Text

Report No.: 0006004.404, Rev. 0, Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analyses Summary Report
	ML090270873
Person / Time
Site:	Oyster Creek
Issue date:	01/09/2009
From:	Kok S; Structural Integrity Associates
To:	; Exelon Generation Co, Exelon Nuclear, Office of Nuclear Reactor Regulation
References
	RA-09-010, TAC MC7624 0006004.404, Rev. 0
	Download: ML090270873 (128)
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Report No. 0006004.404 Revision 0 Project No. 0006004 January 2009 Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analyses Summary Report Prepared for.

Exelon Nuclear Contract # 01002562, Release # 0016 Chicago, Illinois Prepared by.

Structural Integrity Associates, Inc.

San Jose, California

6AW, Vr-7 Prepared by:

Reviewed by:

Approved by:

Soo Bee Kok Date:

01/09/09 Date:

01/09/09 Stan Tang, P.E.

Marcos Legaspi Herrera, P.E.

C Structural Integrity Associates, Inc.

REVISION CONTROL SHEET Document Number:

0006004.404

Title:

Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analyses Summary Report Client:

Exelon Nuclear SI Project Number:

0006004 Quality Program: Z Nuclear R Commercial Section Pages Revision Date Comments 1.0 2.0 3.0 4.0 5.0 6.0 7.0 i - viii 1 1-2 2 2-1 3-1 1 4-1 19 5-1 95 6-1 1 7-1 1 0

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Table of Contents Section Page EXECUTIVE SUM M ARY........................................................................................................

viii

1.0 INTRODUCTION

1-1 2.0 DEFINITION OF SENSITIVITY CASES...............................................................................

2-1 3.0 EVALUATION APPROACH....................................................................................................

3-1 4.0 ASM E CODE EVALUATION..................................................................................................

4-1 5.0 BUCKLING EVALUATION.....................................................................................................

5-1 5.1 Sensitivity Case 1 541 5.1.1 R efueling C ase........................................................................................................................

5-1 5.1.2 Post-Accident Flooding Case.............................................................................................

5-1 5.2 Sensitivity Case 2 5-2 5.2.1 R efueling C ase.......................................................................................................................

5-2 5.2.2 Post-Accident Flooding Case.................................................................................................

5-3 5.3 Comparison of Buckling Sensitivity Study Results 5-3

6.0 CONCLUSION

S AND DISCUSSIONS....................................................................................

6-1

7.0 REFERENCES

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List of Tables Section Page Table 4-1:

Table 4-2:

Table 4-3:

Table 4-4:

Table 4-5:

Table 4-6:

Table 4-7:

Table 4-8:

Table 4-9:

Table 5-1:

Table 5-2:

Table 5-3:

Table 5-4:

Table 5-5:

Table 5-6:

Table 5-7:

Table 5-8:

Table 5-9:

Table 5-10 Table 5-11 Table 5-12 Table 5-13 Table 5-14 Table 5-15 Table 5-16 Table 5-17 Table 5-18 Code Evaluation, Load Combination LC5, Sensitivity Case 1...............................................

4-3 Code Evaluation, Load Combination LC6, Sensitivity Case 1................................................

4-4 Code Evaluation, Load Combination LC9, Post-Accident Flooding, Sensitivity Case 1....... 4-5 Code Evaluation, Load Combination LC1O, Post-Accident Flooding, Sensitivity Case 1...... 4-6 Code Evaluation, Load Combination LC5, Sensitivity Case 2................................................

4-7 Code Evaluation, Load Combination LC6, Sensitivity Case 2................................................

4-8 Code Evaluation, Load Combination LC9, Post-Accident Flooding, Sensitivity Case 2........ 4-9 Code Evaluation, Load Combination LC 10, Sensitivity Case 2............................................

4-10 Com parison of Stress Intensities (ksi)....................................................................................

4-11 Capacity Reduction Factor, Sensitivity Case 1........................................................................

5-6 Capacity Reduction Factor, Sensitivity Case 2.......................................................................

5-7 Refueling Case Load Factors and Maximum Displacements('), Sensitivity Case 1................ 5-8 Flooding Case Load Factors and Maximum Displacements(1), Sensitivity Case 1............... 5-12 Refueling Case Load Factors and Maximum Displacements('), Sensitivity Case 2............... 5-16 Flooding Case Load Factors and Maximum Displacements(1 ), Sensitivity Case 2................ 5-20 B uckling L oad F actors............................................................................................................

5-24 Refueling Buckling Evaluation, Sensitivity Case 1................................................................ 5-25 Flooding Buckling Evaluation; Sensitivity Case 1.................................................................

5-26 Refueling Buckling Evaluation, Sensitivity Case 2..............................................................

5-27 Flooding Buckling Evaluation, Sensitivity Case 2...............................................................

5-28 Refueling Buckling Evaluation, Sandbed Region, Sensitivity Case 1.................................

5-29 Flooding Buckling Evaluation, Sandbed Region, Sensitivity Case 1...................................

5-30 Refueling Buckling Evaluation, Sandbed Region, Sensitivity Case 2.................................

5-31 Flooding Buckling Evaluation, Sandbed Region, Sensitivity Case 2...................................

5-32 C om parison of Load Factors................................................................................................

5-33 Comparison of Sandbed Region Buckling Safety Factors, Refueling..................................

5-34 Comparison of Sandbed Region Buckling Safety Factors, Flooding...................................

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List of Figures Section Page Figure 4-1. Bay 1, LC 5 Refueling Stress, Sensitivity Case 1.................................................................

4-12 Figure 4-2. Bay 1, LC6 Refueling Stress, Sensitivity Case 1.................................................................

4-13 Figure 4-3. Bay 1, LC 9 Flooding Stress, Sensitivity Case 1..................................................................

4-14 Figure 4-4. Bay 1, LC 10 Flooding Stress, Sensitivity Case 1...............................................................

4-15 Figure 4-5. Bay 19, LC 5 Refueling Stress, Sensitivity Case 2...............................................................

4-16 Figure 4-6. Bay 19, LC 6 Refueling Stress, Sensitivity Case 2...............................................................

4-17 Figure 4-7. Bay 19, LC 9 Flooding Stress, Sensitivity Case 2..............................

4-18 Figure 4-8. Bay 19, Stress LC 10 Flooding Stress, Sensitivity Case 2...................................................

4-19 Figure 5-1: Refueling Buckling Stress, Cylindrical Region, Sensitivity Case 1.....................................

5-36 Figure 5-2: Refueling Buckling Stress, Upper Spherical Region, Sensitivity Case 1.............................

5-37 Figure 5-3: Refueling Buckling Stress, Middle Spherical Region, Sensitivity Case 1............................

5-38 Figure 5-4: Refueling Buckling Stress, Lower Spherical Region, Sensitivity Case 1.............................

5-39 Figure 5-5: Refueling Buckling Stress, Sandbed Region, Sensitivity Case 1..........................................

5-40 Figure 5-6: Refueling Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 1...............................

5-41 Figure 5-7: Refueling Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 1...............................

5-42 Figure 5-8: Refueling Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 1...............................

5-43 Figure 5-9: Refueling Buckling Stress, Bay7 Sandbed Region, Sensitivity Case 1.............................. 5-44 Figure 5-10: Refueling Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 1.............................

5-45 Figure 5-11: Refueling Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 1........................... 5-46 Figure 5-12: Refueling Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 1........................... 5-47 Figure 5-13: Refueling Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 1........................... 5-48 Figure 5-14: Refueling Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 1........................... 5-49 Figure 5-15: Refueling Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 1...................... 5-50 Figure 5-16: Flooding Buckling Stress, Cylindrical Region, Sensitivity Case 1.....................................

5-51 Figure 5-17: Flooding Buckling Stress, Upper Spherical Region, Sensitivity Case 1............................. 5-52 Figure 5-18: Flooding Buckling Stress, Middle Spherical Region, Sensitivity Case 1........................... 5-53 Figure 5-19: Flooding Buckling Stress, Lower Spherical Region, Sensitivity Case 1...................... 5-54 Figure 5-20: Flooding Buckling Stress, Sandbed Region, Sensitivity Case 1.............................. 5-55 Report No. 0006004.404.RO v

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Figure 5-21:

Figure 5-22:

Figure 5-23:

Figure 5-24:

Figure 5-25:

Figure 5-26:

Figure 5-27:

Figure 5-28:

Figure 5-29:

Figure 5-30:

Figure 5-3 1:

Figure 5-32:

Figure 5-33:

Figure 5-34:

Figure 5-35:

Figure 5-36:

Figure 5-37:

Figure 5-38:

Figure 5-39:

Figure 5-40:

Figure 5-41:

Figure 5-42:

Figure 5-43:

Figure 5-44:

Figure 5-45:

Figure 5-46:

Figure 5-47:

Figure 5-48:

Figure 5-49:

Figure 5-50:

Figure 5-5 1:

Report No. 0(

Flooding Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 1..............................

5-56 Flooding Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 1..............................

5-57 Flooding Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 1..............................

5-58 Flooding Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 1..............................

5-59 Flooding Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 1..............................

5-60 Flooding Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 1.......................... 5-61 Flooding Buckling Stress, Bay 13 Sandbed Region, SensitiVity Case 1............................. 5-62 Flooding Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 1.............................

5-63 Flooding Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 1.............................

5-64 Flooding Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 1.............................

5-65 Refueling Buckling Stress, Cylindrical Region, Sensitivity Case 2...................................

5-66 Refueling Buckling Stress, Upper Spherical Region, Sensitivity Case 2........................... 5-67 Refueling Buckling Stress, Middle Spherical Region, Sensitivity Case 2.......................... 5-68 Refueling Buckling Stress, Lower Spherical Region, Sensitivity Case 2........................... 5-69 Refueling Buckling Stress, Sandbed Region, Sensitivity Case 2.ý................

5-70 Refueling Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 2.............................

5-71 Refueling Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 2.............................

5-72 Refueling Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 2.............................

5-73 Refueling Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 2.............................

5-74 Refueling Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 2.................

5-75 Refueling Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 2...........................

5-76 Refueling Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 2...........................

5-77 Refueling Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 2...........................

5-78 Refueling Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 2........................... 5-79 Refueling Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 2........................... 5-80 Flooding Buckling Stress, Cylindrical Region, Sensitivity Case 2.....................................

5-81 Flooding Buckling Stress, Upper Spherical Region, Sensitivity Case 2.............................

5-82 Flooding Buckling Stress, Middle Spherical Region, Sensitivity Case 2........................... 5-83 Flooding Buckling Stress, Lower Spherical Region, Sensitivity Case 2............................

5-84 Flooding Buckling Stress, Sandbed Region, Sensitivity Case 2.........................................

5-85 Flooding Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 2..............................

5-86

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Figure 5-52:

Figure 5-53:

Figure 5-54:

Figure 5-55:

Figure 5-56:

Figure 5-57:

Figure 5-58:

Figure 5-59:

Figure 5-60:

Flooding Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 2..............................

5-87 Flooding Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 2..............................

5-88 Flooding Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 2..............................

5-89 Flooding Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 2..............................

5-90 Flooding Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 2.........................

5-91 Flooding Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 2.............................

5-92 Flooding Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 2.............................

5-93 Flooding Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 2............................ 5-94 Flooding Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 2.............................

5-95 Report No. 0006004.404.RO vii Structural Integrity Associates, Inc.

EXECUTIVE

SUMMARY

This summary report presents a Sensitivity Study structural analysis of the Oyster Creek Nuclear Generating Station (Oyster Creek) primary containment drywell shell. Similar to the Base Case structural analysis (see SIA Report No. 0006004.403), this analysis uses detailed three-dimensional (3-D) finite element modeling techniques and modem updated methods to better quantify the margin that exists above the required minimum safety factors for buckling under the ASME Code.

In this Sensitivity Study, variations in the general and local area shell thicknesses are made in order to identify the resulting sensitivity of the drywell buckling and stress capability to these changes. Two cases were considered in this Sensitivity Study focusing on the effects of variations in the following areas:

Case 1: Locally thinned area thickness reduction in one bay in the sandbed region.

Case 2: General area thickness reduction in another bay in the sandbed region.

The purpose of the Sensitivity Study is to address potential questions regarding uncertainties in the existing condition of the shell by determining how sensitive the margins quantified in the Base Case analysis are to prescribed thickness variations.

The results of this Sensitivity Study show that, even with the postulated additional thinning, the drywell shell satisfies the required stress and buckling requirements.

In summary, the minimum sandbed region buckling safety factors (SF) are:

" Refueling:

SF = 3.21 (Case 1), 3.46 (Case 2), both exceed Level A/B required SF of 2.00.

" Flooding:

SF = 2.01 (Case 1), 1.98 (Case 2), both exceed Level C required SF of 1.67 (and the Level D required SF of 1.34).

Report No. 0006004.404.RO viii Structural Integrity Associates, Inc.

1.0 INTRODUCTION

This summary report presents the analysis and results of the structural analysis sensitivity study of the Oyster Creek Nuclear Generating Station (Oyster Creek) primary containment drywell shell. Reference 1 presents the results of the detailed three-dimensional (3-D) finite element structural analysis of the drywell. The analysis in Reference 1 uses modem updated methods and current drywell shell thickness data to better quantify the margin that exists above the required minimum shell thickness for buckling under the ASME Boiler and Pressure Vessel Code (ASME Code).

The sensitivity study was performed with the use of the same detailed three-dimensional finite element model used in the Reference 1 analysis. In this sensitivity study, variations in the general and local area thicknesses in this model are made in order to identify the resulting sensitivity of the drywell buckling and stress capability to these changes. All other conditions remained the same except for those identified in Section 2.0 of this report. Two cases were considered in this sensitivity study focusing on the effect of variations in the thickness of a locally thinned area in one bay and in the thickness of the general area in another bay.

The purpose of the sensitivity study is to address uncertainties in the existing condition of the shell by determining how sensitive the margins quantified in the Base Case Analysis (Reference 1) are to certain parameters. These cases extrapolated measured wall thinning to a bounding future condition that would not only provide acceptance criteria for engineering evaluations of future ultrasonic measurement results but would also account for potential uncertainties in (1) the sizes of locally thinned areas, (2) the shell thickness between measured points and (3) the location of the thinnest points. By performing a bounding analysis, small changes in local or general area wall thicknesses will not affect the results of the analyses.

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The results of these sensitivity cases show that, even considering the additional thinning postulated, the drywell shell would continue to satisfy the required stress and buckling requirements.

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2.0 DEFINITION OF SENSITIVITY CASES Two Sensitivity Cases were performed as part of this study. The two cases were:

Case 1: Reduce the wall thickness of the defined locally thinned area in Bay 1 from 696 mils (as in Reference 1) to 596 mils, keeping the general area of the thickness in Bay 1 constant (826 mils) (as in Reference 1) with all other inputs the same as the Base Case [1].

Case 2: Reduce the wall thickness of the general area in Bay 19 from 826 mils (as in Reference 1) to 776 mils, keeping the thickness of the locally thinned area constant (720 mils) [as in Reference 1] and all other input the same as the Base Case [1].

All other conditions were the same as that in the Reference 1 analysis.

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3.0 EVALUATION APPROACH The stress analyses and buckling evaluation for the two Sensitivity Cases follow the same methodology used in the Base Case evaluation documented in Reference 1. The load combinations and ASME Code evaluation are performed in the same manner as those in Reference 1. The loading input, analysis procedures, finite element model and the acceptance criteria for this sensitivity study are the same as those used in Reference 1. The only differences are those identified in Section 2.0 where different wall thicknesses in a locally thinned area and one sandbed region bay are used in the finite element model.

The buckling results from these two Sensitivity Cases are compared to the results obtained in Reference 1. The results of the evaluation performed in Reference 1 are identified as 'Base Case', while the two Sensitivity Cases are noted as 'Sensitivity Case 1' and 'Sensitivity Case 2'.

