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Affidavit of M Walsh Submitted as Case Answer to Applicant 840411 Response to ASLB 831006 Partial Initial Decision Re A500 Steel.Certificate of Svc Encl
	ML20098F067
Person / Time
Site:	Comanche Peak
Issue date:	09/25/1984
From:	Mary Walsh; Citizens Association for Sound Energy
To:	;
Shared Package
ML20098F062	List: ML20098F061; ML20098F067;
References
	OL, NUDOCS 8410020282
	Download: ML20098F067 (123)
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{{#Wiki_filter:_ _ _ _ _ _ _ Wms W my 'e E%%$D v% UNITED STATES OF AMERICA .y NUCLEAR REGULATORY COMMISSION M -i R:2: p BEFORE THE ATOMIC SAFETY AND LICENSING BOARD - In the Matter of TEXAS UTILITIES GENERATING ' Doc ket hos. 50-445-DL. 'and 50-446-D L COMPANY, et al. (Comanche Peak Steam Electric Station Station, Units 1 and 2) { CASE'S ANSWER TO APPLICANTS' RESPONSE TO BOARD'S PARTIAL INITIAL DECISION REGARDING A500 STEEL in the form of AFFIDAVIT OF CASE WITNESS MARK WALSH On page 2 of Applicants' Affidavit of John C. Finneran, Jr. Regarding A500 Tube Steel (attached to Applicants' Response to Partial Initial Decision Regarding A500 Steel), under Consideration of cvelic Stresses, last sentence, Applicants discuss a "small revision in the yield values." This small revision is the 15% which is under consideration, which they consider "small." If the yield strength value is off by 15%, then any calculation utilizing that yield strength value will also be off by 15%. Therefore, their considerations for cyclic stresses will be in error by 15% when based on yield. And, as discusse=d further herein, any calculation which involves the yield strength values would be incorrect if based on the higher yield point which the Applicants have utilized. h G 1

9 In their Affidavit.at page 2, under Consideration of Revised Yield Values at Comanche Peak, the Applicants claim that they had recognized the decrease in yield strengths of A500 tubular steel "(E)ven prior to NRC approval of Code Case N-71-10." However, Applicants' PSE group was formed in late'1981 and had no guidelines prior to that time (see discussion in CASE's Answer to Applicants' Statement of Material Facts As to Which There Is No Genuine Issue Regarding CASE Allegations Regarding Section Property Values, especially bottom of page 3 continuing on page 4). Code Case N 10 became effective 5/11/81 (see CASE Exhibit 751, accepted into the record at Tr. 6794). It is obvious then, that when the PSE group created their guidelines in late 1981, they should have included consideration of code Case N-71-10 in their guidelines. They did not. Applicants' Witness Mr. Finneran (the sole sponsor of Applicants' Affidavit.in support of their Motion) was not in pipe support design until October of 1981. The Applicants have not shown through documentation how they recognized that the reduction in yield strength did not have adverse effects prior to the NRC approval. The Applicants claim that they had recognized and did consider the effects due to welding (Applicants' Affidavit at page 3). I da not believe that they did. Applicants' PSE guidelines supports my point; in section III, nage 2 of 42, the PSE manual lists the allowable stresses for the supports. Under linear supports, the Applicants tabulated the allowable stresses and they indicate how the allowable stresses were determined and refer the user to the appropriate section of the ASME Code. For Fb (the allowable bending stress), the 2 L - -. ~.. s-,--s v

Applicants refer to ASME Section XVII-2214.1. (See Attachment A hereto, page 2 of 42 of Section III of,PSE Guidelines.) Now, referring to Section XVII-2214.1 of ASME, it states, in part: "(a) Tension and compression on extreme fibers of compact hot rolled or built up members symmetrical about and loaded on the plane of -their minor axes and meeting the requirements of Subsection NF shall result in a maximum bending stress.._. " (Emphasis added.) As indicated in this section of the Code, to which Applicants refer for their allowable bending stress, it is not applicable to A500 Steel, since (as Applicants have stated) CPSES never used any hot rolled steel for structural tubing. (See quoted portion, and discussion at page 4 of CASE's Answer to Applicants' Statement of Material Facts As to Which There Is No Genuine Issue Regarding CASE Allegations Regarding Section Property Values.) If the Applicants had indeed considered the effects of welding to the tubular members, the Applicants most definitely would have had to consider what portion of the code they could use in establishing their allowalie bending stress. What the Applicants have not considered is that the allowable bending stress which they utilized is for hot rolled steel, and not cold formed steel such as A500 Grade B. In normal construction, a tube steel member is not used as a bending member, but only as a column in a non-rigid frame, and does not receive any bending moments. The use of A500 Grade B tube steel as a pipe support encompasses not only column action but bending action also. Mr. Terao of the NRC Staff also had some concerns regarding the use of A500 tube steel, which he discussed with Cygna during the Staff /Cygna 3

7 meeting in Bethesda 7/3/84 (excerpted from Tr. 53-57; see full discussion at Tr. 50-64): "MR. TERAO: . but some of the more unique concerns would include, for example, the use of the tubular steel. I know we've had many discussions of punching shear, but one has to keep in mind that the AISC code and the ASME code were really developed on a consensus of design which did not include tube steel at the time. "Really, the use of tube steel is first mentioned in the AISL (sic) code in the seventh edition, and what the seventh edition basically says is that it was starting to be used at that time, and the AISC code believed that the use of the equations were still appropriate for tube steel, and they didn't see any problem with using the AISC code for it. "And, of course, the ASME Section III, Appendix 17, excerpted the pertinent portions of the AISC code for its design. "But the concern with tube steel with punching shear is a unique, is unique to tube steel, that one cannot find either in AISC or with ASME. "So that would be another design consideration that you would have to consider--I'm not saying that you would have to use the AWS Dil, but it's a unique design consideration for tube steel... "... right now, I was just giving examples of where an unconventional . design you would have to use other--you would have to question the design considerations to make sure that when you use a unique design or unconventional design, that you do have design considerations to go along with it. . I'm only giving examples. And what you're pointing out is, yes, for tube steel there were certain unique or there were certain just . specific design considerations that were given toward tube steel. "That's the type of frame of mind that I would like being used to address this particular issue... "... I don't really see that there's a problem with Richmond insrts, .just like there is no problem with the modeling of dual function restraints, in other words, just the Richmond insxrts alone, taken by themselves, there's no problem. "But it has to do with the design considerations that go along with it. And one of design considerations is the use of the tube steel with the holes in it as anchorage for the Richmond insert. 4 ~

