ML20100M489
| ML20100M489 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 06/18/1984 |
| From: | Williams N CYGNA ENERGY SERVICES |
| To: | Ellis J Citizens Association for Sound Energy |
| References | |
| 84042.018, NUDOCS 8412120340 | |
| Download: ML20100M489 (206) | |
Text
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Tlu, 101 California Street, Suite 1000, San Francisco, CA 94111-5894 415'397 5600 June 18, 1984 84042.018 Mrs. Juanita Ellis President, CASE 1426 S. Polk Dallas, Texas 75224
SUBJECT:
Comanche Peak Steam Electric Station Independent Assessment Program - Phase 3 Gibbs & Hill Response to Pipe Stress Questions Job No. 84042
Dear Mrs. Ellis:
Enclosed please find Gibbs & Hill letter to TUGCO, GTN-69098, dated l June 11, 1984 which contains additional responses to Cygna pipe stress
, questions.
If you have any questions or desire to discuss the contents of this letter feel l free to call at your convenience.
Very truly yours, I <..
l N. H. Williams Project Manager NHW/
Attachment cc: Mr. S. Treby (USNRC) w/ attachment Mr. D. Wade (TVEC) w/o Mr. G. Grace (TVEC) w/o Mr. D. Pigott (Orrick, Herrington & Sutcliffe) w/o l
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Domestic:127636/968694 Intemationat 428813/234475 A Dravo Company June 11, 1984 J
GTN- 69098 Texas Utilities Generating Company Post Office Box 1002 Glen Rose, Texas 76043 Attention: Mr. J. B. George Vice President / Project Gen. Mgr.
Gentlemen:
TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION G&H PROJECT NO. 2323
' FOLLOWUP INFORMATION FROM G&H REF: CYGNA COMMUNICATIONS REPORT OF 5/24/84 By copy of this letter to Nancy Williams of CYGNA enclosed please find the responses to the following items:
Item Description
, 1 Followup information regarding seismic qualification reports for valves (with support attachments) 12 Welded attachments in break exclusion areas 17 Seismic analy sis of piping -- effect of higher order modes / mass participation.
N
P- ,
. Gibbe S Hill. Inc.
GTN- 69098 June 11, 1984 l
Should you have any questions contact Henry W. Mentel.
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Very truly yours, GIBBS & HILL, Inc.
Robert E. Ballard, Jr.
Project Manager REBa- e:lc 1 Letter CC: ARMS (B&R Site) OL
- J N. Williams (CYGNA, Calif. & Boston) lL 1A l L. Weingart (CYGNA, Calif. ) lL G. Grace (CPPE Site) lL lA D. Wade (TUSI Site) lL 1
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,o' WELDED ~ ATTACHMENTS IN BREAK EXCLUSION AREAS 2
CYGNA has questioned the local stresses in welded attach-ments with regards to break and crack postulation criteria
' outlined in Branch Technical Position MEB 3-1. The question is as follows:
- 1. In containment penetration areas (break exclusios: areas) '
5 will the total stress (General + Local) at welded attach-ments for EQ9 and EQ10 be within 0.8 (1.2 Sh+S) a in accordance with paragraph B.1.b(2) ?
i-
- Applied Mechanics has done a study identifying all welded i attachments in break exclusion areas. The list is as follows
) ' Problem No. Support No.
