ML20028B321
| ML20028B321 | |
| Person / Time | |
|---|---|
| Site: | Farley  |
| Issue date: | 11/30/1982 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20028B317 | List: |
| References | |
| REF-SSINS-6820, REF-SSINS-SSINS-6 IEB-80-11, TAC-42861, TAC-43966, NUDOCS 8211300286 | |
| Download: ML20028B321 (20) | |
Text
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SUPPLEMENT TO REPORT ON THE RE-EVALUATION OF CONCRETE MASONRY WALLS IN RESPONSE TO USNRC IE BULLETIN 80-11 JOSEPH M. FARLEY NUCLEAR PLANT UNIT 2 ALABAMA POWER COMPANY BECHTEL POWER CORPORATION GAITHERSBURG, MARYLAND NOVEMBER 1982
'~' '
~821i3OO286 851119 PDR ADOCK 05000364 0 PDR
Forward The information contained in this report summarizes the additional analysis performed to further demonstrate the adequacy of concrete masonry walls in J. M. Farley Nuclear Plant Unit 2 to withstand postulated loadings. This report is not intended to supercede Alabama Power Company's previous submittal in response to USNRC IE Bulletin 80-11, rather it provides additional demonstration of the adequacy of the concrete masonry walls in the plant.
l
TABLE OF CONTENTS 1.0 PURPOSE
2.0 BACKGROUND
3.0
SUMMARY
OF ALTERNATE ANALYSIS 4.0 SEISMIC ANALYSIS OF AUXILIARY BUILDING
5.0 CONCLUSION
S k_.
1.0 PURPOSE This supplemental report summarizes the results of additional analysis provided by Alabama Power Company (APCo) to the Nuclear Regulatory Commission (NRC), prepared upon the request of the NRC Staff, subsequent to APCo's submittal of the report, " Reevaluation of Concrete Masonry Walls in Safety Related Structures at the J. M. Farley Nuclear Plant Unit 2." The NRC Staff asked that additional refinements in the analysis be conducted.
2.0 BACKGROUND
APCo's evaluation of concrete masonry walls in accordance with NRC IE Bulletin 80-11 was submitted to the NRC in May 1981 (Reference 1). The report includes the criteria developed by a special owners group at the request of the NRC and adopted by APCo for the reevaluation of concrete masonry walls. Where determined necessary, wall modifications to meet this criteria were implemented by APCo. The wall modifications fulfilled c commitment to the NRC, that wall modifications deemed necessary by APCo be completed prior to initial criticality for the Unit. Initial criticality was achieved on May 8, 1981.
The NRC Staff requested additional information to complete their review of APCo's submittal on March 4, 1982 (Reference 2). APCo submitted the additional information on April 22, 1982 (Reference 3). Further clarifications of APCo's responses were submitted on July 8,1982, and August 26, 1982 (References 4 & 5). The clarifications were requested by the NRC Staff during telephone conversations on June 10, 1982, and August 6,1982.
Following the August 26, 1982 submittal a meeting was requested to resolve differences between the energy balance analysis technique APCo used for the reevaluation of 21 walls and the more conservative working stress criteria published by the NRC in July 1981 (Reference 6). A meeting between APCo, Bechtel and the NRC Staff was held on October 5, 1982, and a subsequent meeting of the same parties was held on November 1, 1982. During the first meeting, APCo presented results which showed that although the majority of the walls meet the NRC criteria for the l
SSE case, a significant portion of the walls did not meet the NRC criteria for the OBE case. APCo stated, however, that it believed the original Farley seismic design to be excessively conservative compared i to currently accepted standards, and that if these conservatisms were removed the walls would meet NRC criteria for the OBE case. Based on this, the NRC Staff requested APCo to refine the OBE analysis of the Auxiliary Building. The results of the additional analyses performed were presented at the later meeting and are summarized below.
l 3.0
SUMMARY
OF ADDITIONAL ANALYSES 3.1 GENERAL CRITERIA The 21 walls, previously analyzed with the energy balance tecnnique, were reanalyzed using the working stress technique in accordance with the NRC criteria (Reference 6). They also met the criteria of Appendix B (Reference 1) with the following exceptions:
A. All walls were modeled as beams, two-way action was not considered.
B. Allowable stresses were limited to the values in the NRC criteria.
C. Damping values were in accordance with NRC criteria.
3.2
SUMMARY
OF RESULTS Table 6 summarized computed stresses for SSE loadings for the 21 walls. All walls, except 2CBW-34, meet the NRC criteria for SSE loadings, using the response spectra developed from the original SSE analysis of the Auxiliary Building (Reference 8).