"And one thing that has been pointed out is when you have the axial tortion (sic) in that tube steel with the Richmond insert through it, you can induce a. bolt-bending in there. '"Of course, no code that-I'm~ aware of has been allowable for both bending, either tension or shear. So again, it's a different approach that may impact the design considerations..." on page 3, first full paragraph of Affidavit, it is stated that: . at the time Code Case N-71-10 was issued, Applicants recognized that the ASME reviews all' Code Cases before issuance to assure that the ASME reviews all Code Cases before issuance to assure that no potential safety concerns are raised by prior practices which may be altered by the new Code Cases. In situations where such concerns may exist, the ASME will either make the Code Case mandatory or notify all parties who may be affected of the potential safety concern. In this instance, the ASME did not make the subject Code Case mandatory and did not issue a notice of a potential safety concern. This assessment was recently confirmed by the ASME in the attached interpretive letter." (Emphasis added.) It appears that Applicants have been misinformed in regards to mandatory code cases. The Applicants apparently believe that if there were a significant problem, a code case would be mandatory. (I cannot help but wonder, if, as it appears, Applicants are awaiting a mandatory code case to determine that an item is significant, how many other significant problems .may have been considered insignificant by Applicants because there was not a mandatory code case stating that it is significant, or clear language in the code prohibiting it, etc.) This is not my understanding of how code cases are handled, and I believe that the Applicants are wrong in this regard, and that they made an erroneous assumption in this instance without any basis in fact to support it. It appears that the NRC Staff's understanding is the same as mine in this regard (see NRC Staff's Response, Chen Af fidavit, page 7, footnote 4). 5 1

J.: 3 Beginning at the-bottom of page 3 and continuing on page 4 of their-Affidavit, Applicants state that they believed that no reduction in yield 3 ~ strength was appropriate because of "several conservatisms~which are not .otherwise considered in_the design process." On page 4,-they rely on the -1/16" deflection criteria as one of those conservatisms. However, as shown in CASE's answer on generic.stiffnesses (CASE's Partial Answer to Applicants' Statement of Material Facts As to Which' There Is No Genuine -Issue Regarding Applicants' Use of Generic Stiffnesses Instead of' Actual Stiffnesses in Piping Analysis), the Applicants have not properly considered .the: stiffness of the supports which, if properly considered, would increase loads. The second " conservatism" on which Applicants rely is the design of anchor bolts (Applicants' Af fidavit at 4)., The design of the anchor bolts depends upon an interaction value which must be less than or equal'to 1.. The same holds true for the design' of a steel' member; i.e., the interaction value must be less than 1. All the Applicants can actually say in this regard is that their anchor-bolts are more likely to be overstressed than their tube steel members -- not that it is a controlling design consideration. In the design of a pipe support (or any structure), one must consider _ the. stresses in the steel member.and verify that they are not over-the allowables, and if they are, change the steel member. Similarly, one 4 must consider the stresses in the anchor bolts and verify that they are not over the allowables, and if they are, change the anchor bolts. In essence, .the Applicants state that there is less of a reserve capacity in their 6 .-M

s .v b anchor' bolts than in their A500 steel. If one were to accept Applicants' premise, they are'in.effect saying that if their anchor bolts are O.K., then i ' their A500 steel.is 0.K. also and they do not have to consider the bending stresses JLn the' steel. members if they have already checked the anchor bolts. - This'shows 'the inadequate engineering judgement and philosophy at Comanche Peak. On page 5 of their Affidavit, Applicants claim that they utilized a -lower' stress allowable as part of their conservatism; i.e., they used level B allowables with level C loads. The Applicants have not provided

documentation to show that this is being done across the board and in every

. pipe support design. Applicants state " Applicants (sic) support designers frequently apply more conservative allowable load levels than are required." (Emphasis added.) They do not state that they do this consistently ot; that they do it when the supports are highly loaded. Since it is possible, - and probable, that Applicants utilize this philosophy.on members which have low stresses and not on members which have high stresses, Applicants' claims are immaterial. -I have not seen calculations which would substantiate - Applicants' claim, and, based upon my personal knowledge of the manner in f which analyses are -performed at Comanche Peak, I do not believe that their claim is true'. ' Also on page 5, Applicants claim that they utilize stronger tube steel . sections than are necessary. -If this were the case, the Applicants would - then be in error in regards to their general deflection criteria because now their. deflections would be smaller but their supports might meet their '7 w- - - -a .-,-w+ ---r--

c. yv ' deflection. criteria. -The Applicants state that'they use stronger tube steel ~ " sections than necessary 1n-order to provide a contingency.for possible 1changesfin support loads and stresses as a result of support modifications 'or: piping reanalysis. However, in the final vendor certified analysis, they

s'pposedly would not be having changes in the loads. The same could have u

held true'ifethey~had.used a wide-flange (I-beams) and they had used the correct yield point. They are essentially saying that they expected changes '(of a magnitude of at least 15%) and allowed that much extra for it. If that were true, the Applicants would not be required to look at the as-built ~ loads.if~there were less than a,15% increase in the final loads. App 1'icants' premise is not logical. It is also my understanding that ITT Grinnell did not use tube steel in its original design, but that field engineers made changes in which they .used tube steel; i.e., modifications to supports were made by field engineers via Component Modification Card (CMC) process, where no permanent calculations were made prior to the change and the original design'did not contain tube steel but the modifications did. It should be noted that one ^ of the items which I requested on discovery (but which the Board did not . require Applicants'to provide) was what the percentage of supports was from ITI Grinnell, NPSI, and PSE which utilized tube steel in their original design. This was information which I felt (and feel) was necessary in order to adequately address this point. Finally, Applicants claim on page 5 that their test data indicate higher yield strengths than specified in the published values. On page 8 of 8