1-10B ~FW-1-098-004-S62R I
l-10C AF-1-017-002-S62R i
1-23A MS-1-147-700-S75R i MS-1-257-001-S72K MS-1-257-002-S72K r MS-1-001-005-S72R' i MS-1-001-003-S72R MS-1-001-004-S72R I
l-23B MS-1-146-700-S75R MS-1-240-001-S72K
! MS-1-240-002-S72K MS-1-002-001-S72R i MS-1-002-003-S72R MS-1-002-005-S72R MS-1-002-004-S72R
. 1-23C MS-1-003-002-S72R MS-1-003-003-S72R ,
MS-1-003-004-S72R
! MS-1-003-005-S72R MS-1-003-006-S72R MS-1-223-001-S72K MS-1-223-002-S72K MS-1-145-700-S75R i 1-23D MS-1-148-700-S75R
- MS-1-274-001-S72K MS-1-274-002-S72K l MS-1-004-003-S72R MS-1-004-004-S72R MS-1-004-005-S72R MS-1-004-001-S72R i
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. - . _ . _ - . _ . ~ . . - . , . _ . _ _ _ - . . . _ _ _ . . , _ . _ _ _ _ . . _ . _ _ . _ , . _ . _ _ _ _ . _ , . _ . _ . . -
e The above restraints do meet the requirements of MEB 3-1, paragraph B.l.b (2) -
EQ9 4EQ10 0.8 (1.2Sh+Sa)
It should be noted that only the membrane portion of the local stress need be added to the left side of the inequality since the intent of the Code is to limit stresses that are constant through the wall such that the gross cross section will not fail in bending.
Detailed Calculations Problem 1-10B, Support FW-1-098-004-S62R Reft As-Built Stress Analysis Calculation Book, Calc. AB-1-10B Equation 9 General Stress from "ADLPIPE" = 5610 psi Local Membrane Stress = 318 psi Total Membrane Stress = 5928 pai Equation 10 (EQll-EQ8)
General Stress From "ADLPIPE" = 11946 - 4802 = 7144 psi Local Membrane Stress = (0.673-0.072) 731 = 439*
Total Membrane Stress = 7144 + 439 = 7583. psi Equation 9 + Equation 10 = 5928 + 7583 = 13511 psi Alowable = 0.8 (1.2Sh + Sa) = 32400 l
l
- Note Local Membrane Stress =
l
, (EQll Actual Load - EQ8 Actual Load) x (Unit Load Combined l- Membrane Stress From "CYLNOZ")
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Problem 1-10C, Support AF-1-17-002-S62R .
r Ref: As-Built Stress Analysis Calculation Book, Calc. AB-1-10C Equation 9 General Stress From "ADLPIPE" = 6360 pai Local Membrane Stress = 645 psi Total Membrane Stress = 7005 psi ,
Equation 10 (EQll-EQ8)
General Stress From "ADLPIPE" = 7023 psi Local Membrane Stress = 1564 psi Total Membrane Stress = 8587 psi Equation 9 + Equation 10 = 7005 + 8587 = 15592 psi Allowable = 0.8 (1.2Sh + Sa) = 32400 Main Steam Problems The main steam break exclusion area welded attachments were
, surveyed. In most cases EQ9 + EQ10 stresses were low but in a few cases these stresses' approached the allowables. The worst case by far was support MS-1-003-006-S72R on Problem 1-23C, which was highly loaded and had high unit load local stresses
- as well. Additionally, this was the particular support questioned by CYGNA, so it is fitting that this one be addressed in detail.
Problem 1-23C, Support MS-1-003-006-S72R Equation 9 General Stress From "ADLPIPE" = 8267 psi Local Membrane Stress = 6102 pai Total Membrane Stress = 14369 psi J
T Equation 10 (EQll-EQ8)
' General Stress From "ADLPIPE)= 12795-7622 = 5173 psi Local Membrane Stress = (101.539-11.048)(97) = 8778 psi Total Membrane Stress = 13961 psi Equation 9 + Equation 10 = 14369 + 13961 = 28320 psi Allowable = 0.8 (1.2Sh+Sa) = 37800 psi conclusion For all G&H problems, the stress levels for welded attachments in break exclusion areas are well within the limits established in MEB 3-1, ensuring the integrity of these containment isolation areas as break (or crack) exclusion areas.
