TXX-6718, Forwards Listed Outstanding Documents Requested Through Audits of Ebasco Svcs,Inc
| ML20238C383 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 09/04/1987 |
| From: | Counsil W, Keeley G TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC) |
| To: | Williams N CYGNA ENERGY SERVICES |
| References | |
| TXX-6718, NUDOCS 8709100072 | |
| Download: ML20238C383 (488) | |
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- lllll :: Log # TXX-6718 L 4 File # 2260 r = 10068 clo illELECTRIC September 4, 1987 wimam c. counsii tmeive nce ere,uent CYGNA Energy Services, Inc.
Attn: N. H. Williams, Project Manager Comanche Peak Project 2121 N. California Blvd., Suite 390 Walnut Creek, CA 94596
SUBJECT:
COMANCHE PEAK STEAM ELECTRIC STATION (CPSES) TRANSMITTAL OF DOCUMENTED REQUESTED BY CYGNA
Dear Ms. Williams:
1 Enclosed are three (3) copies of the outstanding documents you have requested through audits of Ebasco Services Incorporated. The following is a list of the enclosed documents: Document Document #
- 1. Ebasco's Response to CYGNA's Generic Questions EB-T-3395 Concerning Composite Channels Attached to Base Angles.
- 2. " Additional Clarification on Ebasco's Cable Tray EB-T-3391 Hanger MRM Study" dated August 19, 1987.
- 3. Ebasco Procedure SAG.CP28 " Procedure for EB-T-3391 Screening of Cable Tray Hangers to Assess the Applicability of a 1.25 MRM in Equivalent Static Method Analysis in Hanger Design Verification for Comanche Peak Steam Electric Station Units 1 & 2",
Revision 3 dated August 19, 1987.
- 4. Ebasco's Response to CYGNA's Generic Concern EB-T-3426 Regarding the Effective Length Factor "K" used for Longitudinal Trapeze Hangers.
- 5. Ebasco's Response to CYGNA's Generic Concern EB-T-3426 Regarding the Length used in the AISr Equation 1.5-7.
- 6. "TV Electric, Comanche Peak Steam Electric Station, EB-T-3426 Position Paper on Base Met 61 Damage in Thermolagged CTHs", Revision 1 dated August 23, 1987, Ebasco b Services Inc. 07 8709100072 87c904 PDR ADOCK 05000445 9 %
1/ 400 North Olive Street LB 81 Dallas Tenas 75201
^
.- .. _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ - _ . ._s
TXX-6718 September 4, 1987 Page 2 I
- 7. ~ Attachment U - '" Cable Tray Hangers with Attached EB-T-3426 Conduit" of SAG.CP34, General Instructions for Cable Tray Hanger Analysis for Comanche Peak Steam Electric Station Units 1 & 2, Revision 10.
J
- 8. Ebasco's Response to CYGNA's questior.s on Ebasco's EB-T-3420 Volume 1 Book 22 and Bolt Hole Oversize Position Paper.
- 9. TV Electric, Comanche Peak Steam Electric Station EB-T-3420 Units 1 & 2, "Effect of Bolt Hole Oversize in CTH System Adequacy", Ebasco Services Inc., Revision 3, dated 7/23/87.
Very truly yours, W. G. Counsil By: . , . /J/_ G. 5. Keeley N Manager, Nuclear t.icensing JCH/mgt Enclosures t
i e [Wa g f6 l s . w#+ s o> cn N I l
EBASCO SERV'CES INCORPORATED EPEO Two World Trade Center, New York, N.Y.10048G52 EB-T-3395 File No.: 1-C-2 August 20, 1987 Mr 0 W Lowe i TU Electric P O Box 1002 l Glen Rose, Texas 76043 ; Dear Mr Love-1
SUBJECT:
TU ELECTRIC COMANCHE PEAK STEAM ELECTRIC STATION i EBASCO RESPONSE TO CYGNA ) CABLE TRAY HANGER ACTION ITEM l Attached please find for your transmittal to CYGNA the following: Attachment 1. Ebasco's Respon' e to CYGNA's Generic Questions Concerning Composite Channels Attached to Base Angles. Very truly yours,
/p J P Padalino U Project Manager New York Office JPP/FH/ep Attach.