k-; their Affidavit, Applicants attempt to demonstrate their position. They state that they selected the ten highest stressed suport members from the sample of 182 supports, and determined from the certified mill test reports for those support members that the minimum actual yield strength for the A500 tube steel material in those members was 56.3 ksi. They state that they reduced that by 15% to 47.8 ksi. They assumed that the 15% would include the effects due to welding. They did not test this material to determine its actual yield point due to welding, which would have been the proper thing to have done to compare it with the actual mill test report yield strength. In addition, the Applicants have not demonstrated that the minimum specified yield point in all cases is 56.3 ksi. Therefore, the Applicants' reliance on the lowest of ten mill test reports cannot be used to show their position. When SA36 steel is ordered, the minimum specified yield point is 36 kai. Although the manufacturer may generally supply yield strengths of 42 kai, this would not allow the Applicants to rely on a 42 kai yield point for SA36 steel. Just because they pull out ten test reports and they show a higher yield strength does not mean that the higher yield stength can be assumed for all other cases. Further, Applicants did not provide any documentation in the form of actual mill test reports to support their statements. The six items discussed in the preceding are Applicants' position as to why they need not consider the reduction in yield strength due to welding for A500 grade B tube steel. The Applicants neglected to state that all six items are present either with A500 grade B tube steel or with other 9

n-f c I structural shapes made with SA36 steel. That is to say, the 1/16" b deflection criteria exists with a tube steel member or with a wide flange (1-beam). What Applicants are consistently doing is cutting their margin on everything based on their often-erroneous assumptions that they have l overdesigned everything, which means that if they are mistaken on any one or L more item (s), they-have exceeded their margins of safety. If the codes tjt j which Applicants are committed suit their purposes, Applicants use them; if, i however, the codes do not support their position, Applicants then attempt to L ocome up with some way to get around the codes.. In addition, the the NRC Staff's response to the Applicants' Motion, j i [ page 6 first paragraph,'the Staff argues that one of the factors to consider for meeting GDC-1 and 4 is " engineering judgement based on previous experience with the effect of material property changes." I disagree with the Staff's position in this philosophy. In addition, the Applicants have not demonstrated that they have previous experience with material property changes. i l On page 7 of Applicants' Affidavit, the Applicants have provided a L table showing the number of supports which have certain percentages of l reduced allowable stress. Of these 182 supports, it should be noted that 88 of them were small bore supports. It should also be remembered that the stresses on these supports do not contain effects from axial restraints o (i.e., trunnions welded to the pipe), an inappropriate deflection criteria L l t has been used in lieu of actual stiffnesses, inappropriate damping factors j I f 10

have been used in the pipe stress analysis, local stresses are neglected, incorrect section properties have been used, etc. If the Applicants did consider the reduction in yield strength, why were they using the WTSI values for section properties? (See pages 2 through 5 of CASE's Answer to Applicants' Statement of Material Facts As to Which There Is No Cenuine Issue Regarding CASE Allegations Regarding Section Property Values.) In addition, it is a logical assumption that all of the supports which Applicants reviewed are now vendor certified (all of the ones which were supplied to CASE on discovery were) and have had all had changes made prior to their sampling process. Therefore, ce do not know whether the Applicants' original designs would have provided the same outcome from the sampling process. Further, apparently we will never know, because most of the 20 calculations which Applicants provided to CASE (for large bore, large loads both in magnitude and % of allowable, with Richmond inserts where there are two or more spans, and members which are in bending) were not performed at the time calculations should have been originally performed, but were in fact performed in July 1984 (see Attachment B hereto). This is also true for the additional three supports with intermediate Richmond Inserts which were not already included in Attachment B hereto (see Attachment C hereto). As stated by Applicants' counsel (Applicants' 9/6/84 letter to CASE, page 2): " CASE should note that the revised interaction values (which include consideration of revised allowables) for each of these supports are not part of the design calculations. Generation of these revised values involves the ratioing of the interaction values from the design calculations with the revised allowables. Many of these sample ratio calculations were not retained when initially performed. Thus, we have provided documentation to demonstrate the manner in which those calculations were performed." (Emphasis added.) 11

Also, in regards to these 182 support calculations, I was not able to review the original calculations. As the Applicants stated to CASE President Juanita Ellis, in their response to CASE's discovery requests, Applicants do not have the original calculations (see quote above and Attachment B hereto). This appears to be inconsistent with the NRC Staff's recollection of the 182 supports. Dr. Chen states that he reviewed 19 support packages of the 182 supports (pages 3 and,4 of Affidavit of W. Paul Chen on Revised A500 Steel Yield Values, attached to NRC Staff Response to Applicants' Response to Partial Initial Decision Regarding A500 Steel). These support packages were not given to CASE for review to demonstrate the-Applicants' position. In addition, Dr. Chen states that three support packages did not use level B allowables with level C loads. Dr. Chen did not state that the supports which he reviewed which contained level C allowables with level C loads would be satisfactory if level B allowables had been used with level C loads. If the Applicants were to use level B allowables for all level C loads, then I would agree that thora is at least some rationale not to consider the reduction in yield strength. However, there is no indication that Applicants have done this consistent 1v, or that they have any intention of doing so. Further, if the Applicants wish to persuade the Board that level C loads with level B allowables will always give satisfactory results, then they are in error. Referring to suport CC-2-028-704-A33A (see Attachment B hereto), the Applicants show a stress ratio of.766, but this is based on a 33% increase for the level C loads and level C allowables. If level B allowables were used, this ratio would exceed 1, and would not be consistent with design requirements. 12