All analyses were performed using the ANSYS [2] finite element program as was the case for the analysis documented in Reference 1.

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4.0 ASME CODE EVALUATION This section describes the ASME Code evaluation for the two cases in this sensitivity study. The Sensitivity Case results are presented in Table 4-1 through Table 4-4 for Sensitivity Case 1 and Table 4-5 through Table 4-8 for Sensitivity Case 2. The load combination cases LC5, LC6, LC9, and LC 10 are defined and determined to be the bounding load combinations in Reference 1.

These load combination cases were the only ones evaluated for the sensitivity cases. These results can be directly compared with the results from the Base Case presented in Reference 1.

Based on the results of the evaluation, the high stress components for the two Sensitivity Cases are the same as those in the Base Case [ 1 ]. The high stress components are the stiffeners/gussets, star truss, sandbed region and penetrations X3A and X3B.

Examination of Table 4-1 through Table 4-8 in comparison with the results for the Base Case given in Reference 1 illustrates that the stresses in all components are essentially the same for all the load combinations, except those in the sandbed regions. This is expected since the only difference is the thinner wall in the sandbed regions among these three Cases (2 sensitivity cases and the base case). Therefore, under the same loading conditions, it is expected that the differences in the resulting stresses should be limited to the areas in close proximity to the sandbed region. All of the other components, especially those in the cylindrical shell or in the upper portion of the spherical shell, far away from the concerned areas, should not be affected by the hypothetical reduction in wall thickness at the bottom of the drywell. The results of these analyses are consistent with these expectations.

The stress distributions in Bay 1 for the Sensitivity Case 1 are shown in Figure 4-1 through Figure 4-4. The stress distributions in Bay 19 for Sensitivity Case 2 are shown in Figure 4-5 through Figure 4-8.

Since the Sensitivity Cases involved a change in the shell thickness in sandbed Bay 1 or Bay 19, the results from the three different cases (2 sensitivity cases and base case) for these bays are summarized in Table 4-9. For Sensitivity Case 1, the wall thickness variation is limited to the circular locally thinned area with a diameter of 51" in Bay 1. The results show a slight increase Report No. 0006004.404.RO 4-1 V

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in stress compared to the Base Case. For the refueling condition (LC5 and LC6), the largest increase in stress is less than 1 ksi. For the post-accident flooding condition (LC9 and LC 10),

the largest increase in stress is about 3 ksi. This small increase is due to the very localized thickness variation in Bay 1. This localized effect is supported by the results in Bay 19 where the stresses between the Base Case and the Sensitivity Case 1 are essentially the same.

For Sensitivity Case 2, the results show a similar increase in the stress intensity. For the refueling condition (LC5 and LC6), the increase in stress is typically less than 1 ksi. For the post-accident flooding condition (LC9 and LCl 0), the largest increase is in the bending stress PI+Pb bottom, approximately 2 ksi. This smaller increase compared to the increase in Sensitivity Case 1 is due to the more general reduced thickness in Bay 19.

It should be noted that the stress results in the other components in the Sensitivity Cases are essentially the same as those in the Base Case. Therefore, for the high stress components such as stiffeners/gussets, star truss, Penetrations X3A and X3B, the stresses are below the ASME Code allowables per Section MC, Subarticle NE-3213.9 and NE-3220 shown in Table 4-1 to Table 4-8, using a linearized stress through a rectangular section, along with the observation of stress reduction from a solid submodel for the male lug in the star truss component. These components are shown to be within the allowable stresses as described in detail in Reference 1.

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Table 4-1: Code Evaluation, Load Combination LC5, Sensitivity Case 1 Component Pm Smc PL PL+Pb (ksi)

PL+Pb (ksi) 1.5Smc PL+Pb+Q (ksi) 3 Smc (ksi)

(ksi)

Top Bot (Note 1)

(ksi)

Top Bot (ksi)

Top Head Shell 19.3 28.95 57.9 Top Hd Stfnrs/Gsts 19.3 28.95 57.9 Cylindrical Shell 19.3 16.1 28.62 28.56 28.95 26.76 27.84 57.9 Stiffeners/Gussets12 )

25.55 19.3 37.82 36.89 38.81 37.82 28.95 33.15 36.30 57.9 Star Truss/Stiffener 3.28 19.3 26.42 27.48 25.40 28.95 26.72 24.68 57.9 Knuckle 19.3 4.17 6.99 4.90 28.95 6.75 4.71 57.9 Spherical Shell 19.3 9.96 16.18 11.69 28.95 17.48 11.30 57.9 Upper Beam Seat 16.5 7.43 8.98 7.45 24.75 8.77 7.30 49.5 Lower Beam Seat 19.3 9.88 14.74 15.38 28.95 14.88 15.36 57.9 Vent Pipe 19.3 8.93 9.61 9.18 28.95 9.63 9.01 57.9 Sandbed - Bay 1 19.3 10.76 17.07 12.36 28.95 28.73 19.24 57.9 Sandbed - Bay 3 19.3 9.94 17.65 12.23 28.95 30.15 19.82 57.9 Sandbed - Bay5 19.3 9.96 15.67 10.48 28.95 29.07 23.15 57.9 Sandbed - Bay 7 19.3 10.08 12.67 10.30 28.95 25.50 18.09 57.9 Sandbed-Bay 9 19.3 9.20 10.32 10.37 28.95 22.94 16.51 57.9 Sandbed-Bay 11 19.3 9.75 9.12 10.89 28.95 20.16 14.76 57.9 Sandbed-Bay 13 19.3 10.03 9.74 10.66 28.95 20.79 15.16 57.9 Sandbed-Bay 15 19.3 9.71 11.43 10.04 28.95 23.44 16.74 57.9 Sandbed - Bay 17 19.3 12.40 14.56 12.40 28.95 26.88 18.46 57.9 Sandbed-Bay 19 19.3 11.38 16.27 11.67 28.95 26.72 17.06 57.9 Pen X2A & X2B 19.3 6.75 8.97 7.60 28.95 14.66 9.80 57.9 Pen X3A & X3B 19.3 9.79 39.33 36.49 9.79 28.95 34.98 36.61 57.9 Pen X4A & X4B 19.3 5.13 4.98 5.97 28.95 6.82 9.67 57.9 Pen X5A & X5B 19.3 10.24 12.01 16.46 28.95 13.46 16.45 57.9 Pen X7 19.3 1.90 4.69 5.33 28.95 4.07 4.15 57.9 Pen X8 19.3 3.34 5.77 4.59 28.95 8.01 5.43 57.9 Pen X9 & X1O 19.3 4.19 4.73 4.50 28.95 15.78 11.87 57.9 Pen X12B 19.3 4.71 4.93 4.49 28.95 11.10 9.88 57.9 Pen X18 19.3 2.72 9.05 6.26 28.95 20.19 13.71 57.9 Pen X63 19.3 1.20 2.10 2.54 28.95 18.75 9.61 57.9 Pen X66 19.3 4.19 10.15 8.27 28.95 9.99 7.99 57.9 Pen X70 19.3 7.12 13.92 9.96 28.95 17.87 12.79 57.9 18" Penetrations 19.3 3.59 9.05 6.26 28.95 20.19 13.71 57.9 14" Penetrations 19.3 3.45 3.62 3.29 28.95 3.67 3.37 57.9 10" Penetrations 19.3 3.82 3.17 4.64 28.95 3.52 4.64 57.9 8" Penetrations 19.3 5.25 5.41 6.30 28.95 5.29 6.23 57.9 6" Penetrations 19.3 4.79 4.59 5.88 28.95 4.58 5.88 57.9 3" Penetrations 19.3 4.36 7.22 6.97 28.95 8.02 7.54 57.9 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets stress allowables after linearization of stress through a section as shown in Reference 1.

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Table 4-2: Code Evaluation, Load Combination LC6, Sensitivity Case 1 Component Pm Smc PL PL+Pb (ksi)

PL+Pb (ksi) 1.5Smc PL+Pb+Q (ksi) 3Smc (ksi)

(ksi)

Top Bot (Note 1)

(ksi)

Top Bot (ksi)

Top Head Shell 19.3 28.95 57.9 Top Hd Stfnrs/Gsts 19.3 28.95 57.9 Cylindrical Shell 19.3 14.28 44.00 32.54 14.28 28.95 53.34 41.59 57.9 Stiffeners/Gussets(2) 5.12 19.3 30.50 44.00 32.54 30.50 28.95 53.34 41.59 57.9 Star Truss/Stiffener(3) 4.50 19.3 31.83 33.26 30.41 31.83 28.95 33.29 30.48 57.9 Knuckle 19.3 4.43 7.14 5.20 28.95 6.90 5.01 57.9 Spherical Shell 19.3 11.98 11.78 13.27 28.95 17.81 13.03 57.9 Upper Beam Seat 16.5 7.34 8.82 7.42 24.75 8.61 7.27 49.5 Lower Beam Seat 19.3 8.83 15.10 14.28 28.95 15.23 14.11 57.9 Vent Pipe 19.3 9.91 10.38 10.24 28.95 10.16 10.17 57.9 Sandbed - Bay 1 19.3 9.17 15.24 10.68 28.95 25.69 17.65 57.9 Sandbed-Bay 3 19.3 8.04 14.25 10.05 28.95 26.75 17.87 57.9 Sandbed - Bay5 19.3 8.24 11.87 8.12 28.95 25.64 20.29 57.9 Sandbed - Bay 7 19.3 9.34 10.74 9.81 28.95 23.89 16.74 57.9 Sandbed - Bay 9 19.3 10:23 12.01 11.25 28.95 25.00 17.28 57.9 Sandbed - Bay 11 19.3 11.86 12.79 13.03 28.95 24.60 15.81 57.9 Sandbed-Bay 13 19.3 12.49 14.15 13.41 28.95 26.14 16.81 57.9 Sandbed - Bayl1 19.3 11.37 15.04 12.11 28.95 27.17 17.69 57.9 Sandbed - Bay 17 19.3 12.50 15.60 13.1 28.95 28.03 18.43 57.9 Sandbed - Bay 19 19.3 9.77 15.29 11.01 28.95 26.89 16.86 57.9 Pen X2A & X2B 19.3 6.78 9.07 7.79 28.95 14.77 9.98 57.9 Pen X3A & X3B 19.3 8.62 39.41 34.56 8.62 28.95 45.24 42.60 57.9 Pen X4A & X4B 19.3 5.91 5.59 6.46 28.95 6.45 9.45 57.9 Pen X5A& XB 19.3 7.03 7.60 10.00 28.95 12.11 10.51 57.9 Pen X7 19.3 1.60 4.96 5.28 28.95 10.33 9.98 57.9 Pen X8 19.3 2.26 3.27 2.38 28.95 10.26 6.43 57.9 Pen X9 & X1O 19.3 5.61 9.09 8.58 28.95 10.76 8.39 57.9 Pen X12B 19.3 5.96 6.48 5.85 28.95 6.84 5.64 57.9 Pen X18 19.3 3.47 8.87 8.02 28.95 7.61 4.98 57.9 Pen X63 19.3 3.09 11.53 7.11 28.95 28.68 15.32 57.9 Pen X66 19.3 3.25 5.85 5.18 28.95 4.83 4.61 57.9 Pen X70 19.3 6.02 7.34 7.69 28.95 11.34 9.58 57.9 18" Penetrations 19.3 3.47 8.87 8.02 28.95 7.61 6.28 57.9 14" Penetrations 19.3 3.63 3.86 3.52 28.95 3.86 3.58 57.9 10" Penetrations 19.3 2.59 2.42 2.96 28.95 2.59 3.57 57.9 8" Penetrations 19.3 5.66 7.00 6.71 28.95 6.88 6.65 57.9 6" Penetrations 19.3 4.70 4.63 5.86 28.95 4.64 5.86 57.9 3" Penetrations 19.3 4.80 4.79 5.04 28.95 5.39 5.17 57.9 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets stress allowables after linearization of stress through a section as shown in Reference 1.

3: meets stress allowables after use of solid submodel as shown in Reference 1.

4-4 O

Rtructura Intparitv As.oc*iatn'* Ine~

Report No. 0006004.404.RO iatpq Inc.

Table 4-3: Code Evaluation, Load Combination LC9, Post-Accident Flooding, Sensitivity Case 1 Pm SY PL PL+Pb (ksi)

PL+Pb 1.5Sy Comp (ksi)

(ksi)

Top Bottom (ksi)

(ksi)

Note 1 Top Head 36.3 1.08 1.05 1.17 54.45 Cylindrical Shell 36.3 23.83 71.64 57.73 23.83 54.45 Stiffeners/Gussets 27.64 36.3 49.80 71.64 54.06 49.80 54.45 Star Truss/Stiffener(2) 8.30 36.3 73.23 91.42 85.33 73.23 54.45 Knuckle 36.3 12.01 11.42 12.62 54.45 Spherical Shell 36.3 37.54 40.25 37.10 54.45 Upper Beam Seat 30.6 13.22 18.50 10.57 45.90 Lower Beam Seat 36.3 22.16 32.67 27.36 54.45 Vent Pipe 36.3 35.11 37.38 32.75 54.45 Sandbed -Bay 1 35.99 36.3 43.10 45.80 49.01 54.45 Sandbed - Bay 3 31.15 36.3 38.73 42.75 40.82 54.45 Sandbed - Bay 5 28.23 36.3 38.43 40.13 43.29 54.45 Sandbed - Bay 7 27.95 36.3 38.84 40.01 37.74 54.45 Sandbed - Bay 9 27.81 36.3 39.00 39.58 38.25 54.45 Sandbed - Bay 11 30.28 36.3 44.61 45.16 44.02 54.45 Sandbed -Bay 13 29.79 36.3 44.06 44.53 43.64 54.45 Sandbed - Bay 15 32.92 36.3 39.64 40.48 38.87 54.45 Sandbed - Bay 17 22.88 36.3 49.19 50.68 50.31 54.45 Sandbed -Bay 19 30.66 36.3 48.40 50.01 47.18 54.45 Pen X2A & X2B 36.3 22.26 21.65 22.97 54.45 Pen X3A & X3B 36.3 12.62 78.74 71.34 12.62 54.45 Pen X4A & X4B 36.3 16.95 17.02 16.94 54.45 Pen XSA & X5B 36.3 7.36 10.91 11.99 54.45 Pen X7 36.3 7.13 10.39 14.21 54.45 Pen X8 36.3 10.12 10.28 10.79 54.45 Pen X9 & X1O 36.3 11.70 12.04 11.68 54.45 Pen X12B 36.3 8.83 10.76 13.22 54.45 Pen X18 36.3 3.96 12.21 9.79 54.45 Pen X63 36.3 5.87 8.45 6.34 54.45 Pen X66 36.3 13.38 15.44 22.09 54.45 Pen X70 36.3 9.78 16.59 16.83 54.45 18" Penetrations 36.3 16.14 14.63 19.69 54.45 14" Penetrations 36.3 11.88 12.42 11.34 54.45 10" Penetrations 36.3 15.41 14.69 16.75 54.45 8" Penetrations 36.3 14.51 12.92 17.95 54.45 6" Penetrations 36.3 9.91 9.95 13.10 54.45 3" Penetrations 36.3 16.92 16.49 17.42 54.45 Notes 1: without bending stress at gross structural discontinuity per Section MC, 2: meets allowables after use of solid submodel as shown in Reference 1.

4-5 NE-3213.9 [31.

Itural Integrity Associates, Inc.