cc: L Nace (Letter Only) D M Reynerson (Letter Only) R E Camp (Letter Only) J Muffett (Letter & Attachment) S Harrison (Letter & Attachment) K Warapius (IMPELL - Letter & Attachment) File: ARMS (Original Letter & Attachment) u. _ __.______j
L i August 20, 1987 EB-T-3395 j J ATTACHMENT 1 1 TU ELECTRIC i COMANCHE PEAK SES RESPONSE TO CYGNA GENERIC QUISTIONS ) CONCERNING COMPOSITE CHANNELS ATTACHED TO BASE ANGLES CYGNA OUESTlDH: For combined channel sections attat.hed to a base angle where only the channel flange adjacent to the base angle'is welded ] to the base angle, CYGNA has questioned the use of the .lh section's total torsional resistance in calculating the shear stresses. I EBASCO RESPONSE: The response to this question consists of two parts: an original evaluation of the noted configuration as presented .; in Attachment 3 of Ebasco letter EB-T-3029 dated 5/15/87 ] (J P Padalino t0 L Nace) and a supplemental evaluation ) presented herein to respond to additional CYGNA concerne l raised during the June 26, 1987 Audit Exit Meeting. The. original evaluation of the noted ermbined channel / base angle configuration used a finite element STRUDL model to determine the participation of the unwelded channel. The 8 output confirmed that in the section immediately before the leg of the base angir. the unwelded channel of the combined j section does participate in resisting.the shear stresses due i to torsion. The output also showed that the weld between 1 the base angle and the channel is more critical than the j shear stresses of the combined section. This conclusion 1 supported Ebasco's position that if the veld is adequate for I this configuration, the member shear due to torsion will not 1 exceed the allowable limits. CYGNA during the June 26, 19?7 Audit Exit Meeting indicated
, that further justification of the combined channel participation was required. CYGNA requested a supplemental l comparison of the finite element principal stress results {
with member shear strers results obtained from the conventional torsional shear stress evaluation (i.e. Fv = Tt/J analysis using the torsional constant (J) of the combined section). Conventional torsional shear stress computations were generated and compared with the finite element analysis results. This comparison (attached) confirms that the i conventional torsional shear stresses are very conservative by comparison with the finite element principal stresses. l Hence, the combined channel does participate in the resistance of stresses due to torsion and the use of the combined section torsional constant (J) does not under-estimate the resultant shear stresses, l 1684m
EBASCO SERVICES INCORPORATED l CALCULATION COVER SHEET l TV ELECTRIC ,, ,3306.514 1 550 COMANCHE PEAK SES. '""*- 1 PnoJtcT , j RESPONSE TO CYGNA QUESTION l SUBJECT ! i 2 CALCULATION NO. NUMBER OF SHEETS . Computer Run No. J4590A dated 5/7/87 1 i PROBLEM ,. ]
]
For combined channel sections attached to a base angle where only l 1 the channel Flange adjacent to the base angle is welded to the j base angle, CYGNA has questioned the use of the section's total - torsional resistance in calculating the shear stresses. l l YES NO X CONTAINS ASSUMPTIONS WHICH REQUIRE CONFIRMATION ASSUMPTIONS CONFIRMED ON BY o ku lhS$ , we 14. /l'm 7-017 DATE NAME DATE R EV. SHEET NAME DATE NAME N O. N OS, CA LCULATION BY CHECKED BY REVIEWED OR APPROVED BY PRELIMINARY C FINAL b SUPERSEDES CALC NO.
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EBASCO SERVICES INCORPORATED
' Two World Trade Center, New York, N.Y. 10048 0752 EKO EB-T-3391 File No.: 1-C-2 l
. August 19, 1987 Mr O'W Lowe TU Electric
' P 0: Box 1002 Glen Rose,'l uas 76043
Dear Mr Lowe:
SUBJECT:
TU ELECTRIC - COMANCHE PEAK STEAM ELECTRIC STATION EBASCO RESPONSE TO CYGNA CABLE TRAY HANGER ACTION ITEMS Attached please find for your transmittal to CYGNA as soon as possible the-following documents required by CYGNA.for their continuing review of.' Ebasco's Cable Tray Hanger 1.25 MRM Studies. Attachment 1. " Additional Clarification on Ebasco's Cable Tray Hanger MRM Study" dated August 19, 1987. Attachtuent 2. Ebasco Procedure SAG.CP28 " Procedure for Screening of Cable Tray Hangers to Assess the Applicability of a 1.25 MRM in Equivalent Static Method Analysis in Hanger Design Verification for Comanche Peak Steam Electric Station Units 1 & 2", Revision 3 dated August 19, 1987. Very truly yours, 3 E % J P Pada11no Project Manager New York Office JPP/FH/ep Attach, cc: L Nace (Letter Only) D M Reynerson (Letter Only) R E Camp (Letter Only) J Muffett (Letter & Attachments) S:Harrisbn (Letter & Attachments) K Warapius (IMPELL-Letter Only) g*g M [. i.j f 2 2 T ' File: ARMS (Original Letter & Attachments)
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August 19, 1987 l.I ADDITI9EAL CLARIFICATION ON EBASCO'S CABLE TRAY HANGER MRM STUDY h The following discussions are presented to-provide CYGNA with the additional clarification they have requested.