c l t It-shouldbenohedthatthisisonlyonesupportwhichIpickedatrandomas an example; I have not made this comparison for all the other supports. In the NRC Sraff's response (see Staff's Affidavit at pages 4 and 5), Dr. Chen proposes an unrealistic solution to the Applicants' problem. Fe recommends that the Applicants review all supports where the level B load is greater _than the level C load. His premise is that, upon this review, if all supports satisfy the reduced level B allouable with the level B load, .then the Applicants', original judgements were correct. This philosophy of Dr. Chen's is not appropriate'to the problem at hand. CASE's position, and -my position,~has been and still is that all supports should use the reduced

level B allowable with the level B load, not just when the level B load is greater than the level C load, as Dr. Chen recommends. Further, even if all r,

supports were to satisfy the reduced level B allowable with'the level B load, this would not prove that Applicants' original judgements were correct. There is nothing,at this point in time which can provide this proof. This proof,'as discussed previously herein, does not exist. Finally, the Applicants' calculations which vere provided to CASE did .not indicate (except in one case) what load level or allowable stress was ~being used. The'~ calculations were incomplete. For example, the output is provided for the STRUDL computer runs, but not the input or the math model (see Support FW-1-100-002-C62R). Stress ratios are shown, but no indication -is given on how loads and stresses were obtained (see Support CC-2-028-704-A33A, Attachment B hereto). = 13

j n- - ^ On the bottom of page 8, continuing on page 9, Applicants refer to an ASME code interpretation. In the attached interpretation, in Reply 2, it states: "The revised values may be changed at such time when material data for the welded condition, as required by the Code, is presented to the Committee.for consideration." (Emphasis added.) The Applicants have not determined what the yield point will be for the welded connection; therefore, they are obligated to utilize the more conservative value of A36 steel. The credibility of ASME has also got to be considered. The Applicants have utilized-for these~ hearings one member of the ASNE Board (Mr. Reedy) ' and attempted to use another (Mr. Bressler, who has done extensive' work for Brown & Root; see Attachments D and E hereto). The Applicants requested their code interpretation on October 25, 1983, and the response was made within one month, on November 18, 1983. This turnaround time is not consistent with my experience with ASME code interpretations. I requested an' interpretation from ASME on May 22, 1983. I did not get a response until ~ ASME's letter of May 7, 1984 (see-attachment to CASE's 5/17/84 Motion for

Discovery Regarding Applicants' 4/11/84 Response to Partial Initial Decision Regarding A500 Steel). I have also been told verbally by Kevin Ennis, prior to my request for a code interpretation, that the Code interpretation l'

committees meet quarterly and if one missed getting one's request in on time, one would have to wait for the next quarterly meeting. It would . appear that the Applicants are not under the quarterly constraint, since o they filed and' received an answer between quarterly meetings. 14 t. ~..., -,, -,....

? 4 s Y /Further,. tit:shouldbe'notedthatApplicantsprovidedASMEwith sugg'ested wording which was a'dopted almost' word for word, with few generally non-substantive changes in' wording (although Mr. Ennis did stop short of ~ ~ p Ladopting Applicants' proposed statement that "However,. the Committee does E not' feel that-this reduction in' yield strength poses a safety concern.") .(Compare:ASME's' 11/18/83 letter-to TUSI, attached to Applicants' Affidavit, and Attachment F hereto,. Applicants' 10/25/83 letter to ASME.) JAttachments: l 1 Attachment A-PSE, Guidelines, Section III, page 2 of 42 -- see pages 2 and 3'of this. pleading. -: Attachment B' - Drawings and;incompete' calculations'for 20 supports requested by1 CASE'- 'see pages:11~through 13 of this pleading $ Attachment (C'. Drawings'and incomplete calculations for 3 additional supports with intermediate' Richmond Inserts -- see page 11 of this pleading

Attachment'D

-7/15/81' letter.from Marcus N.-Bressler to R. J. Vurpillat, Jr... Brown & Root, Houston - -see page 14 of.this pleading Attachment E 7/11/81 letter from Marcus N. Bressler.to J.'P. Clarke, III, Staff Engineer, Brown & Root, Comanche Peak, Glen Rose, Texas [' ' -- see page 14 of this-pleading St . Attachment F-10/25/83~ letter from M..R. McBay, Manager of Engineering, TUSI, to ASME,:New York -.see page:15 of this pleading r 15 s '_ _. y '

c....

_ v t a. The preceding CASE's Answer to Applicants' Statement of Material Facts 'As To Which There Is No Genuine Issue was prepared under the personal ~ direction-of the undersigned, CASE Witness Mark Walsh. I can be contacted through CASE Pres 1' dent, Mrs. Juanita Ellis, 1426 S. Polk, Dallas, Texas

75224, 214/946-9446.

My qualifications and background are already a part of the record in 'these proceedings. (See CASE Exhibit 841, Revision to Resume of Mark Walsh, ~ accepted into evidence at Tr. 7278; see also Board's 12/28/83 Memorandum and - Order.(Quality Assurance - for Design), pages 14-16.) I have read the statements therein, and they are true and correct to - the best of ' my : knowledge and belief. I do not consider that Applicants have,- in their Motion for Summary Disposition, adequately responded to the s .. issues raised by CASE Witness Jack Doyle and me; however, I have attempted to comply with the Licensing Board's directive to answer only the specific statements made by Applicants. (Signed) Mark Walsh STATE OF TEXAS "On this, th'e %[ day of u[ , 1984,. personally. ' appeared Mark Walsh, known to me to be'the' person whose name is subscribed

to the foregoing instrument,'and acknowledged to me that he executed the same for the purposes thereinLexpressed.

