ML20093B148
| ML20093B148 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 10/01/1984 |
| From: | Mary Walsh Citizens Association for Sound Energy |
| To: | |
| Shared Package | |
| ML20093B084 | List: |
| References | |
| OL, NUDOCS 8410090458 | |
| Download: ML20093B148 (15) | |
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UNITED STATES OF AMERICA h)[.J.E0
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NUCLEAR REGULATORY COMMISSION
.bA BEFORE THE ATOMIC SAFETY AND LICENSING CCI-9 pjgI4i BOAR In the Matter of l ~
I TEXAS UTILITIES GENERATING COMPANY, et al.- l Docket Nos. 50-445-1 l and 50-446-1 I
(Comanche Peak Station, Units 1 andSteam
- 2) Electric Station i
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CASE'S ANSWER TO APPLICANTS' REPLY TO CASE'S APPLICANTS' MOTION FOR
SUMMARY
DISPOSITION REGARDING CONSIDERATION OF FRICTION LOADS in the form of
_ AFFIDAVIT OF CASE WITNESS MARK WALSH 0:
Mr. Walsh, is there information contained in Applicants' 9/19/84 Reply to CASE's Answer to Applicants' Motion for Summary sposition Di Regarding Consideration of Friction Forces to whicheyou b li eve you must respond in order to make the record complete?
A:
Yes, there is, including Applicants' use of new calculati ons not provided previously.
First, referring to Applicants' Affidavit attached to their Reply , at page 3 in their discussion regarding their sixth statement of m t a erial facts, the Applicants are again misinterpretting the code f !
purposes. or their own On the bottom of page 3 of the Affidavit, they discuss ". . .
mechanical loading combinations (not including friction)
. . ." What the Applicants are presently doing is taking loads that are from outside the structure itself (i.e., the loads from the pipe) and comparinge th 1
8410090458 841001 OPDR ADOCK 05000445 PDR
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allowables to loads induced within the structure itself (i.e., constraint of free-end displacement). The thermal load from the pipe normal to the support is considered a mechanical load. If this pipe moves due to thermal growth, and creates a friction force, this would still be a mechanical load and not subject to the allowable increase due to self-constraint of a structure. Therefore, Applicants' statement that "If friction effects are included, those loading combinations may utilize the increased allowable" is incorrect, and the allowables which the Applicants have utilized throughout their Affidavit are in error.
On page 13 of CASE's Answer to Applicants' Statement of Material Facts As To Which There Is No Genuine Issue Regarding Consideration of Friction Forces in the Design of Pipe Supports With Small thermal Movements (Affidavit attached to CASE's 8/6/84 Answer to Applicants' Motion for Summary Disposition), we discuss the allowable increase permitted by Regulatory Guide 1.124. The purpose of this discussion was to show the Board that the Applicants neglect utilizing the Regulatory Guide. Although we may not have made it clear in our previous answer, it was not meant to be construed as, and should not have been considered to be, the required method in determining the allowables due to friction, since, in fact, nct increase should be allowed for friction. It was just _ to indicate that, had any increase been allowed, the Applicants should have used (but did not) the
, requirements of this Regulatory Guide and erroneously (in this instance)
[ rely'only on the stress increases permitted in NF.
4 It should also be noted that Applicants state, at the bottom of page 3:
f "If friction effects are included, those loading combinations may utilize the increased allowable. /1/ . . .
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",[l/ As I previously noted, Applicants' standard practice not is to take advantage of this is included." (Emphases added.)
increase in allowables, even when fi r ction As we have previously found in other Motions for Summary on,Dispositi the Applicants' " standard practice" does not always applyg to hi hl y stressed supports where it would be most critical (for example, as discussed in CASE's Answer on A500 Steel, where the Applicants claimed that they utilize as a standard practice level B allowables with level C loads , yet the calculation package indicated that they used level C allowables with level C loads in the instance at which I looked).
On page 4 of their Affidavit, in their discussion regarding their sixth statement of material facts, Applicants claim they are using a con servative calculation technique in evaluating a weld; that is, treating the compression force as a tension load.
