders that the commitment of a 2-inch minimum concrete cover for the concrete containment as mace in Section CC-3533.1 cf l
Appendix C to BC-TOP-5 for 36 through #15 reinforcing steel to l
control design and construction. The value is a minimum, meaning the absolute minimum c0ver to assure corresion control in tne actual construc: ion snall not be less than 2 incnes. The staff ei.cects tnat by aali lif t 76 all reinforcing in sices =5 :nrougn r13 will meet l
this requirement.
Enciesure 1 7 of 11 l
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.s-5.
The staff considers that the commitment of a depth of not more than t/5 to reinforcing steel that is considered face rei:iforcement as made in Section CC-3534 of Appendix C to SC-TOP-5 to control cesign and construction. The value is a miximum as rounded to the next wnole inch, meaning the absolute maximum death 'a order to provide surface crack control for the concrete containment. The staff expacts that by wall lift #6 all face reinforcing will meet this recuirement.
The staff will consider special cases on this requirement wnere necessary wall blockouts may require local variations to the maximum depth to face reinforcing.
6.
The staff considers items 4 and 5 to acoly only to the concrete
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containment as indicated by the licensee's commitments. AC: 315-71 provisions as committed to by the licensee will govern recui.ements similar to these for the other Category I structures.
7.
The staff understands that the licensee and the SNUPPS orcanizations may wish to submit additional information, SAR amendments or otner items to the staff for consideration in relation to the above sucjects.
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.s-LIST OF ATTENDEES Union Electric Comoany D. F. Schnell, Manager, Nuclear Engineering,
F. 2. Fiele, Manager, Quality Assurance W. H. Ivanut, Sucervisory Engineer, Nuc~ ear Engineering R. L. Fewers, Site Quality Assurance, Grc;p Leader T. H. McFarland, Construction SNUPPS E. F. Beckett, Licensing Manager Bechtel B. L. Meyers, A:sistant Project Manager P. H. Divjak, Project Engineer Jim Whiteraft, Civil Engineer l
A. G. Fecora, Civil Engineer
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Marsan Daye, Civil Engineer E. Thomas, Civil Engineer Xenneth Lee, Civil Engineer Joe R. Cunningnac, Civil Site Liaison Daniel International Ed E. Nelson, Construction Ward Malisch, Construction, Quality Assurance Nuclear Regulatory Commission
- 0. Parr*, Chief, LWR 3 ranch E. A. Licitra, LPM Isa Sihweil **, Chief. SE3 Charles Hofmayer**, Section Leader, SE3 Fran: Schauer**, Senior Structural Engineer R. F. Heishmaf,' Chief, Reactor Construction & Engineering Support Branch, RIII E. R. Schweibin:, P.ea tor Inspector, RIII E. J. Gallagner, Reactor Inspector (Civil), RIII C. R. Oberg, Reactor Inscector, RIV R. E. Shewmaker, Senior Structural Engineer, RCI t
- Present only at closure meeting
- Absent at closure meeting 11 of 11
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l ATTACHMENT 4
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