.. DLF Trend with o< and B Parameters In the parametric study (Book 15, Section II), the basic 6-foot span length models were used to establish DLF trends and identify which parameters are critical. It was concluded on page 12 of the Book 15 Summary Report that the DLFs are primarily dependent on B, which is the ratio of tray stiffness to support stiffness, and 04., which is the stiffneas ratio between supports. The peak DLF of the center support for all c< values increases as the B.value
- increases. It was also shown that for a given' B, the_ DLF increases as c>C.
increases and reaches a peak at a certain o< value. This trend can be explained by a comparison of modal shapes as discussed in the following: In Figure A, the modal shapes of the first dominant mode (excluding the mode with zero participation factor) were plotted for various r% and B configurations. In Table D, the corresponding modal participation factor and modal displacement are presented. From these pirits and table, the following trends are observed: i) For a given B, the modal displacement at the center support decreases as o< increases. The modal participation factor (net area enveloped by the modal displacement curve) also decreases as oc increases from a certain CMC yalue (o(=0Cp ), which 1 1912R
depends on the B value (DC p an 1.0 for B = 0.66,1.0 4 OCp 41.5 for B = 1.86 and 1.54 04 p 4 2.0 for B = 3.30). The C< p value increases a S increases. This indicates that as oc increases the modal response of the first dominant mode decreases after og reaches o<p. ii) For a given yt, both modal displacement at the center support c and modal Participation factor increase as B increases. This implies that the modal response of the first dominant mode increases as B increases. It is clearly demonstrated that the trend obtained from the study is primarily characterized by the trend of the first dominant mode response. This is because the participation factors for the higher modes are much smaller (see l Table D). This trend indicates that the DLF reaches the peak when the modal shape of dhe first dominant mode approaches a constant modal displacement (largest participation factor) and dominates the total response. Physically, it is similar to a rigid body mode and the support reactions are distributed primarily according to the support stiffness. This occurs when D< reaches C<. p which has a range from 0.8 to 2.0 for B from 0.29 to 3.33 obtained from the study. The DLF will decrease as 04 increases or decreases frem D<p. As discussed on page 13 of the Book 15 Summary Rcport, there are some small DLF peaks in the region of OC El 2.0 as shown in Figures 2 and'3. These are due to the effect of differences between ESM and RSM frequency prediction, 1 l however, they are smaller than the maximum peak which occurs at O< = C<-p. These small peaks (in CK 37 2.0 region) or dips (in CK d:1.0 region) will disappear if a response spectra with a constant acceleration is input. It can l 2 1912R
be demonstrated in the DLF versusC>Cplots shown in Figure C, which were obtained from Model A using an input response spectra with a constant acceleration (CQC method was used in modal combination to show the trend). 1 More discussions on the effect of frequency shift and input Amplified Response I Spectra (ARS) are presented later below.
- 2. Adecuacy of 4-Soan Model In the parametric study, 4-span models were used in most of the cases. A 5-span model was*also included to investigate the effect of an additional span. The comparison between the results presented in Table 1 (4-spans) and Table 10 (5-spans) of Book 15 Section II indicates that adding an additional span will reduce the DLF (Note: DLF = 1.28 for Y-direction and ot = 1.0 in Table 10 is unrealistically high due to the conservative modal combination l
using Reg. Guide 1.92 for closely spaced modes). In addition, a 6-span model (Model F shown in Figure'D) analysis was performed and the results are presented in Table A attached herein. The same conclusion can be drawn by comparison with the 4-span model results. This conclusiv tan also be demonstrated by the plots in Figure B for modal shapes of different span models. Figure B shows that modal displacement at the center support of the first dominant mode decreases as the number of spans increase. (Note: the modal shape of the 1st dominant mode of the 5-span model is a combined result from two closely-spaced modes). Table D shows that the response factor of the first dominant mode decreases as the number of spans increase. Therefore, the use of the 4-span model in the parametric study is conservative. 3 1912R
l
- 3. Effects of Variation in Trav Moment of Inertia and Sean Lenzth l- .