This is not a conservative calculation technique, but a_ required technique, and will be discuss e df this pleading. urther later in Consequently, their conclusion at the top of page 5 of the Affidavit is in error.
On pages 6 and 7, the Applicants claim that the hypothetical model used in our Affidavit would not put tension in bolt A .
The Applicants are correct to the extent that this was a poor model.
However, if the pipe were located 12" from the base plate or the bolts were more closely , the spaced net effect in bolt A would be tension by summing the moments . Therefore, CASE's assertions would be correct with this modification e model. In to th addition, the bolts in the origina1 hypothetical model woulde be
, rec i i v ng a shear load due to this friction, and this aspect was not included in our previous discussions, and the Applicants have neglected to consider so.
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"A On page 7, the Applicants agree that there was an error in their calculation and that this would increase the They by 37%. moment also state that'not "all" values would be increasea by 37% .
They are correct to the extent that _all values will not be increased ,
but all stresses due to the moment My wigjlt be increased by 37%.
The Applicants attempt to justify this error by recalculating the force on the weld, as shown their Affidavit. on top of page 8 of The fourth item of the equation is preceded byegative an sign and appears to be cubed (however, it actually was not cubed, based on the answer arrived at).
The original calculation did not contain a negativ e sign, as shown on the 5/10/84 calculation (the first p age 2 of 6 -- there are two) page 3 of 6 of Attachment A to Applicants' Affid equation for Fn. avit, line 12, The original calculation was correct in regardso tthe sign designation of +.
The equation which Applicants are now using to ,
justify their error le incorrect.
It should be:
13/835/5.17 x 1.37 + 1.010/16/88 + 4.768/12 .
. ps/ inch 63 = 4 1 Thus, the new force in the weld, due to bending and the axial load in the attaching member, is actually 4.1 kips / inch .
This value by itself exceeds the allowable of 3.431 kips / inch.
The capacity of the weld actually must be based o n a shear stress between the weld and the base metal.
This is a requirement of the AISC code, 7th Edition, Supplement No. 3, as indicated in Tabl e 1.5.3. (to which Applicants are committed), as indicated under e " Fill t W l e ds." (See Attachment A hereto.)
The load is transferred through shear from theseba metal to the weld, and therefore, all the normal forc es, designated as Fn on line 12 of the calculation, must be additive .
This additive effect need not be in the code (although it is), but based on engin eering judgement, it 4
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would have to be additive. As shown in Figure 1 below, there is a gap between the base metal and the attaching member. This gap is normally found in the field and is acceptable up to 1/16"; i.e., there will be no nonconforming coaditions if a 1/16" fit up gap is inspected prior to welding. Since the force from the attaching member must pass the load by shear through the weld (designated by F in the diagram below), it is easily seer. that whether the load is axial compression or tension is of no importance in this regard.
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Y A F(SMM M WW D 2d im t s l
FIGURE 1 This appears to be a generic (to Comanche Peak) error used by the Applicants to qualify a deficient design. In previous Motions for Summary Disposition, the Applicants have stated many times that their reevaluations, when they include items not considered before (for example, actual stiffnesses), indicate that there are very few overstressed supports. CASE has requested to see the calculations but in many instances they are not supplied because, we are told, the original calculations do not exist, ano
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we do not receive all of the present calculations. In almost all instances, the calculations received were prepared expressly for Applicants' Motions for Summary Disposition or in response to our discovery requests.
Therefore, 1 do not know to what extent this deficiency exists at Comanche Peak.
It should be noted that it was Applicants, not CASE, who chose this particular issue as one to be included in Applicants' Plan. The issues chosen by Applicants are not necessarily those Mr. Doyle or I would have chosen as being the most important. I believe that Applicants chose this one, at least in part, because they thought it would be ar easy one for them to prevail on. To the contrary, in addition to Applicants' having been shown to be in error for the design of friction loads, they have (b7 their own statements and calculations) have now identified a new design deficiency.