In order to make this survey complete, Westinghouse was con-tacted concerning welded attachments in break exclusion areas for problems in Westinghouse stress analysis scope. They identified the following number of supports:
BEA Problem Number of Welded Attachments 1-14A, B 3 1-16A 1 1-17D 3 1-18 4 (including 2 anchors)
At this time we have no information on the stress levels in these supports.
Note: As stated on page 2 only the membrane portion of the local stress was added. However, after several discussions, were the interoretation of MEB 3-1 to include both local membrane and bending in a large majority of the cases the 0.8 (1.2 Sh + Sa) criteria would still be met. In those 1 or 2 cases still considered overstressed with this interpretation more refined analysis could be performed to satisfy the MEB 3-1 criteria.
SEISMIC ANALYSIS OF PIPING EFFECT OF HIGHER ORDER MODES / MASS PARTICIPATION I. ., INTRODUCTION Section 3.78.3, Subsection 3.78.3.1 entitled " Seismic Analysis Methods" of the Comanche Peak Steam Electric Station Final Safety Analysis Report (FSAR) established the following requirement: "The size of the model is reviewed to assure that an adequate and sufficient number of masses or degrees of freedom are used to compute the response of the system. A sufficient number le considered adequate provided additional degrees of freedom do not result in more than a 10 percent increase in response, or the number of degrees of freedom equals or exceeds twice the number of modes with frequencies less than 33 Hertz, or based upon engineering judgment that t'he number of degrees of freedom chosen will meet or exceed the intent of the prior two guidelines."
In the reviews performed to date as part of its independent assessment program, CYGNA Energy Services has addressed this FSAR requirement by reviewing the percentage of piping system mass being accounted for in the G&H piping analysis. In those systems considered in their review, CYGNA has reported instances of low mass participation which they subsequently questioned.
1 It is the intent of this Paper to respond to the following:
(a)7to demonstrate the means by which GsH checked the influence of hig 3r order modes (modes above a natural frequency of 33 ftz) and whether their contribution to the piping system response is greater than 10 percent; (b) to address apparent concerns over the demonstrated low, sometimes negligible, mass participation in certain piping systems.
II. GIBBS & HILL'S AS-BUILT STRESS ANALYSIS PROGRAM The G&H Applied Mechanics Department was responsible for the production of as-built piping system stress analysis for the balance of plant Clar,s 2 and 3 piping systems. Originally having performed the as-designed analysis, the Department o'rgcnizational structure remained the same from the as-designc# to r.3-built p'. s2 with the annlysis team being headed up by a job engineer and consisting of senior personnel as analysis group lead engineers, checkers and design reviewers; with the remainder being piping analysts. Verbal inntructions regarding the seismic analysis were established in the as-designed phase and carried over into as-built. Those basic instructions were:
- a. In the ADLPIPE Computer Program Input on the seismic execution " shock" card the analysts were instructed to
utilize the " Reg. Guide" option indicating adherence to r the USNRC Regulatory Guide 1.92. In addition a "FRQ" or cut off frequency of 33 Hertz was to be used, indicating that all natural frequencies up to 33 Hertz would be considered.
- b. Once preliminary seismic results were obtained the analyst and subsequently the checker would review the results on the basis of natural frequencies, participating modes, piping. displacements, supporting reactions and piping stresses. This was required to check that a sufficient number of modes were accounted for prior to reaching the 33 Hertz cutoff and that the results were consistent and
. reasonable.
- c. In those instances where the first natural frequency was high, hence indicating a somewhat rigid piping system, and the number of resulting modes included in the seismic model combination was not considered significant enough, the analysis was re-run with a higher frequency cutoff to determine whether or not any higher order modes would offer any significant contribution. Once again the results would be checked for consistency.
~ ,
- d. On any questionable items all the analysts had free access to' discuss results with the assigned checker , his group F
lead engineer and the job engineer.