Report No. 0006004.404.RO VlWm*

Table 4-4: Code Evaluation, Load Combination LC1O, Post-Accident Flooding, Sensitivity Case 1 Pm SY PL PL+Pb (ksi)

PL+Pb 1.5Sy Comp (ksi)

(ksi)

Top Bottom (ksi)

(ksi)

Note 1 Top Head 36.3 0.88 1.31 1.20 54.45 Cylindrical Shell 36.3 23.71 65.04 58.47 23.71 54.45 Stiffeners/Gussets 21.48 36.3 49.21 65.04 55.25 49.21 54.45 Star Truss/Stiffener(2) 6.55 36.3 90.26 101.35 93.72 90.26 54.45 Knuckle 36.3 11.22 13.51 11.91 54.45 Spherical Shell 36.3 39.92 40.20 41.85 54.45 Upper Beam Seat 30.6 11.49 12.92 14.11 45.90 Lower Beam Seat 36.3 20.60 31.67 26.11 54.45 Vent Pipe 36.3 35.83 37.81 34.44 54.45 Sandbed -Bay 1 31.72 36.3 43.86 66.91 48.14 43.86 54.45 Sandbed - Bay 3 36.3 35.32 64.36 39.51 35.32 54.45 Sandbed - Bay 5 25.29 36.3 36.67 57.57 35.63 36.67 54.45 Sandbed - Bay 7 26.61 36.3 39.66 57.74 39.11 39.66 54.45 Sandbed - Bay 9 28.21 36.3 42.27 63.92 42.03 42.27 54.45 Sandbed - Bay 11 32.77 36.3 48.57 63.92 48.12 48.57 54.45 Sandbed -Bay 13 32.78 36.3 47.35 65.46 46.66 47.35 54.45 Sandbed - Bay 15 29.52 36.3 41.01 66.29 42.58 41.08 54.45 Sandbed -Bay 17 35.44 36.3 50.09 66.02 52.66 50.09 54.45 Sandbed -Bay 19 33.84 36.3 42.44 64.03 43.01 42.44 54.45 Pen X2A & X2B 36.3 20.86 19.72 22.42 54.45 Pen X3A & X3B 36.3 13.64 76.06 71.86 13.64 54.45 Pen X4A & X4B 36.3 18.64 17.95 19.31 54.45 Pen X5A & X5B 36.3 6.72 9.93 14.61 54.45 Pen X7 36.3 7.42 9.93 9.41 54.45 Pen X8 36.3 8.07 9.04 8.84 54.45 Pen X9 & X1O 36.3 9.00 13.78 10.68 54.45 Pen X12B 36.3 11.27 15.57 11.50 54.45 Pen X18 36.3 4.50 13.30 11.82 54.45 Pen X63 36.3 7.05 18.20 10.14 54.45 Pen X66 36.3 9.21 11.29 13.55 54.45 Pen X70 36.3 7.98 9.19 11.20 54.45 18" Penetrations 36.3 15.63 16.58 19.07 54.45 14" Penetrations 36.3 12.36 12.87 11.89 54.45 10" Penetrations 36.3 10.45 9.42 11.98 54.45 8" Penetrations 36.3 10.98 13.62 14.05 54.45 6" Penetrations 36.3 10.43 10.67 10.35 54.45 3" Penetrations 36.3 16.54 15.82 17.58 54.45 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets allowables after use of solid submodel as shown in Reference 1.

4-6 Report No. 0006004.404.RO 4

Structural Integrity Associates, Inc.

Table 4-5: Code Evaluation, Load Combination LC5, Sensitivity Case 2 Component Pm Smc PL PL+Pb (ksi)

PL+Pb (ksi) 1.5Smc PL+Pb+Q (ksi) 3Smc (ksi)

(ksi)

Top Bot (Note 1)

(ksi)

Top Bot (ksi)

Top Head Shell 19.3 28.95 57.9 Cylindrical Shell 19.3 16.10 28.62 28.56 28.95 26.76 27.84 57.9 Stiffeners/Gussets(2) 25.55 19.3 37.82 36.89 38.81

.37.82 28.95 33.15 36.30 57.9 Star Truss/Stiffener 3.28 19.3 26.44 27.51 25.42 28.95 26.75 24.71 57.9 Knuckle 19.3 4.17 6.99 4.90 28.95 6.75 4.72 57.9 Spherical Shell 19.3 9.97 16.18 11.69 28.95 17.48 11.30 57.9 Upper Beam Seat 16.5 7.44 8.98 7.46 24.75 8.77 7.30 49.5 LowerBeam Seat 19.3 9.88 14.75 15.38 28.95 14.88 15.36 57.9 Vent Pipe 19.3 8.93 9.61 9.18 28.95 9.64 9.02 57.9 Sandbed-Bay 1 19.3 10.38 17.03 12.36 28.95 28.71 19.63 57.9 Sandbed-Bay 3 19.3 9.95 17.63 12.23 28.95 30.13 19.82 57.9 Sandbed - Bay 5 19.3 9.97 15.67 10.49 28.95 29.08 23.15 57.9 Sandbed-Bay7 19.3 10.08 12.68 10.31 28.95 25.50 18.09 57.9 Sandbed-Bay 9 19.3 9.21 10.33 10.38 28.95 22.95 16.52 57.9 Sandbed-Bay 11 19.3 9.76 9.12 10.89 28.95 20.16 14.76 57.9 Sandbed-Bay 13 19.3 10.03 9.74 10.66 28.95 20.81 15.17 57.9 Sandbed-Bay 15 19.3 9.71 11.46 10.04 28.95 23.48 16.75 57.9 Sandbed-Bay 17 19.3 12.40 15.02 12.40 28.95 27.45 18.86 57.9 Sandbed-Bay 19 19.3 11179 16.10 11.83 28.95 26.42 16.91 57.9 Pen X2A & X2B 19.3 6.76 8.97 7.60 28.95 14.66 9.80 57.9 Pen X3A & X3B 19.3 9.79 39.33 36.49 9.79 28.95 34.98 36.61 57.9 Pen X4A & X4B 19.3 5.13 4.98 5.97 28.95 6.82 9.67 57.9 Pen X5A & X5B 19.3 10.24 12.01 16.47 28.95 13.46 16.46 57.9 Pen X7 19.3 1.90 4.69 5.33 28.95 4.07 4.15 57.9 PenX8 19.3 3.34 5.77 : 4.59 28.95 8.01 5.43 57.9 Pen X9 & X1O 19.3 4.19 4.73 4.50 28.95 15.78 11.87 57.9 Pen X12B 19.3 4.71 4.93 4.49 28.95 11.10 9.88 57.9 PenX18 19.3 2.72 9.05 6.26 28.95 20.19 13.71 57.9 Pen X63 19.3 1.20' 2.10 2.54 28.95 18.74 9.62 57.9 Pen X66 19.3 4.69 10.15 8.27 28.95 9.99 7.99 57.9 Pen X70 19.3 7.12 13.91 9.96 28.95 17.87 12.79 57.9 18" Penetrations 19.3 3.57 9.05 6.26 28.95 20.19

'13.71 57.9 14" Penetrations 19.3 3.45 3.63 3.29 28.95 3.67 3.37 57.9 10" Penetrations' 19.3 3.82 3.17 4.64 28.95 3.53 4.64 57.9 8" Penetrations 19.3 5.25 5.41 6.30 28.95 5.29 6.23 57.9 6" Penetrations 19.3 4.79 4.59 5.88 28.95 4.58 5.88 57.9 3" Penetrations 19.3 4.36 7.22 6.97 28.95 8.02 7.54 57.9 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets stress allowables after linearization of stress through a section as shown in Reference 1.

4-7 4

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 4-6: Code Evaluation, Load Combination LC6, Sensitivity Case 2 Component Pm Smc PL PL+Pb (ksi)

PL+Pb (ksi) 1.5Sine PL+Pb+Q (ksi) 3Smc (ksi)

(ksi)

Top Bot (Note 1)

(ksi)

Top Bot (ksi)

Top Head Shell 19.3 28.95 57.9 Cylindrical Shell 19.3 14.28 44.00 32.54 14.28 28.95 53.34 41.59 57.9 Stiffeners/Gussets('7 5.12 19.3 30.50 44.00 32.54 30.50 28.95 53.34 41.59 57.9 Star Truss/Stiffenert 3 )

4.50 19.3 31.83 33.26 30.41 31.82 28.95 33.29 30.48 57.9 Knuckle 19.3 4.43 7.14 5.20 28.95 6.91 5.01 57.9 Spherical Shell 19.3 11.98 11.78 13.28 28.95 17.81 13.03 57.9 Upper Beam Seat 16.5 7.34 8.82 7.42 24.75 8.61 7.27 49.5 Lower Beam Seat 19.3 8.83 15.10 14.28 28.95 15.24 14.12 57.9 Vent Pipe 19.3 9.91 10.38 10.24 28.95 10.17 10.18 57.9 Sandbed-Bay 1 19.3 8.86 15.38 10.85 28.95 26.09 18.14 57.9 Sandbed-Bay 3 19.3 8.04 14.23 10.04 28.95 26.73 17.87 57.9 Sandbed-Bay5 19.3 8.24 11.88 8.13 28.95 25.65 20.30 57.9 Sandbed-Bay 7 19.3 9.35 10.75 9.81 28.95 23.89 16.74 57.9 Sandbed-Bay 9 19.3 10.24 12.01 11.26 28.95 25.01 17.28 57.9 Sandbed-Bayl1 19.3 11.87 12.80 13.03 28.95 24.61 15.81 57.9 Sandbed-Bay 13 19.3 12.49 14.17 13.41 28.95 26.16 16.81 57.9 Sandbed-Bay 15 19.3 11.37 15.08 12.11 28.95 27.21 17.70 57.9 Sandbed-Bay 17 19.3 12.50 16.01 13.10 28.95 28.52 18.81 57.9 Sandbed-Bay 19 19.3 10.04 15.49 11.39 28.95 26.95 16.63 57.9 PenX2A & X2B 19.3 6.78 9.07 7.79 28.95 14.77 9.99 57.9 Pen X3A & X3B 19.3 8.62 39.41 34.56 8.62 28.95 45.24 42.60 57.9 Pen X4A & X4B 19.3 5.92 5.59 6.46 28.95 6.45 9.45 57.9 Pen X5A & X5B 19.3 7.03 7.60 10.00 28.95 12.11 10.51 57.9 Pen X7 19.3 1.60 4.96 5.28 28.95 10.33 9.98 57.9 Pen X8 19.3 2.26 3.27 2.38 28.95 10.25 6.43 57.9 Pen X9 & X1O 19.3 5.61 9.09 8.58 28.95 10.76 8.39 57.9 Pen X12B 19.3 5.95 6.48 5.85 28.95 6.83 5.64 57.9 Pen X18 19.3 3.46 8.88 8.02 28.95 7.61 4.98 57.9 PenX63 19.3 3.10 11.53 7.11 28.95 28.68 15.32 57.9 Pen X66 19.3 3.25 5.86 5.18 28.95 4.83 4.61 57.9 Pen X70 19.3 6.03 7.34 7.69 28.95 11.34 9.58 57.9 18" Penetrations 19.3 3.46 8.88 8.02 28.95 7.61 6.26 57.9 14" Penetrations 19.3 3.63 3.86 3.52 28.95 3.86 3.58 57.9 10" Penetrations 19.3 2.59 2.42 2.96 28.95 2.60 3.57 57.9 8" Penetrations 19.3 5.66 7.00 6.71 28.95 6.88 6.65 57.9 6" Penetrations 19.3 4.70 4.63 5.86 28.95 4.64 5.86 57.9 3" Penetrations 19.3 4.80 4.79 5.04 28.95 5.39 5.17 57.9 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets stress allowables after linearization of stress through a section as shown in Reference 1.

3: meets stress allowables after use of solid submodel as shown in Reference 1.

4-8 R

Structural Intearitv Assoc*iates. In*.

Report No. 0006004.404.RO iatp-q-C.

Table 4-7: Code Evaluation, Load Combination LC9, Post-Accident Flooding, Sensitivity Case 2 Pm PL PL+Pb (ksi)

PL+Pb 1.5Sy Comp (ksi)

(ksi)

Top Bottom (ksi)

(ksi)

Note 1.

Top Head

-7 36.3 1.08 1.05 1.17 54.45 Cylindrical Shell 36.3 23.83 71.64 57.73 23.83 54.45 Stiffeners/Gussets 27.64 36.3 49.80 71:64 54.06 49.80 54.45 Star Truss/Stiffener(2) 10.97 36.3 73.44 91.60 85.49 73.44 54.45 Knuckle 36.3 12.05 11.46 12.66 54.45 Spherical Shell 36.3 37.58 40.41 37.14 54.45 Upper Beam Seat 30.6 13.22 18.51 10.55 45.90 Lower Beam Seat 36.3 22.17 32.66 27.38 54.45 Vent Pipe 36.3 35.35 37.95 33.02 54.45 Sandbed - Bay 1 29.47 36.3 44.14 45.99 46.89 54.45 Sandbed - Bay 3 31.17 36.3 38.78 42.67 40.77 54.45 Sandbed - Bay 5 28.25 36.3 38.47 40.19 43.33 54.45 Sandbed - Bay 7 27.97 36.3 38.89 40.05 37.78 54.45 Sandbed - Bay 9 27.81 36.3 39.03 39.60 38.28 54.45 Sandbed -Bay 11 30.28 36.3 44.63 45.17 44.04 54.45 Sandbed -Bay 13 27.82 36.3 44.08 44.55 43.65 54.45 Sandbed -Bay 15 32.61 36.3 39.66 40.50 38.88 54.45 Sandbed -Bay 17 22.92 36.3 49.16 50.65 50.35 54.45 Sandbed - Bay 19 32.56 36.3 50.00 51.63 48.79 54.45 Pen X2A & X2B 36.3 22.28 21.66 22.98 54.45 Pen X3A & X3B 36.3 12.62 78.74 71.34 12.62 54.45 Pen X4A & X4B 36.3 16.96 17.03 16.96 54.45 Pen X5A & X5B 36.3 7.36 10.91 11.99 54.45

,Pen X7 36.3 7.13 10.38 14.21 54.45 Pen X8 36.3 10.13 10.30 10.80 54.45 Pen X9 & X1O 36.3 11.73 12.08 11.72 54.45 Pen X12B 36.3 8.82 10.79 13.20 54.45 Pen X18 36.3 3.97 12.21 9.79 54.45 Pen X63 36.3 5.86 8.44 6.33 54.45 Pen X66 36.3 13.39 15.45 22.10 54.45 Pen X70 36.3 9.80 16.59 16.83 54.45 18" Penetrations 36.3 16.07 14.55 19.62 54.45 14" Penetrations 36.3 11.89 12.43 11.35 54.45 10" Penetrations 36.3 15.42 14.70 16.76 54.45 8" Penetrations 363 14.53 12.93 17.97 54.45 6" Penetrations 36.3 9.92 9.95 13.10 54.45 3" Penetrations 36.3 16.93 16.51 17.43 54.45 Notes 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

2: meets allowables after use of solid submodel as shown in Reference 1.

4-9 Report No. 0006004.404.RO 49Structural Integrity Associates, Inc.