Subscribed-and sworn before me on the '1,6 ~ day of ex /2 / 1984.1 -q. ,l 0C-rwu h 0 'l,.2 N Notary Public in and' for the - J. ' SAMUEr d M$f0g exas ) - My Commission Exeites ~~ 'My Commission Expires: 13185 b I [..

ATTACHMENT A TEXAS UTILITIES

ggy, ISSuf

-PAGE SERVICES INC. DATc 393-bl10F1 ENGINEER!NG GUIDELINE TITLE COVER SHEET 3 FOR Appaovgo. SECTION III GUIDELINE I STRESS, ELASTIC MODULUS REVISIONS Nt~ d [ M / AND SHEAR MODULUS CRITERIA FOR STRUCTURAL STEEL DESIGN l PSE PROJ. ENGR. I. INSTRUCTIONS FOR FILING GUIDELINE PAGES 1. Remove the existing Section III in it's entirety and replace with the enclosed Section III, Rev.3. 2. Place this cover sheet in front of page 1 of the new Section III. E. STATUS OF GUIDELINE PAGES PAGE REV PAGE REV PME REV PAGE REV PAGE REV PAGE REV 1 3 11 3 21 3 31 3 41 3 I-2 3 12 3 22 3 32 3 42 3 3-3 13 3 23 3 33 3 i 4 3 14 3 24 3 34 3 5 3 15 3 25 3 35 3 6 3 16 3 26 3 36 3 7 3 17 3 27 3 37 3 8 3 18 3 28 3 38 3 9 3 19 3 29 3 39 3 l 10 3 20 3 30 3 40 3

Pags 1 of 42 Rev. 3 SECTION III: STRESS, ELASTIC MODULUS AND SHEAR MODULUS CRITERIA FOR STRUCTURAL' STEEL DESIGN 1.0 GENERAL This section is devoted to condensing the most frequent used criteria for the design of pipe supports falling under the jurisdictions of ASME subsection NF and ANSI B31.1. When design conditions exist which are not addressed in this section, the engineer is to refer to the appropriate reference in Paragraph 2.0.

2.0 REFERENCES

ASME SECTION III, DIVISION 1. Subsection hT Appendix I Appendix XVII ANSI B31.1, Part 5 ASME CODE CASE N-71-8 MSS-SP-58 AISC MANUAL, 7th Ed. 3.0 DESIGN REQUIREMENTS, NF SUPPORTS STRESS CRITERIA Table in Figure 1 summarizes the allowable stresses for 300 F to-be used for supports in reactor buildings. Table in Figure 2 sum-marized the allowable stresses for 200 which may be used for supports in other areas. Tables in Figures 3 through 5 summarize the allowable stresses for compression in accordance with ASME Section II Appendix XVII. MODULUS OF ELASTICITY (E) AND SHEARING MODULUS OF ELASTICITY (G) i The following values are given for materials indicated: 300 F 200 F E(psi) G(Psi) E(psi) (Ps0 6 6 6 0.30 CARBON STEEL 27.4 X 10 10.5 X 10 1 10.65 X h 6 6 6 TP 304-STAINLESS STEEL 27.1 X 10 10.4 X 10 27.3 X 10 10.5 X IC DESIGN REQUIREMENTS, B31.1 SUPPORTS STRESS CRITERIA. The table in Figure 2 summarizes allowable stresses for commonly used materials. MODULUS OF ELASTICITY AND 3 HEARING MODULUS OF ELASTICITY Refer to 3.0

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s' FORM DHE.5 TEXAS UTIUTIES SERVICES INC. COMANCHE PEAX S.E.S. o Agent For Films Coh DAU.AS POWER & UGHT COMPANY j 7 { TEXAS ELECTRIC SERVICE COMPANY sw N. or C* b TEXAS POWER & UGHT COMPANY cwa /A,,,d. ny -- c a w Jois. N.. ML ,,,,l 91- /-/oe-4AnA 43 m,.,,,%. s. l l !ABCd I /2Es/W ! l I I I i i i I I i l i I I I i l i l t i I i i lI I I l l l Il i i i i ! l l l i i i l i i I l'iI I I i i k l 6e'J2d f =, W W 6, ,i T6'7 ! I i I i ,i. m 2o A_ $'*/ I i l I l l l l i i I l I i1 l I i l l t l i i ~ ! I i i i t i i j i i i i I i l i i ! !I I I i l i l l l l l 1 l . ! -l l l l l t ! i d ',544o I -se=s i cA s s I I I i i I I i i I I i~ ; ( l 'i i i i i i t l l i I i i I l i l i i l i i! i i i ! I i I i i ' li i j l! I i l _3 2/660 /1 R i(R~ncAt/.' Andr &cP/7i ) 4[ l ~ l' [. { i .7'e f i 5 ? i l l l t I l l 1 I t i t I 1 I I e l l ( l !il l i i l i i I l I l l l ~ - ~ - ~~f ~ g ~ -~ ~. ~ _. t +

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FORM DME.5 TEXAS UTILITIES SERVICES INC. COMANCHE PEAK S.E.S. g j, g.p, Agent For Det* DALLAS POWER & LIGHT COMPANY F L s C*da

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2 ,184.378 0.000 FR IL --530.465 0.000 FR 2 ~ 3-1053.2f?'. l.000 FR. 1 -1380.459 1.000 FR 2 ^ - 4 1387.038 0.000 FR 1 -1052.042 0.000 FR 2 ~. g 5 1343.581 1.000 FR I -1564.722 1.000 FR 2 S Hr. 12 sp /4 6 2455.581 1.000 FR i -1497.139 1.000 FR 2 7 5107.067 1.000 FR-1 -4148.625 1.000 FR 2 'B 3803.160 1.000 FR 1 -3350.891 1.000 FR 2 i l ? 2744.877 0.000 Fft 1 -2032.520 0.000 FR 2 ' 632.792 0.000 FR 2 l 10 - 1345.148 0.000 FR I ll 5.195 1.000 FR I .-6.020 1.000 FR 2 12 5.035 1.000 FR 1 -5.602 1.000 FR 2 1 0FFSITE TUSI 6TIEES V2 M4 82/08/03. 12.32.31. PAGE i ,i LOADING LIST 3 4 OUT DEC 5 LIST DISP ALL 1 0FFS11E TUSI GTICES V2 M4 82/08/03. 12.32.31. PAGE If 0 l eees.ees.eeeeeeeees.eeees.ee