It is felt that GEH demonstrated good engineering practice, in line with the rest of the engineering community, in following these instructions in the performance of the seismic piping analysis. Adherence to these instructions is evidenced by the following:
- 1. In the performance of the analysis of the main steam system outside containment, problems AB-1-23A, B, c and D, it was necessary to raise the frequency cutoff to 50 Hertz to include additional modes.
- 2. Likewise for the feedwater system outside-containment, problems AB-1-9A, B, C & D, it was necessary to raise the frequency cutoff to 50 Hertz to include additioral modes.
- 3. In the analysis of the containment spray ring problem AB-1-292 the responsible analyst was unable to obtain any significant modal contribution, even with an elevated cutoff frequency of 100 Hertz. Since no forces were being generated on the supports, for this
~
m isolated case it was decided to perform a conservative static equivalent rigid body calculation based upon th'e input seismic accelerations at zero period (ZPA). Documentation of this problem is attached and labeled Attachment 1.
As previously mentioned the ADLPIPE computer program was utilized in the performance of seismic analysis. It should be noted that the ADLPIPE piping stress analysis program is the official program for use on Comanche Peak; it is referenced in the Comanche Peak FSAR under Section 3.7B(A) entitled
" Computer Programs Used In Dynamic and Static Analysic", which has been reviewed by the NRC; the versions used on Comanche
, Peak are commercially acceptable and utilized by the industry on a number of domestic and international plants.
Within the makeup of the ADLPIPE computer program is the j seismic self-limitation of not including in the modal combination any modes which demonstrated a deflection less than .001 inch. This means that those higher order modes which exhibit such low deflections will have a negligible contribution to piping and piping support results. More on this point will be discussed in the next section.
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III. CURRENT REVIEWS Due to concerns raised.by CYGNA as well as by in-house G&H employees regarding low mass participation, G&H undertook the following action:
, a. A rough survey was conducted of analysis performed, with mass participation factors being calculated. Preliminary results of that survey are as follows:
300 PROBLEMS REVIEWED Number of Range of Percent _ Mass (M) Average Problems Participating in a Particular Direction (X , Y_or_Z)
^
f 40 Less than 20 (10) l 45 20 to 30 percent (25) 35 30 to 40 percent (35)
I 55 40 to 50 percent (4 5) 45 50 to 60 percent (55) i
! 30 60 to 70 percent (65) l 30 70 to 90 percent (90) 20 Over 90 percent (95)
( 300 Average 46.5 percent l
As can be interpreted from the results a large majority of
,the piping systems have a mass participation of less'than 50 percent ir. one 'of the modal response directions, X, Y or Z.
- b. A review was made of the main steam piping outside containment analysis (Problem AB-1-23A). Attached is the following which will be discussed below:
Attachment II - The 1/2 SSE analysis extracted from the original AB-1-23A, Rev. O analysis Attachment III - Same as above however re-run
" unsuppressed" such that the piping member modal forces, moments, deflections and rotations are printed.
Attachment IV - Mass fraction calculations.
Attachment V - A simplified isometric of the system showing selected nodes and mass points.
Attachment VI - Support loads and stresses.
. Based on a review of the output in Attachment II particularly the comparison between deadweight and 1/2 SSE inertia support loads G&H calculated the participating mass fractions. Upon reviewing Attachment IV it appears
,. that for the 15' modes considered in the analysis the contributing mass fractions are XDIR. - 70.4%, YDIR...-
t' 2.7%, ZDIR. - 94.4.* However upon closer review of either Attachment II or III, it-can be seen that due to the ADLPIPE self-limitation on deflectior.s effectively only XDIR. - 36.8%, YDIR. - 0.2%, ZDIR. - 90.6% mass fractions are utilized in the seismic result computations.
A closer review was made of Attachment III, the
" unsuppressed" output. In particular, referring to the
' Attachment V isometric, the responses between nodes 185 (vertical support) and 2242 (next vertial support). The-following can be viewed.