Table 4-8: Code Evaluation, Load Combination LC10, Sensitivity Case 2 Pm SY PL PL+/-Pb (ksi)

PL+Pb 1.5Sy Comp (ksi)

(ksi)

Top Bottom (ksi)

(ksi)

Note 1 Top Head 36.3 0.88 1.31 1.20 54.45 Cylindrical Shell 36.3 23.71 65.04 58.47 23.71 54.45 Stiffeners/Gussets 21.48 36.3 49.21 65.04 55.25 49.21 54.45 Star Truss / Stiffener 6.57 36.3 90.38 101.68 94.02 54.45 Knuckle 36.3 11.26 13.52 11.93 54.45 Spherical Shell 36.3 39.94 40.22 41.88 54.45 Upper Beam Seat 30.6 11.49 12.92 14.11 45.90 Lower Beam Seat 36.3 20.60 31.69 26.11 54.45 Vent Pipe 36.3 35.85 37.83 34.47 54.45 Sandbed -Bay 1 31.76 36.3 43.97 64.85 45.49 54.45 Sandbed - Bay 3 36.3 35.35 64.30 39.51 54.45 Sandbed - Bay 5 25.31 36.3 39.71 57.62 35.68 54.45 Sandbed -Bay 7 26.62 36.3 33.69 57.79 39.15 54.45 Sandbed - Bay 9 28.22 36.3 42.30 63.95 42.05 54.45 Sandbed - Bay 11 32.79 36.3 48.60 63.97 48.15 54.45 Sandbed - Bay 13 32.81 36.3 47.41 65.51 46.71 54.45 Sandbed - Bay 15 29.58 36.3 41.09 66.37 42.59 54.45 Sandbed - Bay 17 35.47 36.3 50.09 67.82 52.65 54.45 Sandbed-Bay 19 33.74 36.3 43.63 64.64 44.50 54.45 Pen X2A & X2B 36.3 20.88 19.73 22.44 54.45 Pen X3A & X3B 36.3 13.65 76.06 71.86 13.64 54.45 Pen X4A & X4B 36.3 18.65 17.96 19.32 54.45 Pen X5A & X5B 36.3 6.72 9.93 14.60 54.45 Pen X7 36.3 7.41 9.92 9.40 54.45 Pen X8 36.3 8.07 9.04 8.84 54.45 Pen X9 & X1O 36.3 9.02 13.79 10.70 54.45 Pen X12B 36.3 11.25 15.58 11.49 54.45 Pen X18 36.3 4.50 13.30 11.82 54.45 Pen X63 36.3 7.06 18.20 10.15 54.45 Pen X66 36.3 9.21 11.30 13.55 54.45 Pen X70 36.3 8.00 9.21 11.22 54.45 18" Penetrations 36.3 15.55 16.51 19.01 54.45 14" Penetrations 36.3 12.36 12.88 11.89 54.45 10" Penetrations 36.3 10.45 9.42 11.98 54.45 8" Penetrations 36.3 10.99 13.64 14.07 54.45 6" Penetrations 36.3 10.44 10.68 10.36 54.45 3" Penetrations 36.3 16.54 15.82 17.58 54.45 Note 1: without bending stress at gross structural discontinuity per Section MC, NE-3213.9 [3].

4-10 4

Structural Integrity Associates, inc.

Report No. 0006004.404.RO

Table 4-9: Comparison of Stress Intensities (ksi)

Base Case Sensitivity Case 1 Sensitivity Case 2 Load Bay PI+Pb PI+Pb +Q PI+Pb PI+Pb +Q PI+Pb PI+Pb+Q Case P1 P1 P1 Top Bot Top Bot Top Bot Top Bot Top Bot Top Bot LC5 10.38 16.99 12.35 28.67 19.59 10.76 17.07 12.36 28.73 19.24 10.38 17.03 12.36 28.71 19.63 LC6 8.68 14.93 10.60 25.51 18.10 9.17 15.24 10.68 25.69 17.65 8.86 15.38 10.85 26.09 18.14 LC9 44.03 45.93 46.68 43.10 45.80 49.01 44.14 45.99 46.89 LC1O 43.99 63.96 45.12 43.86 66.91 48.14 43.97 64.85 45.49 LC5 11.37 15.98 11.57 26.50 17.03 11.38 16.27 11.67 26.72 17.06 11.79 16.10 11.83 26.42 16.91 LC6 9.77 15.26 11.00 26.87 16.85 9.77 15.29 11.01 26.89 16.86 10.04 15.49 11.39 26.95 16.63 19 I

LC9 48.34 49.95 47.13 48.40 50.01 47.18 50.00 51.63 48.79 LC10 42.35 63.92 42.95 42.44 64.03 43.01 43.63 64.64 44.50

!V Strkatural Integrity Associates, Inc.

Report No. 0006004.404.RO

Oo (a) Membrane

,i 7-

-2 (03 4'530

.'4 C5t!

I (b) Membrane + Bending, Top Surface 51r7 ALS 6,4 w

(c) M41 858n

+AL9 Bnig Botto Sura (c) Membrane + Bending, Bottom Surface 4

Figure 4-1. Bay 1, LC 5 Refueling Stress, Sensitivity Case 1 4-12 C

n

.tnetural IntfnrilV Accn,,i~tp'~ In,,

Report No. 0006004.404.RO Associates Inc

1 H

-1141 4N 1141 2925 4'29 M".

82*5 (a) Membrane w I j52 4134 73' IN-1 345

-547

-721 199 1 06fI9 IS_"3q a

',~~*

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_:34 El 1 11_,41 (b) Membrane + Bending, Top Surface 343. 3 2'

43-9 4.

(c) Membrane + Bending, Bottom Surface Figure 4-2. Bay 1, LC 6 Refueling Stress, Sensitivity Case 1 4-13 IF* Structural Intearit Associates, Inc.

Report No. 0006004.404.RU

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Report No. 0006004.404.RO

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Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

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Structural Intsaritv As, sot~iates. Inc.

Report No. 0006004.404.RO q)

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5.0 BUCKLING EVALUATION This section presents the results of the buckling evaluation for the two Sensitivity Cases.

5.1 Sensitivity Case 1 5.1.1 Refueling Case The capacity reduction factors are presented in Table 5-1. The detail load factors and displacements are summarized in Table 5-3. The load factors for the cylindrical shell, spherical shell (upper, middle, lower) and sandbed are 7.227, 9.798, 10.651, 10.506, and 10.506, respectively, as shown in Table 5-7. The buckling results of the refueling case, Sensitivity Case 1 are summarized in Table 5-8. The safety factors are 3.34 (minimum required SF of 2.0) and 3.39 (minimum required SF of 2.0) for the cylindrical shell and spherical shell respectively, as shown in Table 5-8. The minimum safety factor in the sandbed region is 3.21 (minimum required SF of 2.0) for Bay 3 as shown in Table 5-12. The buckling stress results are illustrated in Figure 5-1 through Figure 5-5.

The bay-by-bay evaluation for the buckling is presented in Table 5-12. In this evaluation of individual bays, the capacity reduction factor was calculated using the minimum wall thickness in each bay. If the bay has a locally thinned area, the capacity reduction factor is calculated using the thickness of the locally thinned region. Using the thickness of locally thinned wall is conservative because a thinner wall thickness computes lower capacity reduction factor, and a lower capacity reduction results in lower buckling safety factor. The meridional and hoop stresses in each bay are obtained from Figure 5-6 to Figure 5-15.

5.1.2 Post-Accident Flooding Case The buckling results of the post-accident flooding case for the Sensitivity Case 1 are summarized in Table 5-9. The first buckling mode in the cylindrical shell has a load factor of 9.139. The first mode in the sandbed region has a load factor of 7.054. It shows a deformed buckling mode Report No. 0006004.404.RO 5-1 V

Structural Integrity Associates, Inc.

shape in Bays 1 and 19. This mode also shows some buckling displacement in the lower part of the spherical shell. As a result, this mode and its load factor are also identified with the buckling of the lower spherical shell. Since no mode has been identified with the buckling of the upper and middle spherical shell, the highest mode (number 200) and its load factor are being conservatively used for the upper and middle spherical shell. The detail load factors and displacements are summarized in Table 5-4.

In Table 5-9, the buckling safety factor for the cylindrical shell is 3.45 (minimum required SF of 1.67). The safety factor for the spherical shell is 2.19 (minimum required SF of 1.67), which is associated with the lower spherical shell. The minimum safety factor in the sandbed region for the post-accident flooding case is 2.01 (minimum required SF of 1.67) in Bay 19. The buckling stresses are presented in Figure 5-16 through Figure 5-30. Evaluation of individual sandbed bays is presented in Table 5-13.

5.2 Sensitivity Case 2 5.2.1 Refueling Case The load factors for the cylindrical shell, spherical shell (upper, middle, lower) and sandbed are 7.224, 9.795, 10.649, 11.146 and 11.345, respectively. The detail load factors and displacements are summarized in Table 5-5. For the refueling case, the capacity reduction factors are presented in Table 5-2. The buckling results for the Refueling Case are summarized in Table 5-10. The safety factors are 3.34 (minimum required SF of 2.0) and 3.60 (minimum required SF of 2.0) for the cylindrical shell and spherical shell respectively. The minimum safety factor for the Sandbed Region is 3.46 (minimum required SF of 2.0) in Bay 3 as shown in Table 5-14.

The bay-by-bay buckling evaluation for the refueling load case, Sensitivity Case 2, is presented in Table 5-14. In this evaluation of individual bays, it follows what was performed in the Sensitivity Case 1 for individual bays. The buckling stresses are presented in Figure 5-31 through Figure 5-45.

5-2 Struetural Integritv A.ssociates Inc Report No. 0006004.404.R0

5.2.2 Post-Accident Flooding Case The buckling safety factor for the post-accident flooding case for the Sensitivity Case 2 is summarized in Table 5-11. The load factors for the cylinder, the spherical shell, and the sandbed region are 9.127, 6.992, and 6.965, respectively. The detailed load factors and displacements are summarized in Table 5-6. Since no mode has been identified with the buckling of the upper and middle spherical shell, the highest mode number 200 and its load factor are being conservatively used for the upper and middle spherical shell.

As summarized in Table 5-11, the cylindrical shell has a safety factor of 3.45 (minimum required SF of 1.67), the spherical shell has a safety factor of 2.19 (minimum required SF of 1.67), and the minimum safety factor in the sandbed region is 1.98 (minimum required SF of 1.67) in Bay

19. The bay by bay buckling evaluation is presented in Table 5-15. The buckling stresses are presented in Figure 5-46 through Figure 5-60.

5.3 Comparison of Buckling Sensitivity Study Results To compare the sensitivity study results, the load factors and the safety factors were summarized in Table 5-16 through Table 5-18. The results of the load factors for the Base Case and the two Sensitivity Cases are presented in Table 5-16. The comparisons examine the refueling and post-accident flooding conditions for the three major drywell components: the cylindrical shell, the spherical shell, which is separated into the upper, middle, and lower sections with different thicknesses, and the sandbed region.

The load factors in the cylindrical shell do not change significantly among the three different cases for both refueling and post-accident flooding conditions. For the refueling condition, the load factors are from 7.229 for the Base Case to 7.224 for the Sensitivity Case 2. For the post-accident flooding condition, the load factors are from 9.148 for the Base Case to 9.127 for the Sensitivity Case 2. The load factor does not change significantly because the differences among these three cases are the thicknesses at the bottom of the drywell, far away from the cylindrical shell which is located at the top of the drywell. Also, the load factors in the cylindrical shell for 5-3 F

Structural Intearitv Associates. Ic.

Report No. 0006004.404.R0 0

the refueling condition are lower than those for the flooding condition because the refueling loads are concentrated at the top of the cylindrical shell with the top head removed in the refueling condition whereas there is no refueling loading at the top of the cylindrical shell in the post-accident flooding condition.

The load factors in the sandbed region show more complexity in differences among the different study cases and loading conditions. For the refueling condition, the Base Case has a load factor of 11.584 while Sensitivity Case 1 has the lowest load factor of 10.506, with Sensitivity Case 2 at 11.345. The Sensitivity Cases have a lower load factor compared to the base case which has an overall thicker sandbed region.

In general, the sandbed region for the post-accident flooding condition shows lower load factors than those for the refueling condition. This is mainly due to a larger hydrostatic load at the bottom of the drywell, which is filled with water up to an elevation of 74'-6". The load factors for the two Sensitivity Cases are lower than the base case because of the reduced shell thickness in the sandbed region.

Table 5-17 and Table 5-18 present the comparison of buckling safety factors for the refueling and post-accident flooding conditions, respectively. Safety factors for individual bays for all three cases are also provided for comparison. For the refueling condition, Sensitivity Case 1 has the lowest 'safety factor of 3.21 (minimum required SF of 2.0) in Bay 3 compared to 3.54 (minimum required SF of 2.0) for the Base Case and 3.46 (minimum required SF of 2.0) for the Sensitivity Case 2, as shown in Table 5-17. They behave very similar to the load factor results presented in Table 5-16.

For the flooding case, Sensitivity Case 2 has the lowest safety factor of 1.98 (minimum required SF of 1.67) in Bay 19 compared to 2.02 (minimum required SF of 1.67) for the Base Case and 2.01 (minimum required SF of 1.67) for the Sensitivity Case 1, as shown in Table 5-18. This trend is similar to that of the refueling case, and the explanation for this trend has been presented in the previous section.

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In all cases, the buckling safety factors satisfy the ASME requirements which are 2.0 for Levels A and B safety factor, 1.67 for Levels C safety factor and 1.34 for Level D safety factor.

5-5 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

Table 5-1: Capacity Reduction Factor, Sensitivity Case 1 Region RM R/t (X/(XlL (in)

(in)

Cylindrical 198 0.604 96 8.78 327.81 0.330 Upper 420 0.676 156 9.26 0.362 Spherical Middle 420 0.678 396 23.47 0.207 Lower 420 1.160 396 17.94 0.244 Above 11' 420 0.826 396 21.26 0.220

Bay 1 Below 11' 420 0.826 396 21.26 0.220 Above 11' 420 1.180 396 17.79 0.245 Bay 3 Below 1l' 420 0.950 396 19.82 0.229 Above 11' 420 1.185 396 17.75 0.245 Bay 5 Below 11' 420 1.074 396 18.65 0.238 Above 11' 420 1.133 396 18.15 0.242 Bay 7___

Below 11' 420 1.034 396 19.00 0.235 Above 11' 420 1.074 396 18.65 0.238 Bay 9 Below 11' 420 0.993 396 19.39 0.232 Above 11' 420 0.860 396 20.84 0.223 Bay 11____

Below 11' 420 0.860 396 20.84 0.223 Above 11' 420 0.907 396 20.29 0.226 Bay 13 Below 11' 420 0.907 396 20.29 0.226 Above 11' 420 1.062 396 18.75 0.237 Bay 15 Below 11' 420 0.935 396 19.98 0.228 Above 11' 420 0.863 396 20.80 0.223 Bay 17 Below 11' 420 0.963 396 19.69 0.230 Above I1' 420 0.826 396 21.26 0.220 Bay 19 Below 11' 420 0.826 396.

21.26 0.220 Bay 1 Local (1) 420 0.596 396 25.03 0.207 Bay 13 Local (1 420 0.658 396 23.82 0.207 Bay 15 Local(')

420 0.711 396 22.92 0.210 Bay 17 Local (1) 420 0.663 396 23.73 0.207 Local (1) 420 0.850 396 20.96 0.222 Bay 19 Local I 420 0.720 396 22.77 0.211 Note: (1) The local regions refer to the locally thinned areas within the individual bays, as described in Reference 1.