L In the actual plant, the cable tray system consists of different span lengths,- tray moments of inertia, support stiffnesses and' tray masses. They all will affect the seismic response of the tray system. In addition, the input ARS at different eierations and different directions will also affect the system response. However, the parametric study has concluded that the peak DLFs are primarily dependent on the o< and B. In the following paragraphs further justifications are provided. The dynamic respcase of a tray system depends on the frequency, modal shape and participation factor of the significant modes. In Attachment A herein, a study of the modal characteristics of a beam with multiple flexible supports is presented. The study concludes that:
-1) Modal shapes and modal participation factors are dependent on oc and B only.
ii) Modal frequencies are not only dependent on 04and B, but also on N . The parameter d'isdefinedas gp , el where k2 - adjacent support stiffness k2 E " *#"Y ""** d'U?itY 1 = span length Modal frequencies are proportional to which is equal to VD the angular frequency of the adjacent supports. L p 4 1912R
6 Therefore,.for a given set of o< and B values, the modal shapes and modal
' participation factors are fixed regardless of tray span length, moment of inertia or mass. .The modal characteristics for a configuration with 8 or 9-foot span lengths or smaller moment of inertia trays are inherently included in the study since a wide range of c< and B values were used.
- 4. Effects of Frecuency Variation and Inout ARS Shane on DLF From the above discussion, it is shown that the frequencies of a tray system not only depend on the 3 and PA values but are also proporti6nal to the angular frequency of the adjacent supports. The variation of frequency content of the tray system will affect the input modal acceleration values in RSM due to various input ARS shapes, therefore, it is important to show that DLFs derived in the parametric study can represent all possible tray system configurations.
In Book 15 Summary Report page 13, it was concluded that the peak DLFs are not sensitive to the system frequency variation. The following are the primary reasons for forming this conclusion:
- a. As discussed in Section 1,above the peak DLF occurs when<>t reaches 0< p, at which the response of the tray system is dominated by the response of the first dominant mode.
- b. In Book 15 Summary Report Table II, a comparison of the fundamental system frequencies obtained from ESM and RSM L analyses was presented. The fundamental frequency obtained from l
l 5 1912R
l' l l R$M corresponds to the first dominant mode. This table-
. demonstrated that ESM prediction of system frequency is very l close to that of RSM first dominant mode frequency in the region of 1.0 f!:: X I:: 2.0 except for B = 3.30 which is considered an outlier in the screening procedure (SAG.CP28).
As mentioned above, the frequencies of a tray system are also dependent on the ! support frequency which was not varied extensively for a given set of c< and B l
. values. However,. the closeness of the frequency prediction between ESM and RSM as concluded above is valid for different support frequencies because the I ESM system frequency calculation is based on the Dunkerley's formula and is proportional to the support frequency for a given B value. This can be J demonstrated by Table II of Book 15 Summary Report. By comparing the .
\
frequency results for cases.with B = 1.84 and B = 1.86, the closeness of ESM and RSM frequency prediction is the same for both cases although they have different support frequencies. Table II indicates that the frequency ratio ! between the two cases is always equal to the ratio of support frequencies (12.0/20.0 = 0.6) for both ESM and RSM. Therefore, the peak DLFs are not l sensitive to P values or the support frequencies for a given set of c4 and B
)
values, j To further demonstrate that the peak DLFs are not sensitive to the frequency variation, Analysis Groups 2 through 7 in the parametric study considered different tray weight and different-input ARS. A results comparison of these analyses show that the peak DLFs are not sensitive to the system frequency variation except for the outlier case B = 3.30. The results comparison also 6 1912R , I _ _ _ _ _ . _ _ J
l I 1 shows that DLFs in' Book 15 Summary Report Table 1, which were used to develop ) J the screening procedure, are more conservative than those of Tables 2 through 1 1 7, since the tray. system frequencies of Analysis Group 1 are located in the relatively flat region of the input ARS. I Thus it is concluded that the peak DLFs are not sensitive to system-frequency i variation, and therefore not sensitive to the input ARS. This has been l demonstrated by the system frequency comparison and the inclusion of tray weight and input ARS variation in the parametric study. Furthermore, as stated in page 22 of the Book 15 Summary Report, a conservative approach in calculating the system frequency is used in the design verification of the supports using ESM. A lower bound tray moment of inertia enveloping different tray types and tray manufacturers for a given tray size is used in actual support design verification rather than the upper bound tray moment of inertia used in obtaining the DLFs. This will give lower bound system frequencies and provide additionally conservative seismic "g" values for ESM.
