ML20098F067
| ML20098F067 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 09/25/1984 |
| From: | Mary Walsh Citizens Association for Sound Energy |
| To: | |
| Shared Package | |
| ML20098F062 | List: |
| References | |
| OL, NUDOCS 8410020282 | |
| Download: ML20098F067 (123) | |
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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.
COMPANY, et al. '
'and 50-446-D L (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 3 they believed that no reduction in yield
~ 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
,. 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 l
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' 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 u would not be having changes in the loads. The same could have 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- , c f 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 o stresses on these supports do not contain effects from axial restraints (i.e., trunnions welded to the pipe), an inappropriate deflection criteria L l t j has been used in lieu of actual stiffnesses, inappropriate damping factors 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
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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 o . appear that the Applicants are not under the quarterly constraint, since they filed and' received an answer between quarterly meetings.
14 t .
. , . - , . , , , ,. . . , _ , , . . , ~ . . . , - , , - , . . . . . -
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. 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
s , 15
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- 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 s
have,- in their Motion for Summary Disposition, adequately responded to the
.. 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 -
SAMUEr d M$f0g exas J. '
- My Commission Exeites
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'My Commission Expires: 13185 b
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ATTACHMENT A TEXAS UTILITIES ggy, ISSuf -PAGE DATc SERVICES INC. ENGINEER!NG GUIDELINE TITLE COVER SHEET 3 393-bl10F1 FOR Appaovgo. SECTION III GUIDELINE I STRESS, ELASTIC MODULUS AND SHEAR MODULUS CRITERIA REVISIONS l Nt~ d [ M / , FOR STRUCTURAL STEEL DESIGN 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 4 3 14 3 24 3 34 3 i 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) 6 E(psi) 6 (Ps0 6 0.30 CARBON STEEL 27.4 X 10 6 10.5 X 10 6
- 1 6
10.65 X h 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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