RESULT 3 0F LATEST ANALYSESe seeeeeeeeeessesseeeeeeeeeees PROBLEM J JOB TITLE - HPSI 1306.1 HPSN 3221 ACTIVE UNITS INCH LB DEG DEGF SEC RESULTANT JulHT DISPLAEEMENTS SUPPORIS l

JOINT LOADIllG ,/-----------------DISPLACEMENT-----------------//-------------------ROTATION-------------------/ X DISP. T DISP. Z DISP. X ROT. T ROT. Z ROT. l 11 GLOBAL 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000-0.00000 0.00000 l 12 GLUBAL l 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 rw
-2'2.881 -36.832 -123.299 370.437 -679.730 2 2 -243.435 2 3 243.435 222.881 36.832 123.299 -248.413 '58.673 3 SHT.96ph$ "9 1 3 423.672 -103.126 -51.689 -195.254 -324.281 86.080 4 -423.672 103.126 51.689 195.254 1040.469 -1514.977 2 3 322.531 -70.075 -36.832 -131.635 -244.098 58.673 4 -322.531 70.075 36.832 131.635 754.435 -1029.615 4 1 4 ,4_3 3. 8 2 Q_ 43.970 51.689 -162.674 -1046.057 -1514.977 5 433.820 -43.970 -51.689 162.674 329.870 2124.220 2 4 -327.446 41.424 36.832 -127.327 -755.174 -1029.615 5 327.446 -41.424 -36.832 127.327' 244.837 1603.578 5 1 5 286.377 1241.182 419.311 -175.408 -323.278 2124 al20 6 -286.377 -124ttl87_ -111.313__ .125.408, -l065,701 1,987.8'17 l 2 5 222.881 936.565 317.168 -126.389 -245.323 1603.578 6 -222.881 -936.565 -317.168 126.389 -805.455 1499.260 6 1 6 -1241.182 286.377 419.311 -1065.901 -175.408 -1987.817 7 1241.182 -286.377 -419.311 1065.901 -1213.771 2936.584 2 6 -936.565 222.881 317.168 -805.455 -126.389 -1499.260 7 936.565 -222.881 -317.168 805.455 -924.389 2237.663 7 1 7 -1241.182 1036.377 644.311 -1065.901 1213.771 -2936.584 8 1241.182 -1036.377 -644.311 1065.901 -3348.374 6370.102 1 0FFSliE TUF GTICES Y2 H4 82/08/03. 12.32.30. PAGE 0 2 7 -936.565 612.881 434.168 -805.455 924.389 -2237.663 8 936.565 -612.881 -434.168 805.455 -2362.788 4268.136 8 I 8 -585.688 113.875 412.564 17.513 2607.082 -2437.249 9 585.688 -113.875 -412.564 -17.513 -4540.770 2970.982 2 8 -526.319 13.732 268.847 -22.146 1854.401 -1707.807 9 526.319 -13.732 -268.847 22.146 -3114.489 1772.169 9 1 8 -922.502 655.494 -231.747 -741.293 1083.413 3932.853 10 922.502 -655.494 231.747 741.293 -315.635 -1761.202 2 8 -599.149 410.246 -145.321 -508.387 783.309 2560.329 10 599.149 -410.246 165.321 508.387 -235.602 -1201.185 10 l 10 -922.502 655.494 -231.747 -741.293 315.635 1761.202 2 922.502 -655.494 231.747 741.293 452.143 410.449 2 10 -599.149 410.246 -165.321 -508.387 235.602 1201.185 2 509.149 -410.246 165.321, 508.387 312.10.6 157.959 11 1 9 112.564 585.688 -113.875 -2970.982 -17.513 -4540.770 j 11 -412.564 -585.688 113.875 2970.982 188.326 5419.303 2 9 268.847 526.319 -13.732 -1772.169 22.146 -3114.409 11 -760.847 -526.319 13.732 1772.169 -1.548 3903.967 12
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J JNt:V)..i,"___ _ a.jgdo.Q,_O-O,e . _. - _ 2. . }l t,7i_ _ q.g (; - f_i $ l I - - -.b " I" ~ PIPE ELECT: " <=eiams a co m a n ,7, gg,,, 5. . ((. REF. DRAWING NUMBERS di l'i I 3 ._ i 'C hh~l.b._ u - - -. =FF A m @ r"" y. R JTF W~iE r~h w@.l d_ 7.ii"_ y't'a..l ~d',4. g Y d +,g'= Sh7 p q*l - i q, i M STEEL ** H.V A C : " !b : r e-m rr -- -O' n n o'- T< - ._ W"'WI N. r t a.a. v w m w.f. l usy L_TT % 7j_.,,,,~~ o~h j(, cQ=]f,w~'.,. ~, {
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p 7;- - CODE CLASS: A SW TTT-3 w ( A ,L+tg,- 44g;-s.r-i; v. r r - j,[.7 7 *J '.}. f'.a..s,d,olce d cET SHEET Z OF 2 REV./2 e W I j + + e ., [ 4 I h-p
S@G* r* (,,'I.7 FORM DHE.5 TEXAS UTILITIES SERVICES INC. ,q3 COMANCHE PEAK S.E.S. o.w Agent For r.has co DALLAS POWER & LIGHT COMPANY l J Cd* b TEXAS ELECTRIC SERVICE COMPANY si n u o, I TEXAS POWER & LIGHT COMPANY cum ny. 'o % a n a u. dc+ on-634. o nK. m, ..,., * ~ 1 .M[ U6L3Rd EG% h W ICI (Ef1TU%.STL.W). 3 ..hN' ITANI351. 9.5_155.f.f_b ' ~"~~~ ~ Mihv.a.-