The conservatism used to derive these response spectra are described in Section 4.1. It can be concluded, using reasonable engineering judgement, that the level of conservatism is -
approximately the same for both the OBE and SSE analysis of the Auxiliary Building. Based on this conclusion, wall 2CBW-34 meets NRC SSE criteria.
Two walls do not meet NRC OBE criteria using the new floor response spectra (See Table 5). One of the two walls, 2CBW-21, is slightly overstressed - approximately 15% over the allowable masonry stress and 20% over the allowable reinforcing steel stress. The overstress level of the other wall, 2CBW-34, is approximately 85%
over the allowable masonry stress and 18% over the allowable reinforcing steel stress; however, the stresses are well below yield strength and SSE allowable and failure of the wall is, therefore, not valid concern.
4.0 SEISMIC ANALYSIS OF AUXILIARY BUILDING 4.1 CONSERVATISMS IN ORIGINAL SEISMIC ANALYSIS A review of the original seismic analysis of the Farley Auxiliary Building revealed areas of significant conservatism. The major conservatism identified is the assumed value for modal damping. A secondary effect not fully addressed by the initial investigation is that of soil structure interaction in deep embedded buildings.
The application of presently accepted techniques to properly account for modal damping and, the effect of embedding the structure over 75% of its height results in significant reduction in the seismic response of the building.
4.2 DESCRIPTION
OF NEW MODEL The initial step in the reevaluation process was to recreate a lumped mass model of the building which would be acceptable as input to the presently available production computer programs. The original model and its present equivalent counterpart are shown in Fiqure 1. Examination of the calculation supporting the initial investigation show that a rocking spring constant (kg) was first determined then converted into the two vertical sprihgs connected
by a link as shown in Figure 1. This original Kg is used directly
, in the present model. The two horizontal springs used previously were replaced by an equivalent system as shown .in Figure 2. This equivalent system essentially takes two springs in parallel and replaces them with the same springs in series, supplemented by l additional shear area in the member that originally connected the two springs. . The increase in shear area was approximately 60%.
i l 4.3 VERIFICATION OF NEW MODEL Although all the-changes to the original model, mentioned above, were designed to result in dynamically similar structure model, it was deemed -prudent to verify the similarity. The verification involved comparison of frequencies and mode shapes of the
! significant modes of vibration as well as a comparison of floor response spectra generated by the new model with those obtained from the original analysis. Figure 3 compares the mode shapes associated with the first two modes of vibration. Higher modes of vibration do not contribute in any significance to response. Table 1 compares frequencies while Table 2 compares the peak
. . accelerations and associated frequencies of the response spectra i for each of the two models. The actual response spectra compared appear in Figures 4 through 14. Results of the above verification i show excellent agreement between the original lumped mass representation of the structure and the regenerated equivalent version. With this as a basis the reevaluation could proceed with a high degree of confidence in the accuracy of the computer model.
i 4.4 MODAL DAMPING i
Monal damping values of 4% structural damping were used in conjunction with radiation (geometric) damping as defined by Richart and Hall in Reference 7. The resulting modal damping, and
- the damping actually used in the reanalysis are listed in Table 3.
1 Note that a maximum of 10 percent of critical damping was used on the first mode in the interest of conservatism.
j 4.5 S0Il STRUCTURE INTERACTION
! Soil structure interaction in this deeply embedded structure was considered by uncoupling the translational and rocking impedances.
To do this a point above the botto.m of the foundation.is defined where the cross coupling terms vanish. This point is referred to I as the center of resistance and for the purpose of this reevaluation located from 10 to 11 feet above the- original
- foundation elevation.
4.6 ADDITIONAL VERIFICATION The previously verified lumped mass model was modified as described above. The modal damping being more realistically defined and the center of resistance relocated. The modified model as described above is used to generate the response spectra that the employed in
]
the reanalysis of the Farley concrete masonry walls.
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As a final verification of this analysis, response spectra were created using mode shapes and frequencies of the original model with an assumed 10% modal damping. These spectra are compared with those used in the concrete masonry wall reanalysis in Table 4 and Figures 14 through 23. In all cases the new model is more conservative than the original model with 10% nodal damping. This provides further justification of the response spectra developed from the evaluation of the Farley OBE.