- 5. Aeolicability of the MRM Parametric Study to Actual Plant Conditions From the above discussions, it can be summarized that the DLFs are primarily dependent on the c>c,. and B only. The 4-span mo'dels with 6-foot span length are
- adequate to determine the DLFs for a given set of o( and D values. From the study, it is also shown that the peak DLF increases as the B value increases, i
Thus the higher the tray stiffness is, the higher the DLF is. Based on this j conclusion, the study was performed throughout using the upper bound tray moment of inertia. In addition, 4.5 foot span lengths were included in 7 i
'1912R
~
m_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ .___
Analysis Groups 14 and 15. The configuration with 8 or 9-foot span lengths or smaller moment of inertia t. rays are conservatively bounded by the study, since I their 3 values are always smaller than the one studied for the given support l l stiffnesses. The effects of unequal span lengths were also included in the parametrie study j l Analysis Groups 11 through'15. The span length ratio was varied from 1.22 to l
~2.0. It has been shown that the peak DLFs obtained from the unequal span models are always smaller than the equal span models.
In summary, the parametric study has considered the effects of various parameters including the span length, tray moment of inertia, support stiffness, tray mass, and input ARS existing in the actual plant. Those parameters not explicitly included in the models are conservatively bounded by the cases studied.
- 6. Anoicability of MRM Parametric Study to End Succorts The parametric study has concluded that a configuration with symmetric properties (tray span and support stiffness) about a center support yields the largest DLF. A configuration with the support stiffness varying at the end support is equivalent to one-half of a symmetric model (Model A). The dominamt first mode of this asymmetric model will be similar to one-half of those shown in Figure A. However, the participation factor will be smaller since the end support is a hinged condition. Therefore, the DLFs will be smaller than those obtained from Model A. To demonstrate this reasoning, Model G shown in Figure 8
1912R i
I
- -- E was generated to simulate this asymmetric configuration. In this model, the stiffnesses of the support at node 1 are varied with respect to other supports. The DLFs obtained from this model are summarized in Table B and can be compared with the results presented in Table 1 of Book 15 Section II, since theirC<, B and input ARS are the same. Comparison indicates that all DLFs in Table B are smaller than those in Table 1 except in a small region ( A d. 0.5 1 1
and Y-direction) which is attributed to the conservative modal combination of I closely spaced modes. Therefore, the parametric study results cover this asymmetric -configuration.
- 7. Applicability of MRM Parametric Study to Bend and T Trav Configurations For tray configurations other than a straight tray run, as stated in page 4 of the Book 15 Summary Report, it is conservative to use the results from the straight tray model since the non-straight tray stiffness is softer (B is smaller) than that of the straight tray runs for a given developed tray length. To demonstrate this conclusion, Model H as shown in Figure F was generated to simulate a Z shape tray run. This model represents a horizontal tray run with a 4 feet vertical drop. In Model H, a very short element (e? nnent no. 40) was used to simulate the vertical drop. The stiffness of this j
element was determined such that the flexibility of the vertical drop is
]
properly included. For the transnational degrees of freedom in the Y- and Z-directions, the' element is assumed to be rigid. Since the torsional rigidity I of the vertical tray is very small, a zero stiffness is used for the rotational stiffness about the Y-axis, while a rotational stiffness based on
]
i j the bending of a 4-foot tray is used for the rotation about the Z-axis, as J l 1 i l 9 ] 1912R l i , i
y shown in-Figure'F..In addition, the weight of 4 feet of tray is lumped at node , e40. Except in the tray span where the vertical drop is located, Model H is I identical to Model A. The DLF results obtained from Model H are summarized in Tables C-1 and C-2. Table C-1 is for Fa = 15 Hz and Table C-2 is for Fs = 20 Hz. These results were compared with the DLFs in Table 1 of Book 15 Section II. This comparison indicates that the DLFs for the center support are consistently lower in Table C-1 and Table C-2 than in Table 1. This is primarily due to the effects of -l having a softer tray (due to the bend) and an asymmetric configuration about the center support as concluded in the parametric study. Although the comparison also shows some increases of DLF for the adjacent supports, they are in the region (<x!=0.5) considered as outliers in the screening procedure. The increase in DLFs for the adjacent support is attributed to the over-
. prediction of system frequency by ESM. However, as mentioned above, the system frequency is calculated based on the lower bound tray moment of inertia in the actual support design verification, which will compensate for the frequency overprediction as shown in this study. For example, the niement of inertia of a 24" tray in the lateral direction (Iyy) used in the actual design is 3,30 in instead of 5.79 in used in the study. This will conservatively result in a 25 percent tray frequency reduction in actual design verification.
For other tray bend configurations such as a Z shape with horizontal bends and a T shape, the same trend as concluded in the above will occur since these configurations also have softer tray stiffness than a straight tray configuration. Thus, it can be concluded that the straight tray models used in the parametric study conservatively covers configurations with bends. 10 1912R
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