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ATTACHMENT D eId22tstJ db bip,$J[#2, 8 8, Inc. j Faye 1 of y CONSULTING ENGINEER ans cwaveaucAv ao^o MNOxvtLLE. TN 37 P) (G I S) 493 = C812 July 15,1981 Mr. R. J. Vurpillat, Jr., Manager Power Group Quality Assurance P. O. Box 3 Houston, Texas 77001

Dear Mr. Vurpillst:

First let me apologize for the unseemly delay in completing and submitting the Survey Report for the Pre-ASME Survey Training Program. Had I been aware at the time of the unforeseen demands on my time during the last three months, I would have remained at each site one extra day and written the final report. The report could have been prepared in your word processor system, submitted to me for proof reading, and returned to you, signed and sealed in less time than it actually took. As you know, I have spent a great deal of time recently very involved in Brown & Root, Inc., training programs. In fact, all things being equal, I expect to be in the South Texas Project on July 27 - 30, to teach an expanded introduction to Section III, General Requirements, Fabrication, Examination, and Testing to approximately 70 STP and HLP personnel. 6 I have not yet received ASME clearance to participate in your ASME Survey as your consultant, without potential conflict of interest. The Survey team leader, Mr. Robert Tilton, has indicated that he would not feel any undue pressure from my presence. If I can reach Mr. Mel Green, Managing Director, Codes and Standards, in the next two weeks (he is on vacation), I will notify you immediately to determine to what extent, if any, you would want me to participate. If there is a desire f rom Brown & Root for my presence at the three, sites, we may need to extend the contract with my company to cover the added fees and expenses, or else open up a new contract. I again wish to thank you for the opportunity to serve your c;1pany, and trust that in the near future we may be able to discuss a long term consulting contract in the various areas of my expertise. Sincerely yours, bA-M. N. Bressler, President M. N. DRESSLER, PE, INC. FNB/ 'cWV REGN. NO. 9411
ATTACINENT E 51l ~ ~ CASE EXHISIT J(9 PsFe 1 of 1 <f 9 sata:cua e.n. S, te.ta!n,.p w, Inc. - 6 / are cuATcAusAv no^o CONEULTING ENGINEER MNOxvfI t C. TN 378 8 e (685) 693 0012 July 15, 1981 Mr. J. P. Clarke, III Steff Engineer. Ilrottn & Root, Inc. Conanche Pech Stentt Electric Ficnt P. O. Dex 1001 Glen Rese, Tc:ar 76043

Dear Mr. Clarke:

1 erg I r.eed not tell you hcw cerry I em that it h:; tchen e to complete uy actir.'r:nont and scrite and rub =it the final report en the Pre-ASMC Survey Trcining Frograu. I cor.:pletc. y overectiented my capchility to'do fcur jobs (re.nybe 1 fivo) sinultcneous.ly. Vorhing for TVA, The ASM2 Code, !.SH3 Profes.sionol Develop.nt Dep rtment, Ero.:n & Roou Training Depr.rtz.ent and others 0,,id not 1cavo nuch time for tiriting the curvey reports. horn it ic, and I hope thzt the n :it intervimr provic'.c Ho..ever, and a.lFO 3 on uith enou;h details to corre.ct t.he f ew findit:g: connider the reco=r.ctedctions of the tea:a listed in the report us c.bservations. I will be at STP probably on July 27 - 30 to cive an ext' ended corrse on introduction to Section III, Gencrcl Requirements Fabrication, Exa:aination and Tccting to approximately 70 STP /.1 Fernandez in handling the training and HI.P personnel. seccion. I r. gain wcnt to thenk you for your confidence in my capabilitic rnd your reco:e.endstict., which code it all possible. If I cnn be of service again in the nene future, I still have an open Purchesc Order with TUSI. Sincerely yours, w= _ b /m z H. N. Bress1cr, President If. H. BRESSLER, PE, INC. MND/ cCt 11. J. Vurpillat, Jr. TENN REC::. NO. 9411 I
'. [., ATTACHMENT F pe Be 4 Ncrman ..brritt TEXAS UTILITIES SERVICES IN' Johnson P. O. BOX loc:. GLEN ROSE TI:X.A5 75043 ) - ?$[) Popplewell s cacer Creamer October 25, 1983 Deem Kissinger 'Ihe American Society of Mechanical Engineers Strange Finneran United Engineering Center s:ct:augh Murray 345 East 47th Street New York, New York 10017 OxAs Attention: Mr. John Millman Gentry R.E h r CG!ANCE~.c PEAK acA\\f ELECTRIC STATION l t -7e Gentlemen: The following inquiries are submitted concerning the use of Code Case N-71 as it pertains to the use of A500 tubular shapes. These inquiries are submitted in response to questions being raised by an intervenor, and the background for the concern is provided. Inc.uiry 1: An Owner has contracted for construction of component supports under the pro-visions of Case N-71-9. bhst component supports constructed frca'ASDI A500 tubular shapes under the provisions of Case N-71-9 be redesigned or reanalyzed .) using the lower yield strength values published in a later revision of the Case (e.g., N-71-10) for the same material? Suggested Reply: No, the provisions of later revisions to Code Cases are neither mandatory nor retroactive. Incuiry 2: Did the Comittee determine that use of the yield strength values for A500 tubular shapes published in Case 1644-3 through N-71-9 would result in unsafe censtruction? Suggested Reply: No, the Cc:naittee recognized that the yield strength of A500 in the cold-wrcught condition may be slightly reduced in the heat affected :ene of weldments. The values for A501 and A36 material were selected as conservative values for A500 tubular shapes in the welded condition. However, the Co:nnittee does not feel that this reduction in yield strength poses a. safety concern. hhen there is a safety concern resulting frem a decrease in re, quired properties, ASME policy is to notify organizations and individuals who may te affected by such changes through Mechanical Engineering and letters to holders of Certificates e NM6m -mimidul.mye-m gg
- The 4nerican Society of Mechanical Engineers Mr. John W11 man 'Page 2. October 25, 1983 of Authorization and jurisdictional and regulatory authorities. These measures were not determined to be necessary in the case of the yield strength . values for. A500 tubular shapes in Case 1644-3 through N-71-9. ' Inquiry 3: ' If a ccanponent support is ordered under a Design Specification which requires compliance with an Edition and Addenda of the Code which was issued prior to ASME Council approval of Case.N-71-10, and the contract date for the support is after the date of Council approval of Case N-71-10, does the Code allow the construction of the support.under the provisions of Case N-71-97 Suggested Recly: Yes.

