ML13317A144
| ML13317A144 | |
| Person / Time | |
|---|---|
| Site: | San Onofre  |
| Issue date: | 04/30/1983 |
| From: | COMPUTECH ENGINEERING SERVICES, INC. |
| To: | |
| Shared Package | |
| ML13317A143 | List: |
| References | |
| TASK-03-06, TASK-3-6, TASK-RR NUDOCS 8305020433 | |
| Download: ML13317A144 (6) | |
Text
SAN ONOFRE NUCLEAR GENERATING STATION UNIT 1 SEISMIC EVALUATION OF REINFORCED CONCRETE MASONRY WALLS MASONRY WALL TEST PROGRAM
SUMMARY
OF WALL EVALUATION Prepared for:
BECHTEL POWER CORPORATION Los Angeles, California Prepared by:
COMPUTECH ENGINEERING SERVICES, INC.
Berkeley, California April 1983 8305020433 830428 PDR ADOCK 05000206 P -
- 1.
INTRODUCTION The main objective of the masonry wall test program being performed for San Onofre Nuclear Generating Station, Unit 1 is to demonstrate the conservatism of the non-linear analytical methodology used previously to evaluate the walls.
This analysis was performed by Computech Engineering Services, Inc.
(CES) and the results are presented in References 1 and 2. In this summary report, the previously reported results which are most representative of the three test panels are extracted from References 1 and 2 are tabulated to enable a direct assessment of the conservative analytical results with respect to the test results.
- 2.
WALL PANEL TYPES The three wall panel configurations to be tested were selected based on the wall sections which proved most critical in the previous CES analyses. These wall sections are as follows:
- 1.
Panel Type 1 is 23'-10" high and is reinforced with #7 bars at 32" centers vertically and #5 bars at 48" centers horizontally. This type corresponds to the Fuel Storage Building walls FBl through FB7.
- 2.
Panel Type 2 is 16'-5" high with #5 bars at 48" vertically and horizontally. This is based on the dimensions of Auxiliary Building walls SBla, SB2, SB4 and SB7.
- 3.
Panel Type 3 is 21'-4" high with #5 bars at 32" vertically and #5 bars at 48" horizontally. This panel type corresponds to the Turbine Building walls TBla, TB5, TB6, TB7a, TB9, TB10 and TB11.
All wall panels are constructed of 8" thick concrete masonry block and grade 40 reinforcing bars. The walls are partially grouted i.e. only those cells containing rebar are grouted. This construction is the same as the comparable walls at the plant.
- 3.
SUMMARY
OF PREVIOUS RESULTS The results of the non-linear analyses were reported in References 1 and
- 2. The appropriate models corresponding to the test panels are as follows:
- 1.
Panel Type 1 corresponds to the masonry walls modelled as part of the Fuel Storage Building model (Reference 2).
These walls were represented in the ANSR-II model as two beams with yielding hysteresis loops characteristic of reinforced masonry. Because the walls were part of the overall building model the input motion was amplified by the response of the Fuel Pool. This motion was greater at the top than the bottom and is the same motion which was selected for the input motion to the test panel, i.e. the motion resulting from the Taft input ground motion.
- 2.
Panel Type 2 corresponds to the Auxiliary Building Group II walls (Reference 1) which had dimensions and reinforcing similar to the test panel. The input to this wall which had the highest results was the unamplified El Centro ground motion, the same as will be used for the test panel.
- 3.
Panel Type 3 corresponds to the Turbine Building Group I walls (Reference 1).
The wall evaluation used input ground motion at the base and a motion modified by a single degree of freedom model of the Turbine Building structure at the top. Subsequent to the submittal of Reference 1, the walls were reanalized since the structural modifications implemented in the Turbine Building affected the stiffness characteristics of the equivalent single degree of freedom model attached to the top of the walls. The summary of maximum results for the reanalysis is given in Table 3.2.
It should be noted that the governing earthquake in this case is the El Centro record, rather than the Olympia record reported in Reference 1. Since the reanalysis is more representa tive of the Turbine Building, the El Centro record will be used for the test panel.
The analytical results obtained for each Panel Type are summarized in Table 3.1. These analyses were performed on wall models of similar dimensions and reinforcing to the test panels and used time histories similar to those to be used in the test. Therefore they represent results which can be compared to the results of the tests of the three panel types to assess the conservatism of the methodology.
WALL PANEL DISPLACEMENT (ins)
STRAIN RATIO TYPE BUILDING REF.
MAX.
MIN.
CENTER BASE (1
1 Fuel Storage 2
9.03 9.93 19 21 2
Auxiliary 1
2.99 2.33 3.78 3
Turbine 1(2) 10.17
-10.25 22 NOTES:
- 1.
The Fuel Storage Building walls were fixed at the base and the other walls were pinned at the base. Therefore a base steel strain ratio applies only for the Fuel Storage Building wall.
- 2.
See also Table 3.2.
TABLE 3.1
SUMMARY
OF WALL EVALUATION RESULTS
EARTHQUAKE El Centro Olympia Taft 1940 SOOE 1949 SlOE 1952 S69E DISPLACEMENTS (inches)
Mid-span Maximum 10.17 7.08 3.79 Mid-span Minimum
-10.25
-6.75
-3.92 Support Max. (Horiz) 0.47 0.36 0.37 Support Min. (Horiz)
-0.46
-0.39
-0.41 Support Max. (Vert.)
0.08 0.10 0.09 Support Min. (Vert.)
-0.91
-0.61
-0.35 STEEL STRAIN RATIO (Eu/Ey) 22.0 13.7 5.7 MASONRY STRESS (psi) 312 304 297 SUPPORT REACTION (lbs)
Maximum 977 593 594 Minimum
-584
-536
-623 TURBINE BUILDING WALL ANALYSIS GROUP 1 REVISED BUILDING STIFFNESS TABLE 3.2
SUMMARY
OF RESULTS
- 4.
REFERENCES
- 1.
Computech Engineering Services Inc. "Seismic Evaluation of Reinforced Concrete Masonry Walls", Volume 3:
Masonry Wall Evaluation San Onofre Nuclear Generating Station Unit 1, Report No. R543-02, January 1982.
- 2.
Computech Engineering Services, Inc. "Seismic Evaluation of Reinforced Concrete Masonry Walls", Volume 5:
Fuel Storage Building Soil Backfill Condition Evaluation, San Onofre Nuclear Generating Station Unit 1, Report No. R543-02, September, 1982.