5-6 Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-2: Capacity Reduction Factor, Sensitivity Case 2 Region (in)

(in)

MRt Wl Cylindrical 198 0.604 96 8.78 327.81 0.330 Upper 420 0.676 156 9.26 0.362 Spherical Middle 420 0.678 396 23.47 0.207 Lower 420 1.160 396 17.94 1

0.244 Above 11F 420 0.826 396 21.26 0.220 ByI Below 11' 420 0.826 396 21.26 0.220 Above 11V 420 1.180 396 17.79 0.245 By3 Below I1F 420 0.950 396 19.82 0.229 Above I1' 420 1.185 396 17.75 0.245 By5 Below I1V 420 1.074 396 18.65 0.238 By7 Above 11F 420 1.133 396 18.15 0.242 Below 11V 420 1.034 396 19.00 0.235 By9 Above I1' 420 1.074 396 18.65 0.238 Below 11V 420 0.993 396 19.39 0.232 Above I1V 420 0.860 396 20.84 0.223 Ba 1 Below 11V 420 0.860 396 20.84 0.223 Ba 3

Above 11' 420 0.907 396 20.29 0.226 Below 1 1V 420 0.907 396 20.29 0.226 Above I1F 420 1.062 396 18.75 0.237 Ba 5

Below 11V 420 0.935 396 19.98 0.228 Ba 7

Above 11F 420 0.863 396 20.80 0.223 Below 11F 420 0.963 396 19.69 0.230 Above 11' 420 0.776 396 21.94 0.216 Ba 9

Below 11F 420 0.776 396 21.94 0.216 Bay 1 Local ()

420 0.696 396 23.16 0.209 Bay 13 Local ()

420 0.658 396 23.82 1

0.207 Bay 15 Local~1 420 0.711 396 22.92 0.210 Bay 17 Local ()

420 0.663 396 23.73 0.207 Local ()

420 0.850 396 20.96 0.222 Bay 19 Local~1 420 0.720 396 22.77 0.21 Note: (1) The local regions refer to the locally thinned areas within the individual bays as described in Reference 1.

5-7 V-Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-3: Refueling Case Load Factors and Maximum Displacements(l),

Sensitivity Case 1 Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay 5 Bay 7 Bay 9, Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 1

7.227 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2

7.456 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3

7.459 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4

7.462 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5

7.941 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6

7.988 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7

8.075 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8

8.092 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9

8.676 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 8.826 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 9.227 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 9.288 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 9.588 1.22 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 9.734 1.09.

0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 9.798 0.03 1.39 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 10.002 0.03 1.34 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 10.094 0.06 1.39 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 10.269 0.06 1.34 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 10.281 1.29 0.02 0.00 0.00 0.00 0.00 0.00

.0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 10.341 1.15 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 10.369 1.20 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 10.385 0.12 1.39 0.02 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 10.397 1.28 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 10.506 0.00 0.00 0.00 0.05 1.26 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.23 25 10.541 0.04 1.39 0.05 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 10.651 0.00 0.02 1.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 10.726 0.08 1.39 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

.0.00 0.00 28 10.838 0.00 0.05 1.32 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 10.859 0.07 1.39 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30 10.920 1.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31 10.958 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32 11.077 0.04 1.42 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 11.148 0.00 0.01 1.30 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 34 11.179 0.04 1.37 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35 11.184 0.00 0.04 1.28 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36 11.377 1 1.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37 11.380 0,01 0.07 1.24 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 11.381 1.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 39 11.449 0.00 0.03 1.04 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 11.467 0.03 1.39 0.06 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 41 11.473 0.00 0.01 1.05 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42 11.501 0.01 0.01 0.01 0.26 1.29 0.08 0.01 0.00 0.00 0.00 0.00 0.01 0.05 0.59 43 11.526 0.00 0.03 1.08 0.08 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44 11.534 0.00 0.04 1.12 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 11.550 0.03 1.44 0.35 0.01 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 46 11.582 0.05 1.44 1.09 0.11 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 47 11.583 0.01 0.37 1.11 0.11 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48 11.657 0.01 0.20 1.26 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 11.678 1.02 0.01 50 11.696 0.00 0.11 0.00 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.16.

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of the buckling mode shapes.

5-8

Struc Itural Integrity Associates, Inc.

Report No. 0006004.404.R0

Table 5-3: Refueling Case Load Factors and Maximum Displacements0',

Sensitivity Case 1 (continued)

Mode #

51 52 Load Factor 11.714 11.718 Sphere Sandbed Region (vhndel I 1

1 1

0.07 1.08 Upper 1.59 0.02 Middl 0.32 0.00 le Lower] Bayl I Bay3 1 Bay5 1 Bay7 1 Bay9 1Bay IIBayl3 Bayl5 Bayl7 Bayl9 0.06 1 0.00 1 0.00 1 0.00 1 0.00 [

0.00 1 0.00 0.00 1 0.00 1 0.00 1 0.00 I 0.00 1 0.00 1 0.00 1 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 53 11.723 0.00 0.06 I

1.04 I 0.39 I. 0.00 0.00 I 0.00 0.00 I 0.00 I 0.00 54 11.786 0.00 0.04 1.30 0.44 0.00 0.00 0.00

0. 0.

0.00 0.00 0.00 0.00 0.00 0.00 55 1 1.796 0.00 0.06 1.05 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56 11.796 0.00 0.06 1.32 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57 11.884 1.05 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58 11.901 0.04 1.29 0.36 0.05 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59 11.916 0.01 0.22 1.16 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 11.933 0.07 1.38 0.19 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61 11.985 0.04 1.36 0.21 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62 11.992 0.00 0.09 1.09 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63 12.048 0.00 0.04 1.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 64 12.068 0.01 0.21 1.13 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 65 12.072 0.01 0.34 1.03 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66 12.077 0.07 1.34 0.58 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67 12.108 0.06 1.31 0.25 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68 12.166 0.00 0.05 1.05 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 69 12.174 0.01 0.15 1.11 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 70 12.183 0.00 0.03 1.05 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 71 12.195 0.01 0.25 1.30 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 72 12.234 0.30 1.29 0.30 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73 12.239 1.21 0.05 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 74 12.243 0.11 0.19 1.11 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 75 12.314 0.02 0.21 1.27 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76 12.321 0.10 1.36 0.51 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77 12.347 0.01 0.14 1.02 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 78 12.386 0.08 1.02 1.01 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 79 12.390 0.14 1.43 0.89 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80 12.414 1.08 0.03 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 81 12.418 0.06 0.17 1.05 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 82 12.433 0.07 0.29 1.03 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 83 12.437 0.66 1.34 0.29 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 84 12.439 1.05 0.15 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 85 12.460 0.02 0.30 0.89 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 86 12.490 1 1.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 87 12.4961 0.01 0.01 0.01 0.26 0.32 0.04 0.00 0.00 0.00 0.00 0.01 0.02 0.73 1.27 88 12.498 0.12 1.27 0.82 0.13 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.08 89 12.515 0.03 0.59 1.04 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 90 12.527 0.03 0.58 1.15 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 91 12.540 0.02 0.29 1.14 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 92 12.576 0.01 0.23 1.15 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 93 12.592 0.23 0.37 1.13 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 94 12.594 1.00 0.02 0.05 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95 12.605 0.01 0.12 1.13 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 12.643 0.08 1.37 0.75 0.22 0.00 0.00 0.00 0.00 0.00,

0.00 0.00 0.00 0.00 0.00 97 12.719 0.07 1.30 0.56 0.08 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 98 12.769 0.01 0.08 1.08 0.51 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 99 1 12.775 1.04 0.03 0.01 0.01 0.25 0.03 0.11 0.01 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 1 0.03 0.00 0.02-I 0.09 100 1 12.778 1 0.02 0.09 1.06 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-9 SPructural Integrity Associates, Inc.

Report No. 0006004.404.R0

Table 5-3: Refueling Case Load Factors and Maximum Displacements('),

Sensitivity Case 1 (continued)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay 5 Bay 7 1 Bay 9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 101 12.780 0.02 0.01 0.04 0.20 1.27 0.53 0.01 0.00 0.00 0.00 0.00 0.01 0.22 0.98 102 12.799 1.07 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 12.801 0.03 0.10 1.05 0.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 104 12.808 0.01 0.26 1.13 0.52 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 105 12.836 1.14 0.18 0.13 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106 12.838 0.35 1.52 1.07 0.15 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 107 12.863 1.07 0.09 0.10 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 108 12.865 0.53 0.88 1.07 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 109 12.879 0.04 0.43 1.11 0.16 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 110 12.881 0.08 1.12 1.12 0.29 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 111 12.907 0.02 0.62 1.04 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112 12.926 0.04 1.38 0.61 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 113 12.936 0.02 0.48 1.07 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 114 12.964 0.07 1.37 0.83 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 12.968 0.01 0.23 1.13 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 12.974 0.01 0.27 1.05 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 13.021 0.02 0.53 1.08 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 13.026 0.02 0.47 1.02 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 13.031 0.02 0.62 1.08 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 13.040 0.05 1.28 1.00 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121 13.066 1.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122 13.084 0.01 0.37 1.10 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 123 13.107 1.04 0.73 0.45 0.17 0.00 0.00 0.00 0.00 [ 0.00 0.00 0.00 0.00 0.00 0.00 124 13.108 1.04 0.20 0.12 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125 13.183 0.01 0.30 1.08 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 126 13.191 0.01 0.42 0.92 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 13.223 0.02 0.45 1.13 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 128 13.248 0.01 0.23 1.08 0.27 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 129 13.252 0.00 0.00 0.01 0.20 1.27 0.72 0.01 0.00 0.00 0.00 0.00 0.00 0.20 0.78 130 13.275 0.01 0.24 1.28 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 131 13.287 0.01 0.29 1.01 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 132 13.295 0.04 1.35 0.57 0.09 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 133 13.330 0.05 0.77 1.13 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 134 13.340 0.01 0.25 1.07 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 135 13.362 1.06 0.01 0.01 0.00 0.00 [ 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 136 13.373 0.05 0.52 1.02 0.33 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 137 13.380 0.03 0.27 1.08 0.33 0.00 I 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.01 138 13.400 0.03 0.22 1.19 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 139 13.409 1.12 0.15 0.24 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 140 13.411 1.12 0.62 0.94 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 13.429 0.14 1.23 0.80 0.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 142 13.440 0.01 0.29 1.30 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 13.461 0.13 1.29 0.65 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 144 13.476 0.00 0.01 0.01 0.57 0.24 0.09 0.00 0.00 0.00 0.01 0.01 0.05 0.96 1.31 145 13.486 0.04 1.23 0.71 0.07 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.05 146 13.497 0.02 0.55 1.03 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 147 13.546 0.03 0.44 1.11 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 148 13.562 0.06 1.32 0.87 0.06 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.01 0.01 149 13.595 0.01 0.54 1.13 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 13.602 0.02 0.57 1.15 0.38 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 Note: (1) The displacement represents the vector sum of buckling mode shapes.

...........5

-1o0t, i'uctural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-3: Refueling Case Load Factors and Maximum Displacements(]),

Sensitivity Case 1 (concluded)

Mode #

151 152 153 154 155 156 Lo Fac 313.

13.

a

=t.d 1ylinder Sphere Sandbed Region or Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay Ill Bay 13 Bay 15 Bay7 Bay19 39 0.03 T0::ir::

0.86 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 F

F-I-

+

~F 667 676 0.00 0.13 1.12 0.42 0.03 0.00 0.00 0.01 0.01 0.61 1.27 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.02 0.25 1.30 0.01 0.00 0.00 0.01 0.01 0.00 13.

13.

694 0.01 0.22 1.01 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0_

__01 F

7002 0.01 0.27 1.11 0.42 0.02 0.00 0.00

,~

0.00 F

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8

0.06 1.19 0.61 0.26 0.01 1 0.00 0.00 0.00 0.02 0.01 0.02 0.00 71 157 I13.729 0.09 1.13 0.99 0.28 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 158 13.748 1 0.01 0.28 1.05 0.40 159 13.755 0.06 1.30 0.99 0.37 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 160 13.765 0.03 0.47 1.06 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 13.793 0.05 0.70 1.08 0.27 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 162 13.805 0.32 1.44 0.95 0.25 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 163 13.829 1.03 0.04 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 164 13.843 0.32 0.82 1.02 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 165 13.856 1.01 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 166 13.870 0.14 0.80 1.10 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 167 13.882 0.05 1.08 1.08 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168 13.892 0.03 0.51 1.19 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 169 13.935 0.05 1.18 0.62 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 170 13.940 0.06 0.63 1.02 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 171 13.968 0.02 0.20 1.01 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 13.974 0.08

.1.07 1.17 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 13.981 0.01 0.19 1.01 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 174 14.019 0.05 0.70 1.05 0.41 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 175 14.042 0.03 0.66 1.02 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 176 14.062 0.05 1.42 0.81 0.24 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 177 14.106 0.03 0.55 0.89 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.00 178 14.115 0.02 0.39 0.86 0.25 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 179 14.127 0.00 0.01 0.01 0.31 0.06 0.04 0.00 0.00 0.00 0.02 0.02 0.65 1.27 0.07 180 14.141 1 0.03 0.72 1.13 0.47 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 181 14.1511 0.05 1.34 0.83 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.00 182 14.1541 0.05 0.89 0.98 0.41 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 183 14.198 1 0.03 0.29 1.05 0.36 0.07 0.05 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 184 14.213 1 0.07 0.35 1.03 0.30 0.29 0.20 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.05 185 14.216 0.03 0.21 1.02 0.32 0.70 0.47 0.01 0.00 0.00 0.00 0.00 0.01 0.02 0.12 186 14.217 1 0.01 0.02 0.09 0.50 1.30 0.88 0.03 0.01 0.00 0.02 0.02 0.03 0.05 0.22 187 14.229 0.48 0.60 1.19 0.34 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 188 14.233 1.07 0.05 0.08 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 189 14.251 0.07 0.51 1.08 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 190 14.269 0.04 0.67 1.02 0.26 0.03 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 191 1.276 10.06 0.51 1.02 0.26 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192 14.332 11.02 0.07 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 193 14.34 1 0.53 1.16 0.81 0.21 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 194 14.350 1 0.07 0.51 1.08 0.33 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 195 14.378 0.07 0.39 1.00 0.27 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 196 14.388 1.00 0.03 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 197 14.393 0.16 0.83 0.87 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 198 14.412 0.13 0.93 1.05 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 199 14.442 0.34 1.14 1.07 0.39 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.00 200 14.449 1.01 0.05 0.06 0.02 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-11 Structural Integrity Associates, Inc.

Report No. 0006004.404.R0

Table 5-4: Flooding Case Load Factors and Maximum Displacements0',

Sensitivity Case 1 Mode #

Load Cyid Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 1

6.516 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0100 0.00 0.00 0.00 2

6.650 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3

6.699 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4

6.761 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5

6.782 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6

6.790 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7

6.852 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8

6.942 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9

6.967 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 10 [ 7.054 0.01 0.01 0.01 0.16 1.26 0.25 0.02 0.01 0.01 0.01 0.01 0.02 1 0.19 0.89 11 1 7.106 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 12 1 7.161 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 1 0.01 0.01 13 7.174 0.00 0.00 0.00 0.04 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 14 7.278 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 7.283 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 7.353 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 7.356 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 7.360 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 7.426 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 7.491 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 21 7.596 0.00 0.01 0.01 0.22 0.56 0.16 0.00 0.00 0.01 0.01 0.02 0.07 0.90 1.26 22 7.611 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.

