ML20084P141
| ML20084P141 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 05/16/1984 |
| From: | Finneran J TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC) |
| To: | |
| Shared Package | |
| ML20084P084 | List: |
| References | |
| OL, NUDOCS 8405170423 | |
| Download: ML20084P141 (22) | |
Text
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i s
UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD
'i In the Matter of
)
)
Docket Nos. 50-445 and TEXAS UTILITIES ELECTRIC
)
)
)
(Application for j
(Comanche Peak Steam Electric
)
Operating Licenses)
Station, Units 1 and 2)
)
l AFFIDAVIT OF JOHN C.
FINNERAN, JR.
I REGARDING CONSIDERATION OF FRICTION i
FORCES IN THE DESIGN OF PIPE SUPPORTS WITH SM ALL THERM AL MOVEMENTS I, John C.
Finneran, Jr., being first duly sworn hereby
{
depose and state, as follows:
I am the Project Pipe Support i
l Engineer for the Comanche Peak Steam Electric Station.
In this j
position, I oversee the design work of all pipe support design organizations for Comanche Peak.
I have previously provided l
testimony in this proceeding.
A statement of my professional and i
educational qualifications was received into evidence as Applicant's Exhibit 1428.
Q.
What is the purpose of your affidavit?
A.
This affidavit addresses an allegation made by CASE regarding consideration of friction loads in pipe supports for which piping movements are 1/16" or less.
This question concerns two of the three support design organizations (PSE i
and ITT-Grinnell) which do not require its designers to 8405170423 840516 PDR ADOCK 05000445 O
consider such loads.
All three organizations consider friction loads where piping movements are greater than 1/16".
Q.
What is C ASE's allegation on this topic?
A.
CASE alleges in Chapter XVI of its Proposed Findings that this friction load must be calculated for all piping movements, arguing that the point at which friction forces may be most significant is at the point movement of the pipe begins (CASE Proposed Findings at XVI-4).
At the request of the Board during the May 1983, hearings, Mr. Doyle performed a simple analysis to illustrate his position (CASE Exhibit 843; following Tr. 6824).
In that exhibit, Mr. Doyle first addresses the support configuration which would, in his opinion, have the most dramatic _ effects, i.e.,
a relatively short stiff tube steel cantilever beam (Tr. 6759; CASE Exhibit 843 at 1-2).
Q.
What were the results of Mr. Doyle's analysis?
A.
M r. Doyle concludes (CASE Exhibit 843 at 1) that to apply the procedure he thought should be applied would result in a
" gross conservatism" and the condition his calculation 4
indicated would result "could not exist."
As Mr. Doyle apparently recognized (Tr. 6757, 6759; CASE Exhibit 843 at 1),
the true friction load for movements less than 1/16" would be the lesser of:
1.
The normal load on the support times the coefficient of friction, or
. 2.
The amount of force needed to deflect the support a distance equal to the thermal movement of the pipe.
The procedure he applied in CASE Exhibit 843 was the latter, the results of which indicated that if one were to substitute the first method to achieve equivalent loads, a 10,000 pound normal load would have had to.be placed on the beam from the pipe with a resulting stress of 60,000 psi.
Because a 10,000 pound normal load could not be placed on the beam from the pipe (the actual normal load would be on the order of 1,000 pounds), Mr. Doyle recognized his simple calculation resulted in " outlandish" numbers.
In fact, Mr.
I Doyle eventually concluded his concern "really doesn't exist, except on a theoretical levtl" (Tr. 6825) and
" dwindles into insignificance" (Tr. 6829).
Q.
Why did Mr. Doyle's calculation produce " outlandish" numbers?
A.
Mr. Doyle assumed that the cantilever beam would deflect the full 1/16".
He then simply calculated the friction force I
needed to cause this deflection in the beam.
This would obviously have given the hypothetical maximum stress in the beam if the friction between the pipe and the beam were l
maintained through the entire 1/16" movement.
However, this calculation has no relation to the physical phenomena present when friction is used to transmit a force.
As Mr.
Doyle recognized, for the friction to be maintained between
O the support beam and the pipe in order to transmit the load calculated for the full 1/16" movement, an extraordinary normal force would have to be placed on the beam by the pipe.
In reality, a significantly smaller normal force would exist such that the maximum friction force which could be transmitted into the beam by the movement of the pipe before the friction was broken (and the friction force instantly reduced) would be much less than he had calculated.
Q.
Af ter recognizing this calculation technique was not an accurate representation of actual conditions, what did Mr.
Doyle conclude?
A.
Mr. Doyle concluded that a more rational approach would be to establish some guideline based on stress ratios (actual / allowable loads) for normal and upset conditions such that if the ratio were, for example.900, then friction should be included in the calculation (CASE Exhibit 843 at 2).
Q.
Do you believe it is necessary to adopt this recommendation of Mr. Doyle's?