5.0
SUMMARY
AND CONCLUSIONS A. Using the revised seismic analysis discussed in Section 4 above, the 21 walls originally analyzed using energy balance techniques were reanalyzed in accordance with NRC criteria (Reference 6) using working stress (elastic) analysis techniques.
B. Twenty of the 21 walls satisfy the SSE load cases of the NRC criteria even though substantial conservatisms exist in the seismic input which results in excessive seismic excitation of the walls. The one exception is wall 2CBW-34.
C. The practical concern is that assurance is provided that the walls remain standing and functional during and after the worst postulated seismic event. This assurance is provided soley by the SSE load cases and associated allowable stresses in the NRC criteria. However, as requested, a refined seismic analysis, limited to OBE considerations reduced some of the unnecessary conservatism and resulted in 19 of the 21 walls meeting the NRC criteria for OBE load cases. One additional wall (2CBW-21) exhibits only minor stress excedances. The other wall is 2CBW-34.
D. The following additional consideration exists for the two walls not meeting the NRC criteria in its entirely:
- Neither of the two walls support equipment necessary to obtain or maintain a safe shutdown, nor is much equipment located in the proximity of the wall, i Wall 2CBW-21 meets the SSE load case criteria using conservative seismic analysis input. Reductions gained in j the refined OBE seismic analysis would be similarly
- applicable to the SSE analysis. Such reductions would result in wall 2CBW-34 also meeting the SSE load case NRC criteria.
For the OBE load case the calculated overstress of wall i
2CBW-21 is small and based on the following additional I conservatisms:
- 1. The peak floor response acceleration was used to excite the wall even though the computed natural frequency of the wall would suggest a reduced exciting acceleration.
l 2. Tne wall was analyzed as a vertical beam strip.
Additional capacity due to plate action was not i considered.
- 3. The wall forms 2 sides of the boundary of a duct chase, as such only one face of the wall is practical to modi fy. This face has conduit attached to it and HVAC ducts and an HVAC room' cooler adjacent to it. These items would require costly rework prior to wall modification. Based on the small calculated overstress such costly modification is not warranted.
For the OBE load case the calculated overstress of wall 2CBW-34 is small and based on the following additional conservatisms:
- 1. The peak floor response acceleration was used to excite the wall even though the computed natural frequency of the wall would suggest a reduced exciting acceleration.
- 2. The wall was analyzed as a vertical beam strip.
Additional capacity due to plate action was not considered.
E. Adequate assurance exists through analysis and other considerations that none of the subject 21 walls result in a safety b. tard regarding the safe shutdown of Farley Unit 2.
REFERENCES
- 1. F. L. Clayton, Jr. (Alabama Power Company)
Letter with Enclosures to B. J. Youngblood (NRC)
May 2, 1981
- 2. S. A. Varga (NRC) .
Letter with Enclosures to F. L. Clayton, Jr. (Alabama Power Company)
March 4, 1982
- 3. F. L. Clayton, Jr. (Alabama Power Company)
Letter with Enclosure to S. A. Varga (NRC)
April 22, 1982
- 4. F. L. Clayton, Jr. (Alabama Power Company)
Letter with Attachment to S. A. Varga (NRC)
July 8, 1982
- 5. F. L. Clayton, Jr. (Alabama Power Company)
Letter with Attachment to S. A. Varga (NRC)
Augus t- 26, 1982
- 6. Standard Review Plan, Section 3.8.4, Appendix A "Itermin Criteria for Safety Related Masonry Wall Evaluation" NRC, July 1981
- 7. Richart, Jr., F. E. Hall, Jr., J. R., and Woods, R. D.,
Vibrations of Soils and Foundation. Prentice - Hall, Inc.
New Jersey, 1970
- 8. Seismic Response Spectra - Joseph M. Farley Nuclear Plant Units 1 & 2, Bechtel Corporation, Gaithersburg, Maryland, August 1972.