I -
- 1. To begin with, the ADLPIPE self-limitation on f deflections drops the contribution from modes 5 thru 15 due to low deflections (.001 inch'- hence
! insignificant results).
i
- 2. Large magnitude loads are being generated where you have the combination of high mass fraction-coupled with larger deflection (> .001) , as would be
( anticipated, i.e., Node 185, Mode 3, Dir. 3, Mass Fraction = 90.6 percent, Deflection = .008 inch.
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- 3. Conversely you would expect that where you have the combination of high mass fraction coupled with'small
-deflection (dC.001) you would have smaller magnitude loads.
- 4. For the lower mass fractions, yet with considerable massf smaller magnitude loads are being generated, i.e., Node 185, Mode 4, Dir. 1, Mass Fraction = 36.8 percent, Deflection = .001 inch.
Obviously the relationship between' participating mass and ' deflection is the basis for the generation of resulting loads. No mass participation correlates with no loads. However, equally coupled with' extremely small deflections, if mass were to be i
participating the resultant loads would be small.
Regarding ADLPIPE's self-limitation on the inclusion of modal results which demonstrate deflection less than .001 inch the following points should be considered;
- a. Theoretically deflection is a function of the inverse of the square of the frequency; hence L
t higher frequencies -- lower deflections.
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- b. Seismic vibrations are displacement limited.
t
- c. Such displacement limited deflections less than
.001 inch are too small to fail any component or anchor.
IV. CONCLUSIONS G&H concludes that good engineering practice was followed in the performance of the piping seismic analysis on Comanche Peak and as previously stated the analysis was performed in line with what is normal practice with other nuclear power architect / engineers. G&H is in no way in violation of the ,
requirements set forth in the Comanche Peak FSAR.
As evidenced by the mass participation survey, a large number of the piping systems are rigid with masses not participating
-since they would not be seismically excited until the higher l
order of frequency is reached. At that point the resulting deflections are low (40.001 inch) and those deflections are essentially relative between the supported system and the supporting structure (relative with the respect that at high
. order modes the system is responding by moving in-phase with
'the input motion resulting in small relative deflections).
l Although the higher order magnitudes of mass will be seen in l
~ ,
the higher modes, coupled with low deflections, the resulting pip,ing-loads would be insignificnt and not represent more'than a 10' percent increase"in response. It should be noted that the existence of many rigid systems at Comanche Peak is due to
- conservatism inherent in the input response spectra data.
G&H is well aware of current changes within the nuclear industry regarding high frequency modes. In particular the following is being reviewed:
- a. " Mathematical Basis of a Dynamic Structural Analysis Method for Piping Systems" - ASME Joint Conference Proceedings - Denver, Colorado June 1981, presented by K.
Gordis.
- b. Changes being made by DIS /ADLPIPE, Inc. to the ADLPIPE program with version E being prepared to include a "Left-out Mass" theory.
i-
- c. Recommendations made by Dr. R. Kennedy to the NRC to revise Regulatory Guide 1.92 and/or the appropriate standard review plan sections to require a gradual transition from the SRSS response combination which is appropriate for lower frquency modes to include an l
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,which the spectral acceleration returns to the peak dero period acceleration, ZPA.
- d. Possible ASME Code changes which may declassify the seismic inertia analysis and resulting response loads as being secondary in nature and a resulting change in the ASME Code piping stress equations.
It is G&H's intention, in light of these recent developments, to make changes to its. current practice regarding the seismic analysis of piping systems for future work. One such possi-bility is the inclusion of a static equivalent calculation based upon a portion of the ZPA (factored by the percentage of mass not participating below the 33 Hertz f requency cutof f) .
However, it is presently felt that this would be unduly conserative based upon the low magnitude of deflections already exhibited in the higher order modes for the Comanche Peak piping systems. Application of such an approach on Comanche Peak would only induce an additional level of conservatism resulting in a further increase in overall system rigidity.
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