0.00 0.00 0.00 0.00 0.00 0.00 23 7.668 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 7.754 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 25 7.793 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 26 7.803 0.00 0.00 0.00 0.01 0.05 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 27 7.805 0.01 0.01 0.02 0.20 1.26 0.88 0.04 0.01 0.01 0.02 0.02 0.02 1 0.08 0.71 28 7.963 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 29 8.080 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.01 30 8.103 0.00 0.01 0.01 0.34 1.30 0.61 0.01 0.00 0.01 0.03 0.03 0.02 0.50 1.13 31 8.140 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 1 0.00 0.00 32 8.175 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 8.216 0.01 0.01 0.02 0.30 0.04 0.01 0.01 0.02 0.25 1.26 1.24 0.23 0.07 0.04 34 8.221 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.00 0.02 0.09 0.09 0.02 0.00 0.01 35 8.313 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 36 8.342 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 37 8.362 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 8.404 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 39 8.458 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 0.03 40 8.501 0.01 0.01 0.01 0.31 0.25 0.11 0.00 0.00 0.01 0.06 0.07 0.31 1 0.77 1.03 41 8.504 0.00 0.00 0.00 1 0.06 0.04 0.02 0.00 0.00 0.00 0.01 0.01 0.06 0.14 0.19 42 8.600 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43 8.605 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44 8.685 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.02 45 8.714 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.02 0.02 0.03 0.01 46 8.738 0.00 0.00 0.00 I 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.01 1 0.03 L 0.03 0.01 47 8.746 0.01 0.01 0.01 0.28 0.36 0.25 0.02 0.00 0.03 0.11 0.34 1.03 1 1.26 0.54 48 8.812 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 49 8.859 0.00 0.00 0.00 0.01 0.03 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 50 8.911 0.00 0.01 0.01 0.36 1.30 0.95 0.07 0.01 0.07 0.08 0.15 0.19 1 0.28 0.52 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-12 Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-4: Flooding Case Load Factors and Maximum Displacements(',

Sensitivity Case 1 (continued)

Mode #

Load Cind Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay 7 Bay9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 51 8.942 0.00 0.00 0.01 0.20 1.27 0.66 0.05 0.01 0.01 0.02 0.05 1 0.05 1 0.46 1.15 52 8.989 0.00 0.01 0.01 0.29 0.13 0.09 0.01 0.06 1.07 1.26 0.90 0.90 0.32 0.08 53 9.027 0.01 0.02 0.02 0.33 0.08 0.03 0.02 0.07 0.92 1.07 1.26 1.26 0.42 0.07 54 9.047 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.02 0.07 0.07 0.02 0.00 55 9.115 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.01 0.00 56 9.133 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00 57 9.139 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58 9.166 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59 9.190 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 9.222 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61 9.232 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 1 0.00 0.00 0.00 62 1 9.294 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 63 9.329 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 64 9.391 0.01 0.01 0.01 0.46 0.01 0.00 0.00 0.01 0.43 1.30 1.26 0.18 0.02 0.01 65 9.537 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66 9.544 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01 67 9.618 0.00 0.00 0.00 0.02 0.05 0.02 0.01 0.00 0.00 0.00 0.01 0.04 0.05 0.05 68 9.623 0.00 0.00 0.00 0.01 0.03 0.02 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.03 69 9.643 0.00 0.01 0.01 0.39 0.05 0.03 0.00 0.00 0.01 0.03 0.19 0.91 1.31 0.06 70 9.726 0.00 0.00 0.00 0.04 0.12 0.05 0.01 0.00 0.00 0.00 0.00 0.02 0.10 0.15 71 9.766 0.00 0.00 0.01 0.11 0.42 0.21 0.07 0.01 0.01 0.01 0.02 0.08 0.30 0.50 72 9.809 0.00 0.00 0.00 0.02 0.06 0.04 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.07 73 9.889 0.00 0.00 0.00 0.01 0.05 0.04 0.03 0.00 0.00 0.00 0.00 0.01 0.02 0.07 74 9.972 0.00 0.00 0.00 0.02 0.03 0.03 0.02 0.01 0.00 0.00 0.01 0.01 0.01 0.01 75 110.067 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 76 10.072 0.03 0.01 0.01 0.29 0.01 0.02 0.01 0.01 0.14 0.30 0.94 0.93 0.03 0.02 77 10.082 0.00 0.00 0.00 0.03 0.01 0.01 0.00 0.00 0.02 0.03 0.08 0.08 0.03 0.01 78 10.154 0.04 0.01 0.01 1 0.42 0.03 0.06 0.05 0.13 1.09 1.31 0.22 0.15 0.03 0.03 79 10.164 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 80 10.187 0.00 0.00 0.00 0.04 0.24 0.22 0.14 0.02 0.03 0.04 0.01 0.03 0.17 0.25 81 10.236 0.00 0.00 0.00 0.02 0.13 0.11 0.07

.0.00 0.01 0.01 0.00 0.01 0.08 0.11 82 10.283 0.00 0.00 0.00 0.03 0.24 0.18 0.06 0.01 0.00 0.00 0.00 0.02 0.15 0.20 83 10.398 0.00 0.00 0.00 0.01 0.06 0.04 0.02 0.01 0.01 0.01 0.00 0.02 0.03 0.05 84 10.483 0.01 0.01 0.02 1 0.27 0.45 1.26 1.01 0.13 0.07 0.05 0.02 1 0.03-0.32 0.39 85 1 10.501 0.00 0.00 0.00 1 0.02 0.01 0.00 0.00 0.00 0.00 0.02 0.02 1 0.01 [ 0.01 0.01 86 110.563 0.00 0.00 0.00 0.01 0.03 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.02 0.03 87 1 10.614 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 [ 0.00 0.00 88 10.691 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

[ 0.00

[ 0.00 0.00 89 10.783 0.00 0.00 0.01 0.18 0.16 0.11 0.07 0.35 0.35 0.93 1.02 [0.56 0.20 0.18 90 10.806 0.00 0.00 0.00 0.02 0.03 0.02 0.01 0.03 0.03 0.05 0.06 0.03 0.04 0.03 91 10.815 0.04 0.00 0.00 0.09 0.40 0.28 0.07 0.02 0.07 0.23 0.25 0.17 0.46 0.44 92 10.818 1.26 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 93 10.867 0.00 0.00 0.00 0.02 0.08 0.06 0.02 0.06 0.06 0.03 0.03 0.02 0.08 0.09 94 10.933 0.01 0.01 0.01 0.22 0.04 0.05 0.19 0.70 0.70 0.15 0.15 0.10 0.06 0.06 95 10.966 1.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 11.053 0.00 0.00 0.00 0.04 0.01 0.01 0.03 0.14 0.14 0.02 0.03 0.02 0.01 0.01 97

[ 11.080 0.00 0.01 0.01 0.51 0.87 1.08 0.56 0.15 0.15 0.15 0.19 1 0.68 1 1.29 1.09 98 11.088 0.00 0.00 0.00 1 0.02 0.02 0.02 0.01 0.00 0.01 0.01 0.01 ] 0.01 1 0.03 0.02 99 11.156 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 100

[11.262 0.00 0.00 0.00 0.02 0.01 0.01 0.00 0.02 0.02 0.01 0.01 0.01 0.01 0.01 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-13N0 4 R 3ructural Integrity Associates, Inc.

Report No. 0006004.404.R0 Vlj

Table 5-4: Flooding Case Load Factors and Maximum Displacements(1',

Sensitivity Case 1 (continued)

Load Cylinder Sphere Sandbed Region Mode#

Factor Upper Middle Lower Bay Bay3 Bay 5 Bay 7 Bay 9 Bay Bay 13 Bay Bay 17 Bay 19 101 11.294 0.00 0.00 0.00 0.01 0.02 0.02 0.01 0.00 0.02 0.02 0.04 0.04 0.02 0.02 102 11.442 0.00 0.00 0.00 0.05 0.20 0.21 0.11 0.11 0.09 0.17 0.42 0.51 0.32 0.15 103 11.458 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 104 11.503 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105 1 11.511 0.00 0.00 0.00 0.02 0.06 0.07 0.04 0.04 0.02 0.02 0.10 0.12 0.09 0.04 106 1 11.517 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 107 1 11.586 0.01 0.02 0.02 0.41 0.14 1.12 1.26 1.25 0.40 0.10 0.11 0.14 0.12 0.09 108 111.602 0.00 0.00 0.00 0.01 0.0!

0.04 0.04 0.04 0.01 0.01 0.01 0.01 0.01 0.00 109 11.697 0.00 0.00 0.00 0.13 0.43 0.55 0.21 0.05 0.12 0.13 0.35 0.41 0.36 0.28 110 I 11.703 0.00 0.00 0.00 0.04 0.11 0.16 0.07 0.01 0.01 0.04 0.10 0.12 0.10 0.08 111I 111.739 0.00 0.00 0.00 0.02 0.01 0.05 0.05 0.03 0.05 0.05 0.05 0.01 0.01 0.01 112 11.887 0.00 0.01 0.01 0.36 0.20 1.31 1.13 1.07 0.23 0.20 0.13 0.26 0.21 0.14 113 12.003 0.00 0.00 0.01 0.23 0.45 0.61 0.45 0.37 0.55 0.53 0.56 1.26 0.98 0.62 114 12.095 0.00 0.00 0.01 0.26 0.18 0.22 0.16 0.39 1.27 1.15 1.12 0.58 0.45 0.23 115 12.183 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 12.247 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 117 1 12.337 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 12.384 0.00 0.00 0.00 0.10 0.35 0.39 0.12 0.04 0.06 0.08 0.09 0.09 0.28 0.34 119 12.392 1.04 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 120 12.392 0.01 0.00 0.00 0.09 0.29 0.33 0.10 0.04 0.07 0.09 0.10 0.08 0.23 0.28 121 12.407 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122 1

T2.425 0.01 0.00 0.01 1 0.24 0.35 0.37 0.13 0.73 0.91 1.19 1.30 0.69 0.28 0.33 123 12.453 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 124 1 12.505 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125 12.521 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 126 12.552 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 12.579 0.01 0.01 0.02 0.37 0.06 0.03 0.12 1.30 1.31 0.47 0.28 0.25 0.05 0.07 128 12.648 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 129 12.732 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 12.741 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 131 12.818 0.00 0.00 0.00 0.01 0.05 0.02 0.01 0.00 0.00 0.00 0.02 0.04 0.04 0.07 132 12.826 0.01 0.01 0.02 0.24 0.96 0.52 0.23 0.09 0.09 0.10 0.35 0.86 0.77 1.29 133 12.854 0.00 0.00 0.00 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.01 0.02 0.01 0.02 134 12.916 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.04 0.03 0.00 135 12.946 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.01 0.00 136 12.956 0.00 0.01 0.01 0.37 0.49 0.22 0.06 0.06 0.19 0.36 0.70 1.29 0.88 0.54 137 12.973 0.00 0.00 0.00 0.03 0.06 0.03 0.01 0.01 0.02 0.03 0.06 0.09 0.06 0.07 138 1 12.994 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.02 0.03 0.04 0.03 0.01 139 1 13.004 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.01 0.01 0.03 0.05 0.03 0.01 140 13.032 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 13.039 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 142 13.093 1.19 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 13.108 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.01 0.01 144 13.127 0.01 0.00 0.01 0.22 0.24 0.11 0.14 0.16 0.41 0.64 1.22 1.20 0.49 0.26 145 13.149 0.00 0.00 0.00 0.02 0.02 0.01 0.01 0.01 0.03 0.05 0.09 0.09 0.03 0.02 146 13.194 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.01 0.01 0.02 0.02 [ 0.01 0.01 147 13.233 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 148 13.291 1.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 13.306 0.01 0.01 0.02 0.37 0.10 0.09 1.31 1.31 0.29 0.12 0.10 0.10 0.05 0.05 150 13.317 0.00 0.00 0.00 0.02 0.00 0.00 0.09 0.09 0.02 0.01 0.01 0.01 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-14.

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-4: Flooding Case Load Factors and Maximum Displacements0),

Sensitivity Case 1 (concluded)

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay 5 Bay 7 Bay 9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 151 13.366 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 152 13.417 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 153 13.419 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 154 13.488 0.00 0.00 0.01 0.28 1.26 0.91 0.26 0.12 0.02 0.02 0.09 0.27 0.92 1.26 155 13.508 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 156 13.533 0.00 0.00 0.00

.0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 157 13.560 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 158 13.596 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 159 13.610 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.01 160 13.641 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 13.672 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.01 162 13.699 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 163 13.717 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 164 13.725 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 165 13.758 0.00 0.00 0.00

.0.05 0.11 0.07 0.04

. 0.01' 0.02 0.01 0.01 0.00 0.01 0.08 166 13.766 0.01 0.01 0.01 0.34 0.80 0.47 0.31 0.07 0.11 0.07 0.03 0.03 0.10 0.58 167 13.781 0.00 0.00 0.00 0.03 0.07 0.04 0.03 0.01 0.02 0.02 0.01 0.00 0.01 0.05 168 13.825 0.00 0.01 0.01 0.39 0.12 0.06 0.18 0.39 1.29 0.92 0.23 0.12 0.05 0.09 169 13.835 0.00 0.00 0.00 0.02 0.02 0.01 0.01 0.03 0.08 0.06 0.02 0.01 0.01 0.01 170 13.853 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 171 13.867 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

. 0.00 0.00 0.00 0.00 172 13.890 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 13.911 0.00 0.00 0.00 0.01 0.02 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.01 174 14.003 0.00 0.00 0.00 1 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 175 14.024 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 176 14.063 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 177 14.072 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178 14.148 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 179 14.211 0.00 0.00 0.00 0.02 0.03 0.05 0.03 0.01 0.00 0.00 0.00 0.01 0.03 0.04 180 14.231 0.01 0.02 0.02 0.43 0.90 1.27 0.94 0.14 0.02 0.04 0.06 0.23 0.66 1.04 181 14.240 0.00 0.00 0.00 0.01 0.02 0.03 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.02 182 14.260

.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 183 14.305 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 184 14.314 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 185 14.332 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 186 14.371 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187 14.384 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 188 14.410 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.02 0.02 0.01 0.01 0.01 0.01 0.01 189 14.411 0.00 0.00 0.00 0.01 0.01 0.00 0.02 0.03 0.03 0.01 0.01 0.01 0.01 0.01 190 1 14.419 1.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 191 1 14.438 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.04 0.04 0.02 0.01 0.01 0.00 0.01 192 14.461 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 193 14.483 0.01 0.00 0.00 0.16 0.30 0.36 0.31 0.35 0.34 0.19 0.15 0.09 0.26 0.34 194 14.490 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.04 0.04 0.03 0.02 0.01 0.03 0.04 195 14.512 0.00 0.00 0.00 0.05 0.09 0.10 0.08 0.04

.. 0.04 0.01 0.01 0.02 0.07 0.10 196 14.538 0.01 0.01 0.01 0.27 0.50 0.53 0.44 1.10 1.06 0.62 0.47 0.31 0.40 0.51 197 14.574 0.00 0.00 0.00 1 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.01 0.01 0.01 0.01 198 14.620 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 199 14.658 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 200 14.664 0.00 0.00 0.00 L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-15 5

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-5: Refueling Case Load Factors and Maximum Displacements(I',

Sensitivity Case 2 Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay 5 Bay 7 Bay 9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 1

7.224 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2

7.454 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3

7.456 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4

7.460 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5

7.939 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6

7.986 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7

8.072 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8

8.090 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9

8.672 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 8.822 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 II 9.224 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 9.286 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 9.585 1.22 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 9.730 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 9.795 0.03 1.39 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 9.999 0.03 1.34 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 10.091 0.06 1.39 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 10.267 0.06 1.34 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 10.277 1.29 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 10.337 1.15 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 10.365 1.20 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 10.383 0.12 1.39 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 10.394 1.28 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 10.538 0.04 1.39 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 10.649 0.00 0.02 1.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 10.724 0.08 1.39 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 10.836 0.00 0.05 1.32 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28 10.857 0.07 1.39 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 10.914 1.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30 10.952 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 31 11.074 0.04 1.42 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32 11.146 0.00 0.01 1.30 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 11.176 0.04 1.37 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 34 11.182 0.00 0.04 1.28 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35 11.345 0.01 0.01 0.01 0.25 0.92 0.05 0.01 0.00 0.00 0.00 0.01 0.02 0.58 1.26 36 11.373 1.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37 11.377 1.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 11.378 0.01 0.07 1.24 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 39 11.447 0.00 0.03 1.04 0.28 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 40 11.465 0.03 1.39 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 41 11.471 0.00 0.02 1.05 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42 11.508 0.00 0.00 0.01 0.28 1.17 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.63 1.27 43 11.525 0.00 0.03 1.08 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44 11.535 0.00 0.04 1.12 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 11.548 0.03 1.44 0.37 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 46 11.579 0.05 1.42 0.47 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 47 11.583 0.00 0.06 1.11 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 48 11.654 0.01 0.21 1.26 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 11.674 1.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 11.695 0.00 0.11 1.31 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-16 C-.t*1ructural Integrity Associates, Inc.