This particular calculation which was discussed in our Affidavit did not consider all loading combinations and was not a review of all calculations. For example, a review of the calculaton on the second sheet 2 of 6 (dated 5/15/84) of Attachment A to Applicants' original Affidavit will reveal additional problems in this weld. On line 12, the normal force is calculated to be 4.315 kips / inch. This definitely exceeds the allowable of 3.431, but the Applicants, in this calculation, do not consider that comparison. On line 26, the Applicants consider oni" bending without any Fx
=
12.018 kips, and arrive at Fn = 3.363 kips / inch. Using the Applicants' method shown on page 8 of their Affidavit (which is not a correct method) of justifying a weld, we shall use these values on line 26 and show that the weld still exceeds the allowables, even using Applicants' erroneous method:
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Fn = 15.438/5.17 x 1.37 + 6.377/16.88 - 12.018/12.63 = 3.517 kips / inch The resultant force is then:
2 2 2 1/2 Fr = [3.517 + .137 + .1635 ] = 3.523 kips / inch This exceeds the allowable of 3.431 used in the original calculation.
Thus, CASE's assertion that e stress ratio exceeds 1 is still valid, even using Applicants' erroneous method. This is another instance where the Applicar.ts have made an error, by not looking at the worst loading condition i
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for the weld. !
On the bottom of page 8, continuing on top of page 9 of Applicants' Affidavit, the Applicants clarify the dimensional problem with the support (SW-1-012-009-A33R), and they state:
"The tube steel is, installed with a 1/16" clearance as indicated on the drawing." (Emphasis in the original.)
But during the 6/6/84 conference call between Applicants / Staff / CASE, I requested the latest drawing and calculations, but the Applicants stated that the support no longer exists (see Tr. pages 46-51 of 6/6/84 conference call transcript).
If the support actually no longer exists, Applicants' current Affidavit is incorrect. If the support does exist, Applicants' i
representations to CASE in the 6/6/84 conference call were incorrect, and we should have been provided witn the latest drawing and calculatiens as I requested.
Page 9 of Affidavit, Applicants state that "It should be noted in any event that CASE's position is premised on Regulatory Guide 1.124, which applies to class 1 supports. The subject support is a class 3 support."
Applicants fail to mention what criteria they must apply regarding class 3 supports.
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- I Applicants state in footnote 4, bottom of page 9, that:
" Contrary to CASE's claim (Affidavit at 13) Applicants are not
' committed' to any edition of the AISC Code for weld design.
Applicants' requirements for weld design are set forth in subsection NF of ASME Code Section III. Applicants do not reference the AISC Manual for the purpose of establishing weld design criteria for ASME supports."
However, in Applicants' specification for " Nuclear Safety Class Pipe Hangers and Supports," Specification 2323-MS-46A, it states under "SECTION 3
- TECHNICAL SPECIFICATION NUCLEAR SAFETY CLASS PIPE RANGERS AND SUPPORTS,"
under "3.3 CODES AND STANDARDS," pages 3-15 and 3-20:
" Design, fabrication, materials, certification, code stamping, and testing requirements included in this specification shall be in accordance with the edition and addenda of the following codes, legislation, regulacions, and standards, in effect on July 28, 1975, unless otherwise specified below or authorized by the owner. . .
"h. Anerican Institute of Steel Construction (AISC)
" Conflict among the above referenced codes, standards, and regulations, i
and conflicts among this specification and the above referenced codes, standards, and regulations shall be immediately brought to the attention of the Engineer for resolution."
Further, 10 CFR Part 50, Appendix A, Criterion 1, states, in part:
" Structures, systems, and components important to safety shall be designed, erected, and tested to quality standards commensurate wit the e
importance of the safety functions to be performed. Where generally recognized codes and standards are used, they shall be identified and evaluated to determine their applicability, adequacy, and sufficiency and shall be supplemented or modified as necessary to assure a quality product in keeping with the required safety function." (Emphases added.)