O
Table 1 North-South Frequency Check i'
Frequency (RZ)
Original Analysis New Analysis % .._
Mode '
~~'
1 8.89 7.93 12%
~
24.57 5%
2 25.79 Table 2 Comparison of Frequencies and Peak Accelerations Frequency (H2)
- Peak Accelerations (G's) New Original New Original Analysis Analysis Analysis Elevation Analysis
.70 8.5 8.0 80' - 6" .70 1.28 8.5 8.0 978 - 6" 1.16 1.77 8.5 8.0 121' - 0" 1.77 2.05 8.5 8.0 139' - 0" 2.10 2.30 8.5 8.0 155' - 0" 2.40 i
e 0
e 4
Table 3 New Modal Damping it.'
Calculated Damping Used ,
Damping in Analysis .
Direction Mode ; '.
1 12% 10% .
N-S' 2 13% 13%
1 11% 10%
E-W 2 13% 13%
Table 4 Comparison of Peak Responses Using 107. Modal Damping f
New Model Original Model Acceleration %
Frequency Acceleration Frequency Elevation (HZ) (G's) (HZ) (G's) 6.1 .'205 10%
80' - 6" 6.5 .226 7.4 .272 7.4 .209 30%
97' - 6" 7.4 .378 7.4 .371 2%
121' - 0" 7.4 441 7.4 .438 1%
139'.- 0" 7.4 .485 7.4 .485 --
155' - 0" l l
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Table 5 Comparison of Stress for Original OBE and New OBE Analysis ORIGINAL OBE ANALYSIS NEW OBE ANALYSIS FIRST;, MODE MASONRY REINFORCING FIRST MODE MASONRY REINFORCING WALL ACCELERATION STRESS STEEL SIRESS ACCELERATION STRESS' STEEL STRESS NO. (G's) (PSI) (KSI) *. (G's) (PSI) (KSI) 8 1.100 920 57.0 0.366 306 19.0 9 1.100 1000 31.0 0.366 333 10.3 10 1.100 580 31.0 0.366 193 10.3 11 0.965 580 31.0 0.358 215 11.5 12 0.217 28 0.4 0.107 14 0.2 13 0.217 28 0.4 0.107 14 0.2 14 0.2d'6 36 0.5 0.105 18 0.2 15 0.261 33 0.9 0.112 14 0.4 16 0.261 33 0.9 0.112 14 0.4 17 1.300 1052 65.7 0.410 332 20.7 18 1.100 875 47.4 0.366 291 15.8 19 1.100 1000 57.0 0.366 333 19.0 21 1.300 1200 91.0 0.410 378 28.7 23 1.100 961 46.5 0.366 320 15.5 24 0.802 1000 55.0 0.244 304 16.7 25 1.370 937 59.6 0.4 34 297 18.9 26 0.140 9 N/A
- 0.098 6 N/A
- 27 0.547 225 20.5 0.219 90 8.2 28 0.568 166 13.9 0.229 67 5.6 30 1.370 834 31.0 'O.4 34 2 64 9.8 34 1.630 2160 99.9 0.4 64 615 28.4 O ASSUMED TO SPAN HORIZONTALLY - MASONRY TENSION IS 9 PSI
, NOTE: ALLOWABLE MASONRY STRESS: 0.33 Fm = 333 PSI ALLOWABLE REINFORCING STEEL STRESS: 0.4 Fy = 24 KSI l
Table 6 Computed SSE Stress Based on Original Seismic Analysis . 4%-
FIRST MODE MASONRY REINFORCING ..~
- _ (. . STRESS STEEL STRESS WALL ACCELERATION (G's) (PSI) (KSI)
! NO. .
f 0.68 574 35.6 8
i 0.68 624 19.3 ,..
9 0.68 362 19.3 10 0.60 318 17.0 11 f
12 0.13 17 . . 0.3 0.13 17 0.3 13 17 0.3 14 O.13 0.15 19 0.5 15 0.15 19 0.5 16 0.73 586 36.6 17 0.68 546 29.6 18 0.68 624 35.6 19 1 668 50.7 21 0.73 0.68 600 29.0 23 618 34.0 24 0.50 579 36.8 25 0.84 11 N/A
- 26 0.17 .
139 12.7 27 0.34 0.32 94 7.8 28 515 19.2 30 0.84 1333 61.7 34 1.00
- ASSUMED TO SPAN HORIZONTALLY - MASONRY TENSION IS 10 PSI NOTE: ALLOWABLE MASONRY SIRESS: 0.825 Fm = 825 PSI ALLOWABLE REINFORCING STEEL STRESS: 0.9 Fy = 54.0 KSI
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