A.
No.
What Mr. Doyle apparently did not recognize was that the allowables Applicants use for normal and upset conditions are the stress limits established by the ASME Code for primary, mechanical loads.
If friction conditions resulting from the thermal growth of the pipe, i.e.,
effects which result from the restraint of free-end displacements,
5-were to be combined with those mechanical loads, the ASME Code permits the allowables to be increased by a factor of three ( ASME Code Section NF-3231.1).
Thus, given that, as Mr. Doyle recognizes, the friction loads are a small contribution to the total support loads there would not be any condition where a combination of those loads would exceed the increased allowable even if the stress ratios were 1.0 before consideration of the friction loads.
In addition, with respect to Hilti bolts, because Applicants use a factor of safety of 5:1, rather than the 4:1 value authorized by I&E Bulletin 79-02, when establishing Hilti allowables, the effects of friction for these small movements would not cause the actual allowables of the Hilti's to be exceeded even if the Hilti loads were right at the conservative allowable employed by Applicants.
Q.
Have Applicants performed any further evaluation of Mr.
Doyle's concern since the May 1983 hearings?
A.
Yes.
In order to provide added assurance of the adequacy of i
Applicants' design process in this regard, we have assessed a sample of actual supports in the field which are within the category of supports with which Mr. Doyle had his principal concern, namely short, stiff members with relatively large pipes.
We first examined support SW 012-009-A33R, which is referenced on page XVI-l of CASE's 1
e 6-Proposed Findings, and was discussed in Section 16 of CASE Exhibit 669B (Doyle Exhibits).
Our analysis of this support (Attachment A) demonstrates that even including the friction load for this support in the Normal and Upset loading condition, in the manner shown in Section 16 of CASE Exhibit 669B, results in maximum member stresses, weld stresses, plate stresses, and Hilti interactions that are-all within applicable allowables.
In addition, we randomly selected 5 other supports which fall into the area of Mr. Doyle's concern, and which all have a thermal movement less than 1/16".
These supports were analyzed by including the friction forces in the level A and B loading conditions.
See Table 1 (attached) for the results.
As shown in Table 1, all stresses are within allowables.
It should be noted that these are the regular normal and upset allowables and they have not been increased as allowed by the Code.
All Hilti bolt interactions are less than 1.
In sum, these analyses demonstrate that the friction ef fects of concern to Mr. Doyle are indeed insignificant and t
Applicants' support designs provide more than adequate l
1
s 7-capacities to accommodate these effects even if grossly l
conservative assumptions are employed.
As Mr. Doyle stated, 1
l this concern truly " dwindles into insignificance."
t y
hn C.
Finneran, Jr.
A Subscribed and sworn to before me this /d day of May 1984.
My, Com:nission Expires Januy, 31, 1985.
& ff=2A Notary Public h
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MATERIALS O OPERATIONS QUAN SHIR A#d M '* "
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SKETCH NO 4
SHEET I OF t i
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TABLE 1 l COMB. BEND +
CO W. STRESS WELD T.S.
StFPORT i CASE INTERACTION SHEAR STRESS TO BASE PLATE PLATE STRESS BOLT INTER.
REMMES LEY. A & F 0.40 1884 PSI 2706 f/in
- 4500
- 0.5 to 0.7
- Plate stress and bolt Inter-CT1-004-Oll-S32R LEV. B & F 0.49 2388 PSI 3394 f/in
- 5500
- 0.3 to 0.5 action Is estimated by comparing ALLOW.
1.0 13100 PSI 3976 #/in (A).14500 PSI 1.0 results of Lev. C which has been (B) 21700 PSI previously run.
LEY. A & F 0.0 38 209 PSI 1604 f/In 2957 PSI 0.35 SW1-129-00B-Y33R LEY. B & F 0.051 666 PSI 1775 #/in 3428 PSI 0.384 ALLOW.
1.0 13100
.7660 f/In (A) 14500 PSI 1.0 (B) 21700 PSI LEY. A & F
'O.04 3694 PSI 1280 f/In
'8900 PSI
- Estimated by comparing to ALLOW.
1.0 13100 PSI 3181 f/in (A) 14500 PSI 1.0 Level 3 (B) 21700 PSI LEY. A & F 0.58 891 PSI
,3042 #/In 12065 PSI 0.59
. Sit-029-055-S32R LEY. B & F 0.61 891 PSI 3152 f/in 14972 0.50 ALLOW.
1.0 12700 PSI 3181 f/In (A) 14500 PSI 1.0 (B) 21700 PSI LEY. A & F O.20 1088 PSI 1391 f/In 6671 PSI 0.48 SWl-129-060-543R LEV. B & F O.31 2507 PSI 3214 f/in 9372 0.67 ALLOW.
1.0 13100 PSI 3712 f/In (A) 14500 PSI l.0 (B) 21700 PSI L
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