It should be noted that I have not even attempted to address Applicants' characterizations of statements made in CASE's Answer (although I do not agree with many of those characterizations), since they are arguable. If the Board does not understand what we are disagreeing with in Applicants' Motion or feels that it needs additional information to clarify 8
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any of the statements in our previous Answer (or in this Answer), we ask that they so advise and allow us the opportunity to provide such additional
'information. As the Board is aware, our Answers were prepared under severe l time constraints which did not afford time for adequately rechecking our l work. In addition, it is difficult to put these details regarding design into words.
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Attachment:
Attachment A AISC code, 7th Edition, Supplement No. 3, as indicated in Table 1.5.3. (to which Applicants are committed), as indicated under " Fillet Welds." -- see page 4 of this pleading 4
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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 President. 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 '.'.4eir 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.
M (Signed) Mark Walsh STATE OF TEXAS On this, the [ day of @<
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, 1984, personally appeared Mark Walsh, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me + hat he executed the same for the purposes therein expressed.
Cubscribed and sworn before me on the _,
1984.
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,P My Commission Expires:
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l Attachment A SUPPLEMENT NO. 3 l,
TO THE i;
- SPECIFICATION l I
FOR THE
- s. DESIGN, ,
.o d FABRICATION !
- ( & ERECTION l I 0F <
l STRUCTURAL f
1 ,
STEEL FOR L -
l BUILDINGS 3 (ADOPTED FEBRUARY 12,1%9) l
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Erective June 12,1974 Revised Erective October 20,1975 (INCLUDING ADDENDA TO THE i COMMENTARY ON THE SPECIFICATION) l I AMERICAN INSTITUTE -
u . i 1 0F STEEL CONSTRUCTION 1221 AVENUE OF THE AMERICAS, NEW YORK, N.Y. 10020 Price: 51.00
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Supplement No. 3 5 PREFACE Since its adoption on February 12, 1969, the AISC Specification has
' been under constant review. Modifications, when adopted, are issued in the form of Supplements.
To date, three Supplements to the Specification have been issued, of which this document is the latest. Encircled numbers @, Ci)) along the
! ( page margin indicate that the noted section was also modified in Supplement No.1 (November 1,1970) or Supplement No. 2 i December 8,1971) and that ,
reference should be made to the earlier Supplement.
Addenda to the Commentary on the AISC Specification, which follow Supplement No. 3 in this printing, are the first additions to the Commentary since its publication in July,1969. ,
June,1974 REVISION !
EfTective October 30,1975, the following changes were made to Supple- ,
ment No. 3:
I The definition of h was modified in the Nomenclature and in Sect.
1.10.5.2. .
The definition of A, was modified in Sect.1.10.6.
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8 . AISC Specipcation
, , 1.5.2 Rivets, Bolts, and Threaded Parts 1.5.2.1 In Table 1.5.2.1, under the column headed " Description of Fastener", immediately after "A323" in the fifth and sixth items, delete "and A449".
Delete Table 1.5.3 in its entirety and substitute new Table 1.5.3.
TABLE 1.5.3 ALLOWABLE STRF.M Type of Weld and Strens' Allowable Stress 'ld 3 9,"l ,g ,
,8 Complete Penetration Groove Welds '
)
'* Tension normal to the efective Same as base taesal "Matchins" weld metal must be '
. area used; see Table 1.17.2.
Compression normal to the ef. Same as base metal . Weld metal wnh a Strength level fective aree
. equal to or less than "matchmg" weld metal may be uaed.
Tensis.1 or compression parallel 'iame as base metal '
to the esas of the weld .
Shear on the efective area 0.30 v nominal tensile strength
- of weld metal (ksis, except stress - !
on base metal shall not enceed ,
' O.40
- ywid stress of base metal j
i Partial Penetration Groove Welds e
] I
.o . Compression normal to efective Same as home metal Weld metal w;th a strength level
- area '
equal to or less than "matchms" l weld metal may be used. I l Tension or comprension parallel Same as base metal '
i , to esas of the welde
. Shear parallel to amis of weld 0.30 x nommal tensile strength i
. of weld metal (ksia, encept stress i on base metal shall not exceed g , - 0.40 x ywid strees of base metal
.. {.