Report No. 0006004.404.RO VQI

Table 5-5: Refueling Case Load Factors and Maximum Displacements°',

Sensitivity Case 2 (continued)

Load Cylinder Sphere Sandbed Region Mode Fac ylndrophr Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 51 11.710 0.07 1.59 0.33 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 11.715 1.08 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53 11.720 0.00 0.05 1.04 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54 11.785 0.00 0.04 1.30 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 55 11.794 0.00 0.06 1.05 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56 11.796 0.00 0.06 1.32 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57 11.881 1.05 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 58 11.898 0.04 1.29 0.37 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 59 11.913 0.01 0.22 1.16 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 11.930 0.07 1.38 0.19 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 61 11.982 0.04 1.36 0.20 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 62 11.989 0.00 0.08 1.09 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63 12.046 0.00 0.04 1.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 64 12.066 0.01 0.22 1.13 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 65 12.070 0.01 0.39 1.03 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66 12.075 0.07 1.34 0.65 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67 12.105 0.06 1.31 0.25 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 68 12.168 0.00 0.06 1.05 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 69 12.172 0.01 0.14 1.11 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 70 12.186 0.00 0.03 1.05 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 71 12.193 0.01 0.25 1.30 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 72 12.231 0.27 1.29 0.30 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 73 12.237 1.21 0.05 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 74 12.240 0.12 0.19 1.12 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 75 12.257 0.01 0.01 0.01 0.52 0.24 0.03 0.00 0.00 0.00 0.00 0.01 0.02 0.83 1.30 76 12.311 0.02 0.22 1.27 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 77 12.319 0.10 1.36 0.51 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 78 12.344 0.01 0.14 1.02 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 79 12.384 0.09 1.10 1.01 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80 12.388 0.14 1.43 0.97 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 81 12.411 1.08 0.03 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 82 12.415 0.04 0.17 1.05 0.45 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 83 12.430 0.07 0.32 1.03 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 84 12.434 0.92 1.34 0.32 0.10 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 85 12.435 1.05 0.21 0.06 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 86 12.457 0.02 0.29 0.91 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 87 12.487 1.01 0.02 0.01 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 88 12.492 0.02 0.01

. 0.01 0.59 1.27 0.11 0.01 0.00 0.00 0.00 0.00 0.01 0.26 1.30 89 12.496 0.10 1.27 0.79 0.13 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.06 90 12.512 0.03 0.58 1.04 0.37 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 91 12.525 0.03 0.53 1.12 0.49 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 92 12.538 0.02 0.32 1.16 0.48 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 93 12.576 0.02 0.24 1.14 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 94 12.589 1.00 0.02 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95 12.592 0.15 0.35 1.13 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 12.603 0.01 0.13 1.13 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 97 12.641 0.08 1.37 0.76 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 12.716 0.07 1.30 0.56 0.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 99 12.766 0.01 0.08 1.08 0.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 12.771 1.04 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-17 St,-uctural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-5: Refueling Case Load Factors and Maximum Displacements°),

Sensitivity Case 2 (continued)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay5 Bay 7 Bay 9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 101 12.780 0.01 0.09 1.08 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102 12.795 1.07 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 12.802 0.02 0.15 1.05 0.31 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 104 12.806 0.01 0.27 1.13 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105 12.831 1.14 0.14 0.10 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106 12.834 0.27 1.52 1.07 0.15 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 107 12.847 0.01 0.01 0.01 0.15 1.27 0.46 0.01 0.00 0.00 0.00 0.00 0.00 0.13 0.84 108 12.858 1.07 0.05 0.05 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 109 12.862 0.30 0.90 1.07 0.49 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 110 12.876 0.04 0.45 1.11 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 111 12.878 0.07 1.05 1.12 0.28 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 112 12.905 0.03 0.69 1.04 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 113 12.923 0.04 1.38 0.66 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 114 12.935 0.02 0.45 1.04 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 12.961 0.07 1.37 0.84 0.21 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 12.966 0.01 0.23 1.13 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 12.971 0.01 0.27 1.05 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 13.020 0.02 0.59 1.06 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 13.024 0.03 0.71 1.14 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 13.029 0.02 0.60 1.08 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121 13.037 0.05 1.11 1.10 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122 13.063 1.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 123 13.082 0.02 0.39 1.11 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 124 13.105 1.04 0.85 0.53 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 125 13.105 1.04 0.17 0.10 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 126 13.182 0.01 0.31 1.08 0.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 13.190 0.01 0.40 0.91 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 128 13.204 0.00 0.00 0.01 0.20 1.27 0.71 0.01 0.00 0.00 0.00 0.00 0.01 0.10 0.62 129 13.222 0.02 0.45 1.13 0.44 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 13.250 0.01 0.23 1.09 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 131 13.272 0.01 0.24 1.27 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 132 13.284 0.01 0.30 1.01 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133 13.292 0.04 1.35 0.57 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 134 13.328 0.05 0.79 1.13 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 135 13.337 0.01 0.24 1.07 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 136 13.359 1.06 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 137 13.372 0.05 0.48 1.10 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 138 13.379 0.04 0.28 1.02 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 139 13.399 0.03 0.25 1.20 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 140 13.406 1.12 0.09 0.15 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 13.408 0.77 0.70 1.08 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 142 13.425 0.14 1.23 0.80 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 13.441 0.01 0.27 1.27 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 144 13.458 0.13 1.29 0.65 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 145 13.484 0.04 1.24 0.71 0.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 146 13.495 0.02 0.54 1.03 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 147 13.543 0.03 0.43 1.11 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 148 13.558 0.06 1.32 0.87 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 13.593 0.01 0.55 1.13 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 13.599 0.02 0.57 1.15 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-18 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-5: Refueling Case Load Factors and Maximum Displacements ',

Sensitivity Case 2 (concluded)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay 5 Bay 7 Bay 9 Bay II Bay 13 Bay I5 Bay 17 Bay 19 151 13.636 0.03 1.28 0.88 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 152 13.667 0.00 0.14 1.12 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 153 13.692 0.01 0.22 1.01 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 154 13.702 0.01 0.29 1.11 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 155 13.717 0.06 1.19 0.65 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 156 13.726 0.08 1.13 1.05 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 157 13.750 0.01 0.29 1.05 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 158 13.753 0.06 1.30 0.92 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 159 13.767 0.03 0.38 1.06 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 160 13.791 0.06 0.73 1.08 0.27 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 13.803 0.34 1.43 0.95 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 162 13.825 1.03 0.04 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 163 13.841 0.30 0.83 1.04 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 164 13.851 1.01 0.02 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 165 13.867 0.12 0.79 1.10 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 166 13.880 0.05 1.10 1.08 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 167 13.890 0.03 0.50 1.18 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168 13.932 0.05 1.18 0.62 0.14 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 169 13.937 0.06 0.62 1.02 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 170 13.970 0.08 0.96 1.02 0.26 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 171 13.974 0.03 0.39 1.01 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 13.984 0.01 0.15 1.01 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 14.017 0.04 0.72 1.04 0.41 0.34 0.07 0.00 0.00 0.00 0.01 0.01 0.07 0.20 0.45 174 14.020 0.01 0.04 0.05 0.21 0.98 0.22 0.00 0.00 0.00 0.01 0.02 0.17 0.57 1.28 175 14.041 0.03 0.67 1.02 0.14 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 176 14.059 0.05 1.42 0.85 0.25 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 177 14.104 0.03 0.62 0.90 0.31 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.04 0.07 0.01 178 14.113 0.02 0.39 0.87 0.25 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.04 0.01 179 14.114 0.00 0.01 0.01 0.31 0.20 0.10 0.00 0.00 0.00 0.02 0.02 0.65 1.27 0.20 180 14.138 0.03 0.70 1.13 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 181 14.148 0.05 1.34 0.81 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 182 14.152 0.05 0.82 0.91 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 183 14.196 0.03 0.29 1.05 0.36 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 184 14.211 0.07 0.31 1.03 0.30 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 185 14.217 0.05 0.25 1.01 0.27 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 186 14.228 1.06 0.28 0.73 0.19 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 187 14.230 1.08 0.16 0.35 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 188 14.249 0.06 0.52 1.08 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 189 14.268 0.09 1.20 1.09 0.35 0.22 0.15 0.01 0.00 0.00 0.00 0.00 0.01 0.03 0.07 190 14.278 0.03 0.25 1.02 0.27 0.11 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 191 14.281 0.01 0.02 0.02 0.50 1.31 0.88 0.03 0.01 0.01 0.02 0.02 0.05 0.20 0.39 192 14.328 1.02 0.06 0.03 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 193 14.338 0.46 1.16 0.79 0.21 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 194 14.347 0.06 0.50 1.08 0.33 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 195 14.378 0.12 0.50 1.00 0.28 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 196 14.384 1.00 0.02 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 197 14.391 0.11 0.75 0.89 0.19 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 198 14.410 0.12 0.87 1.05 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 199 14.439 0.38 1.16 1.07 0.39 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 200 14.445 1.01 0.05 0.07 0.02 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

............5

-19 t'ructural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-6: Flooding Case Load Factors and Maximum Displacements0'),

Sensitivity Case 2 Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower BaylI Bay3 Bay5 Bay7 Bay9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 1

6.534 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2

6.634 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3

6.667 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4

6.749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5

6.782 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6

6.805 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7

6.843 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8

6.934 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 9

6.965 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0!

0.01 10 6.992 0.01 0.01 0.02 0.18 1.00 0.16 0.02 0.01 0.01 0.01 0.02 0.05 0.78 1.26 11 7.052 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 7.154 0.00 0.00 0.00 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 13 7.167 0.00 0.00 0.00 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.01 0.01 0.02 14 7.275 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 7.281 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 7.335 0.00 0.00 0.01 0.15 1.17 0.28 0.02 0.00 0.00 0.00 0.00 0.03 0.87 1.26 17 7.351 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 18 7.353 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 7.356 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 7.423 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 7.516 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 22 7.609 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 7.656 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 7.733 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 25 7.791 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 7.802 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 7.830 0.01 0.02 0.02 0.33 1.23 0.86 0.05 0.01 0.02 0.05 0.04 0.10 0.86 1.30 28 7.925 0.00 0.00 0.00 0.13 0.43 0.30 0.01 0.00 0.00 0.01 0.01 0.03 0.31 0.47 29 7.941 0.00 0.00 0.00 0.03 0.12 0.09 0.00 0.00 0.00 0.00 0.00 0.01 0.06 0.09 30 8.071 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00-1 0.00 0.00 0.00 0.00 31 8.134 0.00 0.00 0.00 0.01 0.00 0.00

0.00 0.00 0.00 0.02 1 0.02 0.00 0.00 0.00 32 8.172 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 8.208 0.01 0.01 0.02 0.30 0.03 0.01 0.01 0.02 0.25 1.26 1.24 0.23 0.06 0.03 34 8.242 0.00 0.00 0.00 0.01 0.02 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.02 0.02 35 8.304 0.00 0.01 0.01 0.41 1.29 0.33 0.01 0.00 0.01 0.02 0.02 0.14 0.68 1.29 36 8.309 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 37 8.359 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38 8.365 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 39 8.382 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.01 40 8.445 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 0.00 0.01 0.02 0.01 41 8.469 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42 8.589 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43 8.602 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44 8.669 0.00 0.00 0.00 0.03 0.02 0.01 0.00 0.00 0.00 0.01 0.03 0.09 0.11 0.03 45 8.678 0.00 0.00 0.00 0.02 0.02 0.02 0.00 0.00 0.00 0.01 0.03 0.09 0.11 0.02 46 8.697 0.00 0.01 0.01 0.19 0.12 0.08 0.01 0.00 0.02 0.08 0.23 0.72 0.89 0.20 47 8.705 0.00 0.00 0.00 0.04 0.02 0.02 0.00 0.00 0.00 0.01 0.03 0.13 0.17 0.04 48 8.809 0.00 0.00 0.00 0.03 0.20 0.10 0.01 0.00 0.00 0.00 0 0.01 0.01 0.06 0.18 49 8.809 0.00 0.00 0.00 0.09 0.68 0.34 0.03 0.00 0.00 0.01 0.03 0.03 0.19 0.60 50 8.856 0.00 0.00 0.00 0.01 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-20 ructural Integrity Associates, Inc.

Report No. 0006004.404.R0

l*

Table 5-6: Flooding Case Load Factors and Maximum Displacementsl),

Sensitivity Case 2 (continued)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay 1 Bay3 Bay5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 51 8.932 0.00 0.01 0.01 0.36 1.31 0.96 0.07 0.01 0.09 0.11 0.15 0.15 0.23 0.53 52 8.979 0.00 0.00 0.01 0.30 0.21 0.15 0.01 0.06 1.06 1.26 I 1.08 1.08 0.35 0.10 53 9.017 0.01 0.02 0.02 0.32 0.07 0.02 0.02 0.08 1.09 1.26 1.23 1.23 0.41 0.06 54 9.040 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00.