Background:

Revision 3 to Case N-71 (1644-3) added yield strength values for A500 tubular . shapes for two different strength levels of col 1-wrought carbon steel. The yield. strength values were higher than the values given for A501 hot-finished tubing in the Case, which are the same as the values given in Apgendix I for ) SA-36 structural shapes. (Since A500 material is often welded m en used in conjunction with Case N-71,.and the strength level in the heat affected :ene may be slightly decreased, the yield strength values for A500 were reduced in. Case N-71-10 to be identical to the established values for A501 tubing and A36 structural shapes). An intervenor has questioned the adequacy of the higher yield strength values given in N-71-9 and, questions whether or not the reduced values in N-71-10 must be applied retroactively to construction meeting the requirements of earlier published versions of Case N-71. In ASLB licensing hearings, a federal judge-has issued an opinion that the A500 yield strength values in Case N-71-9 are in error, and that component supports designed in accordance with Case N-71-9 should be reevaluated using the values in Case N-71-10. To impose the A500 yield strength values in Case N-71-10 on construction to prior ' revisions of. Case N-71 would have an impact on the design of component supports which have already been designed and installed all over the country. Your efforts in getting this inquiry included in the November Code Week agenda are appreciated. Very truly yours, TEXAS trrILITIES SERVICES -INC. s WsW . R. McBay cc: J. S. Marshall ~' Manager of Engineering J. P. Clarke
D a xs 75224 (CITIZENS ASSN. FOR SOUND ENERGY) September 26, 1984 Docketing and Service Section Office of the Secretary U. S. Nuclear Regulatory Comission Washington, D. C. 20555

Dear Sir:

Subject:

In the Matter of Application of Texas Utilities Electric Company, et al. for An Operating License for Comanche Peak Steam Electric Station Units #1 and #2 (CPSES) Docket Nos. 50-445 and 50-446 Affidavit of CASE Witness Mark Walsh, CASE's Answer to Applicants' Response to Board's Partial Initial Decision Regarding A500 Steel We are attaching the original signed and notarized Affidavit of CASE Witness Mark Walsh, which was attached to subject Answer. Thank you. Respectfully submitted, CASE (Citizens Association for Sound. Energy) Eb A rs.) Juanita Ellis President cc: Service List Attachment
y A e-L . UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of }{}{ TEXAS UTILITIES ELECTRIC }{ Docket Nos.-50-445-1 ' COMPANY, et al. }{ and 50-446-1 (Comanche PTak Steam Electric }{ Station, Units 1 and 2) }{ CERTIFICATE OF SERVICE By my signature below, I hereby certify that true and correct copies of-CASE's Answer to Applicants' Response to Board's Partial Initial Decision Regarding A500 Steel have been sent to the names listed below this 26th day of September,1984, by: Express Mail where indicated by

and First Class Mail elsewhere..

Administrative Judge Peter B. Bloch

Nicholas S. Reynolds, Esq.

U. S. Nuclear Regulatory Commission Bishop, Liberman, Cook, Purcell 4350 East / West Highway, 4th Floor & Reynolds Bethesda, Maryland 20814 1200 - 17th St., N. W. Washington, D.C. 20036

Ms. Ellen Ginsberg, Law Clerk U. S. Nuclear Regulatory Commission

Ceary S. Mizuno, Esq.

4350 East / West Highway, 4th Floor Office of Exacutive Legal Bethesda, Maryland 20814 Director U.-'S. Nuclear Regulatory

Dr. Kenneth'A. McCollon, Dean-Commission Division of Engineering, Maryland National Bank Bldg.

Architecture and Technology - Room 10105 Oklahoma State University 7735 Old Georgetown Road Stillwater, Oklahoma 74074 Bethesda, Maryland 20814

Dr. Walter H. Jordan Chairman, Atomic Safety and Licensing 881 W. Outer Drive Board Panel Oak Ridge, Tennessee 37830 U. S. Nuclear Regulatory Commission Washington, D. C.

20555 1 n.s o.a... .us..
h-i Chairman Renea Hicks, Esq. Atomic Safety and Licensing Appeal Assistant Attorney General Board Panel

Environmental Protection Division U. S. Nuclear Regulatory Commission '

Supreme Court Building Washington, D. C. 20555 Austin, Texas 78711 John Collins ~ Regional Administrator, Region IV s U. S. Nuclear Regulatory Commission 611 Ryan Plaza Dr., Suite 1000 Arlington, Texas 76011 Lanny A. Sinkin i 114 W. 7th, Suite 220 Austin, Texas 78701 s Dr. David H. Boltz 2012' S. Polk Dallas, Texas 75224 Michael D. Spence, President Texas Utilities Generating Company Skyway Tower 400 North Olive St., L.B. 81 . Dallas,, Texas 75201 Docketing and Service Section (3 copies) Ofi; tee of the Secretary i U. S. Nuclear Regulatory Commission Wushington, D. C. 20555 o 4 O 5, fN1) gs.)JuanitaEllis,' President UASE (Citizens Association for Sound Energy) 1426 S. Polk ~_ Dallas, Texas 75224 214/946-9446 t ( +*" l l s x 2 4 ...}}

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