1 : Tensuin normet to efective aree 0.30 x nommal tensile strength r
' , of weld metal Ekso. except strean i on base metal shall not onceed '
10.60 = yield stress of bane metal Fa!Iet Welds i Strees on efective area 0.30 v nominal tensile strength Weld metal with a str neth level i af weld metal shop, rarept stress equal to or less than "matchmg"
. on base metal shall not esceed metal may be umed.
i U 49 = ywid strens of base metal i ' Tension or compression parallel Same na base metal i . to asis of weld *
.f Plug and Slot Weld.
O s' . Sheer perallel to fayms surfacee 0.30
- nominal tensile strength Weld metal with a strength level -
1 ton eNective areas of weld metal Iksn. escept strees equal to or less than " matching" fi '
a on base metal shall not esceed weld metal may be used.
, ' O.40 X ywid strena of base metal
' For desnition of efective area see k 6.1.14 7.
L ' For
- matching" wend metal. see Table t.17.2.
- Weld metal one strength level stronger than " matching" weld .netal will be permetted
- See Sect.1.10 8,for a limitation on use of partial penetraten groove welded pants
- Fillet weHe and pertal penetration gruove welds jnmmg the ci.mponent elementa of built.up memners, such as dange-tn weh connections, may be designed without regard to the tensile os compreenive streas an
, these elementa parellel to tbe an e of the welda.
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I DH METED UNC UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION 84 OCT -9 No.45 BEFORE THE ATOMIC SAFETY AND LICENSING BOARD u m.attR/%.7 E, l In the Matter of }{ NCH i
}{
TEXAS UTILITIES ELECTRIC }{ Docket Nos. 50-445-1 COMPANY, et al. }{ and 50-446-1 I
(Comanche Peak Steam Electric }{
Station, Units 1 and 2) }{
CERTIFICATE OF SERVICE I
By my signature below, I hereby certify that true and correct copies of CASE'S ANSWER TO APPLICANTS' REPLY TO CASE'S ANSWER TO APPLICANTS' MOTION FOR
SUMMARY
DISPOSITION REGARDING CONSIDERATION OF FRICTION FORCES have been sent to the names listed below this M y of October ,19 g 4 ,
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by: X11pHHXMH1XHKHXIHIHH&XEyXKXXH First Class Mail.4XHMMX Administrative Judge Peter B. Bloch Nicholas S. Reynolds, Esq. [h g, AM U. S. Nuclear Regulatory Commission Bishop, Liberman, Cook, Purcell g~ 4350 East / West Highway, 4th Floor Bethesda, Maryland 20814
& Reynolds 1200 - 17th St., N. W.
M Washington, D.C. 20036 Ms. Ellen Ginsberg, Law Clerk hM U. S. Nuclear Regulatory Commission Geary S. Mizuno, Esq.
g* 4350 East / West Highway, 4th Floor Bethesda, Maryland 20814 Office of Executive Legal Director g g*
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 gg Dr. Walter H. Jordan 881 W. Outer Drive Chairman, Atomic Safety and Licensing Board Panel
[2f, Oak Ridge, Tennessee 37830 U. S. Nuclear Regulatory Commission Washington, D. C. 20555 1
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- 4 Chairman Renea Hicis, Esq.
Atomic Safety and Licensing Appeal Assistant Attorney General Board Panel Environmental Protection Division U. S. Nuclear Regulatory Commission Suprec.a Court Building Washington, D. C. 20555 Austin, Texas 78711 John Collins Regional Administrator, Region IV U. S. Nuclear Regulatory Commission 611 Ryan Plaza Dr., Suite 1000 Arlington, Texas 76011 Lanny A. Sinkin 114 W. 7th, Suite 220 Austin, Texas 78701 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
.t Docketing and Service Section (3 copies)
Office of the Secretary U. S. Nuclear Regulatory Commission Washington, D. C. 20555 (Mrs.) Juanita Ellis, President u~ , '4- fkl>
dA'SE (Citizens Association for Sound Energy) i 1426 S. Polk Dallas, Texas 75224 214/946-9446 2
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