0.01 0.05 0.05 0.02 0.00 55 9.109 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.01 0.00 56 9.127 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57 9.130 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00 58 9.164 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 59 9.175 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 9.207 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61 9.229 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 62 9.292 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63 9.326 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 64 9.382 0.01 0.01 0.01 0.46 0.01 0.00 0.00 0.01 0.43 1.30 1.26 0.18 0.02 0.01 65 9.522 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66 9.542 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 67 9.618 0.00 0.00 0.00 0.13 0.01 0.01 0.00 0.00 0.01 0.01 0.06 0.30 0.43 0.02 68 9.620 0.00 0.00 0.01 0.15 0.01 0.01 0.00 0.00 0.01 0.01 0.07 0.35 0.51 0.02 69 9.645 0.00 0.00 0.00 0.02 0.01 0.01 0.00 0.00, 0.00 0.00 0.00 0.02 0.03 0.01 70 9.709 0.00 0.00 0.00 0.02 0.06 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.05 0.06 71 9.797 0.00 0.00 0.00 0.02 0.11 0.04 0.03 0.00 0.00 0.00 0.00 0.02 0.11 0.12 72 9.817 0.00 0.00 0.00 0.06 0.47 0.20 0.05 0.01 0.01 0.01 0.02 0.10 0.39 0.45 73 9.886 0.00 0.00 0.00 0.02 0.07 0.05 0.03 0.00 0.00 0.00 0.01 0.02 0.05 0.08 74 9.965 0.00 0.00 0.00 0.02 0.03 0.04 0.02 0.01 0.00 0.00 0.01 0.02 0.03 0.03 75 10.051 1.05 0.00 0.00 0.00 0.00 0.00 0.00

.0.00 0.00 0.00 0.01 0.01 0.00 0.00 76 10.058 0.02 0.01 0.01 0.20 0.03 0.01 0.01 0.01 0.09 0.20 0.64 0.64 0.04 0.05 77 10.066 0.00 0.00 0.00 0.04 0.03 0.02 0.00 0.00 0.02 0.04 0.13 0.13 0.03 0.04 78 10.108 0.00 0.00 0.00 0.12 0.64 0.51 0.25 0.03 0.05 0.05 0.01 0.06 0.48 0.63 79 10.147 0.12 0.01 0.01 0.42 0.04 0.02 0.03 0.13 1.09 1.31 0.22 0.14 0.03 0.03 80 10.151 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.03 0.03 1 0.01 0.00 0.00 0.00 81 10.216 0.00 0.00 0.00 0.02 0.11 0.07 0.02 0.01 0.00 0.00 [ 0.00 0.01 0.07 0.09 82 10.262 0.00 0.00 0.00 0.02 0.09 0.05 0.02 0.00 0.01 0.01 0.01 0.01 0.06 0.07 83 10.384 0.00 0.00 0.00 0.02 0.03 0.05 0.04, 0.01 0.01 0.00 0.00 0.03 0.04 0.06 84 10.453 0.01 0.01 0.02 0.26 0.34 1.23 0.97 0.13 0.07 0.05 0.03 0.07 0.31 0.31 85 10.488 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.00 0.00 0.02 0.02 0.01 0.01 0.01 86 10.558 0.00 0.00 0.00 0.01 0.03 0.03 0.02 0.01 0.01 0.00 0.01 0.01 0.01 0.03 87 10.599 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 88 10.676 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89 10.740 0.00 0.00 0.01 0.24 0.49 0.26 0.22 0.06 0.08 0.26 0.29 0.38 0.80 0.53 90 10.778 0.01 0.00 0.01 0.21 0.21 0.09 0.08 0.39 0.39 1.13 1.24 0.65 0.37 0.25 91 10.794 1.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 92 10.804 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.04 0.04 0.06 0.06 0.03 0.01 0.00 93 10.855 0.00 0.00 0.00 0.02 0.03 0.02 0.02 0.06 0.06 0.03 0.03 0.02 0.07 0.05 94 10.919 0.01 0.01 0.01 0.22 0.47 0.44 0.22 0.71 0.71 0.16 0.15 0.10 0.26 0.35 95 10.940 1.28 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 96 10.943 0.04 0.01 0.01 0.20 0.62 0.58 0.29 0.64 0.64 0.14 0.14 0.08 0.37 0.40 97 11.049 0.00 0.00 0.00 0.04 0.01 0.01 0.03 0.14 0.14 0.02 0.03 0.01 0.01 0.01 98 11.082 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.01 0.01 0.01 j 0.01 0.01 0.00 0.00 99 11.149 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 100 11.258 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.02 0.02 0.01 J 0.02 0.02 0.01 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-21 S5ructural Integrity Associates, Inc.

Keport No. 0006004.404.R0

Table 5-6: Flooding Case Load Factors and Maximum Displacements0),

Sensitivity Case 2 (continued)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower BayI Bay3 Bay5 Bay7 Bay9 Bay 1 I Bay 13 Bay 15 Bay 17 Bay 19 101 11.285 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.04 0.05 0.03 0.01 102 11.419 0.00 0.00 0.00 0.06 0.14 0.13 0.08 0.08 0.09 0.18 0.44 0.54 0.35 0.15 103 11.423 0.00 0.00 0.00 0.01 0.03 0.03 0.02 0.02 0.01 0.03 0.09 0.11 0.07 0.03 104 11.482 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105 11.495 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106 11.502 0.00 0.00 0.00 0.02 0.03 0.03 0.05 0.05 0.02 0.02 0.08 0.10 0.07 0.03 107 11.579 0.01 0.02 0.02 0.41 0.20 1.11 1.26 1.25 0.40 0.10 0.09 0.11 0.14 0.14 108 11.648 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 109 11.680 0.00 0.01 0.01 0.33 1.09 1.27 0.48 0.07 0.20 0.23 0.66 0.79 0.85 0.87 110 11.693 0.00 0.00 0.00 0.02 0.06 0.07 0.05 0.02 0.02 0.02 0.04 0.05 0.05 0.04 111 11.732 0.00 0.00 0.00 0.02 0.01 0.05 0.05 0.03 0.05 0.05 0.05 0.01 0.01 0.01 112 11.877 0.01 0.01 0.01 0.36 0.16 1.31 1.13 1.06 0.25 0.23 0.20 0.37 0.30 0.15 113 11.937 0.00 0.00 0.01 0.22 0.44 0.52 0.50 0.46 0.35 0.35 0.66 1.26 1.02 0.47 114 12.080 0.00 0.00 0.01 0.25 0.08 0.11 0.19 0.40 1.27 1.15 1.12 0.48 0.31 0.13 115 12.161 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 12.237 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.01 117 12.303 0.01 0.01 0.01 0.36 0.88 1.30 0.49 0.15 0.07 0.08 0.09 0.23 0.83 1.06 118 12.319 1.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 12.369 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 12.387 1.04 0.00 0.00 0.00

.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121 12.390 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122 12.411 0.01 0.00 0.01 0.24 0.09 0.11 0.07 0.70 0.93 1.19 1.30 0.72 0.15 0.10 123 12.423 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.01 124 12.462 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125 12.517 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 126 12.528 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 127 12.571 0.01 0.01 0.02 0.37 0.07 0.04 0.11 1.30 1.31 0.46 0.28 0.24 0.05 0.09 128 12.599 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 129 12.712 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 12.758 0.01 0.02 0.02 0.45 0.93 0.46 0.15 0.11 0.11 0.06 0.25 0.58 0.59 1.28 131 12.784 0.00 0.00 0.00 0.01 0.03 0.01 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.04 132 12.805 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0,01 0.00 0.01 133 12.889 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.02 0.04 0.03 0.01 134 12.906 0.00 0.00 0.00 0.04 0.04 0.03 0.00 0.00 0.02 0.03 0.07 0.15 0.11 0.03 135 12.911 0.00 0.00 0.00 0.12 0.12 0.07 0.01 0.01 0.05 0.10 0.19 0.41 0.28 0.10 136 12.917 0.00 0.00 0.00 0.08 0.10 0.06 0.01 0.01 0.04 0.07 0.14 0.28 0.19 0.09 137 12.983 0.00 0.00 0.00 0.01 0.03 0.01 0.00 0.01 0.02 0.03 0.05 0.05 0.04 0.03 138 12.991 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.02 0.01 139 13.009 0.00 0.00 0.00 0.01 0.02 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 140 13.023 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 13.069 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.02 0.03 0.03 0.01 0.01 142 13.070 1.20 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 13.079 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0,00 0.00 0.00 144 13.102 0.01 0.00 0.01 0.20 0.20 0.13 0.13 0.17 0.44 0.68 1.29 1.28 0.44 0.25 145 13.132 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.03 0.06 0.07 0.02 0.01 146 13.184 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 147 13.228 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 148 13.273 1.30 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 131297 0.01 0.01 0.02 0.37 0.15 0.10 1.31 1.31 0.29 0.12 0.08 0.08 0.11 0.15 150 13.312 0.00 0.00 0.00 0.02 0.00 0.00 0.06 0.06 0.01 0.01 0.00 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

.......5

-2 2 a -ructural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-6: Flooding Case Load Factors and Maximum Displacements0',

Sensitivity Case 2 (concluded)

Mode #

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay 5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 151 13.319 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 152 13.319 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 153 13.372 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 154 13.400 0.00 0.00 0.01 0.24 1.19 0.86 0.31 0.27 0.05 0.05 0.15 0.35 0.92 1.27 155 13.504 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 156 13.511 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 157 13.552 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 158 13.577 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 159 13.590 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 I 0.00 0.01 0.02 0.02 160 13.622 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 13.665 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 162 13.692 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 163 13.717 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 164 13.740 0.01 0.01 0.01 0.73 1.26 0.47 0.22 0.04 0.05 0.05 0.06 0.17 0.85 1.26 165 13.751 0.00 0.00 0.00 0.03 0.06 0.02 0.01 0.01 0.02 0.01 0.00 0.01 0.04 0.06 166 13.763 0.00 0.00 0.00 0.02 0.03 0.01 0.01 0.01 0.03 0.02 0.01 0.00 0.02 0.03 167 13.780 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.03 0.02 0.01 0.00 0.00 0.01 168 13.794 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 169 13.814 0.00 0.00 0.01 0.24 0.02 0.02 0.10 0.25 0.81 0.58 0.15 0.07 0.03 0.01 170 13.819 0.00 0.00 0.00 0.04 0.00 0.00 0.02 0.05 0.15 0.10 0.03 0.01 0.01 0.01 171 13.857 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 13.866 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 13.868 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.01 0.02 0.01 0.00 0.01 0.00 0.01 174 13.965 0.01 0.01 0.02 0.57 1.07 0.33 0.24 0.05 0.02 0.04 0.07 0.25 0.94 1.26 175 13.989 0.00 0.00 0.00 0.02 0.04 0.01 0.01 0.00 0.01 0.00 0.01 0.01 0.03 0.05 176 14.016 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.01 0.01 0.01 0.00 0.00 0.01 0.01 177 14.059 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178 14.070 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 179 14.083 0.00 0.01 0.01 0.25 1.15 1.27 0.88 0.13 0.07 0.09 0.12 0.40 0.98 0.93 180 14.129 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 181 14.151 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 182 14.225 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 183 14.252 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 184 14.257 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 185 14.301 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 186 14.308 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187 14.315 0.00 0.00 0.00 0.01 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 188 14.367 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 189 14.386 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 190 14.390 1.06 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 191 14.404 0.01 0.00 0.00 0.07 0.13 0.15 0.13 0.11 0.11 0.05 0.04 0.03 0.08 0.10 192 14.418 0.01 0.00 0.01 0.46 0.85 1.10 0.93 0.28 0.26 0.14 0.11 0.16 0.50 0.65 193 14.430 0.01 0.00 0.00 0.01 0.01 0.02 0.03 0.05 0.05 0.02 0.02 0.01 0.00 0.01 194 14.434 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 195 14.503 0.00 0.00 0.00 0.01 0.03 0.03 0.04 0.10 0.09 0.05 0.03 0.02 0.02 0.02 196 14.516 0.00 0.00 0.00 0.06 0.07 0.07 0.13 0.31 0.30 0.18 0.14 0.09 0.04 0.05 197 14.527 0.00 0.00 0.00 0.02 0.01 0.02 0.04 0.10 0.10 0.06 0.05 0.03 0.01 0.01 198 14.560 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 0.00 0.00 199 14.571 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 200 14.617 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 Note: (1) The displacement represents the vector sum of buckling mode shapes.

5-23N.

0 4 R 5ructural Integrity Associates, Inc.

Report No. 0006004.404.R0 VgI

Table 5-7: Buckling Load Factors Sensitivity Case 1 Sensitivity Case 2 Region Refueling Case Flooding Case Refueling Case Flooding Case Buckling Load Buckling Load Buckling Load Buckling Load Mode Factor Mode Factor Mode Factor Mode Factor Cylindrical 1

7.227 57 9.139 1

7.224 56 9.127 Upper 15 9.798 200(1) 14.664 15 9.795 200 14.617 Spherical Middle 26 10.651 200(l) 14.664 25 10.649 200(1) 14.617 Lower 24 10.506 10 7.054 32 11.146 10 6.992 Bay 1 24 10.506 10 7.054 35 11.345 9

6.965 Bay 3 24 10.506 10 7.054 35 11.345 9

6.965 Bay 5 24 10.506 10 7.054 35 11.345 9

6.965 Bay 7 24 10.506 10 7.054 35 11.345 9

6.965 Bay 9 24 10.506 10 7.054 35 11.345 9

6.965 Bay 11 24 10.506 10 7.054 35 11.345 9

6.965 Bay 13 24 10.506 10 7.054 35 11.345 9

6.965 Bay 15 24 10.506 10 7.054 35 11.345 9

6.965 Bay 17 24 10.506 10 7.054 35 11.345 9

6.965 Bay 19 24 10.506 10 7.054 35 11.345 9

6.965 Note: (1) With reference to Table 5-4 and Table 5-6, no significant mode (up to 200) is identified for these regions. Conservatively, the load factor for mode 200 is used.

5-24 Struwtural Intearitv AssociateIS. Inc.

Report No. 0006004.404.RO C.

Table 5-8: Refueling Buckling Evaluation, Sensitivity Case 1 Spherical Region Cylindrical Upper Middle Lower R, Shell Radius (in) 198 420 420 420 t, Wall Thickness (in) 0.604 0.676 0.678 1.160 Gy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 k, Load Factor(l) 7.227 9.798 10.651 10.506

/alL, Capacity Reduction Factor 0.330 0.362 0.207 0.244 oy, Meridional Compressive Stress (ksi) 3.41 3.91 4.78 4.52 CY2, Hoop Tension Stress (ksi) 8.86 2.29 4.61 4.22 Pbar 0.100 0.049 0.098 0.053 UP, Capacity Reduction Factor (due to tensile effect) 0.133 0.074 0.131 0.079 am, Modified Capacity Reduction Factor 0.463 0.436 0.338 0.323 A, Parameter ( -

X o

/ r ay) 0.314 0.460 0.474 0.422 Ti, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 ayi,, Theoretical Buckling Stress (ksi) 11.40 16.72 17.22 15.33 SF, Safety Factor 3.34 4.27 3.60 3.39 Notes:

(1)

The load factor is taken from Table 5-7.

5-25 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-9: Flooding Buckling Evaluation, Sensitivity Case 1 Spherical Region Cylindrical Upper Middle Lower R, Shell Radius (in) 198 420 420 420 t, Wall Thickness (in) 0.604 0.676 0.678 1.160

% Yield Strength (ksi) 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 X, Load Factor~')

9.139 14.664 14.664 7.054 OL/(XL, Capacity Reduction Factor 0.330 0.362 0.207 0.244 ay, Meridional Compressive Stress (ksi) 2.61 2.65 4.73 10.50 C02, Hoop Tension Stress (ksi) 2.66 6.66 16.15 22.61 Pbar 0.030 0.143 0.345 0.282 oa, Capacity Reduction Factor (due to tensile effect) 0.048 0.171 0.285 0.258 xm, Modified Capacity Reduction Factor 0.378 0.533 0.492 0.502 A, Parameter ( = Cm, a o./ (Y) 0.248 0.570 0.941 1.025 TI, Plasticity Reduction Factor 1.000 0.970 0.658 0.619 ric, Theoretical Buckling Stress (ksi) 9.02 20.06 22.48 23.03 SF, Safety Factor 3.45 7.58 4.75 2.19 Notes:

(1)

The load factor is taken from Table 5-7.

5-26 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-10: Refueling Buckling Evaluation, Sensitivity Case 2 Spherical Region Cylindrical Upper Middle Lower R, Shell Radius (in) 198 420 420 420 t, Wall Thickness (in) 0.604 0.676 0.678 1.160 cy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 X,, Load Factor (1) 7.224 9.795 10.649 11.146 Oc/!QL, Capacity Reduction Factor 0.330 0.362 0.207 0.244 o, Meridional Compressive Stress (ksi) 3.41 3.91 4.79 4.56 cy2, Hoop Tension Stress (ksi) 8.86 2.29 4.61 4.23 Pbar 0.100

.0.049 0.098 0.053 c, Capacity Reduction Factor (due to tensile effect) 0.133 0.074 0.131 0.079 c*, Modified Capacity Reduction Factor 0.463 0.436

-0.338 0.323 A, Parameter (a=

/m X.iayy) 0.314 0.461 0.474 0.452 ri, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 ri,, Theoretical Buckling Stress (ksi) 11.40 16.72 17.22

.16.42 SF, Safety Factor 3.34 4.27 3.60 3.60 Notes:

(1)

The load factor is taken from Table 5-7.

5-27 2

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-11: Flooding Buckling Evaluation, Sensitivity Case 2 Cylindrical Spherical Region Upper Middle Lower R, Shell Radius (in) 198 420 420 420 t, Wall Thickness (in) 0.604 0.676 0.678 1.160 Gy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 k, Load FactorMt) 9.127 14.617 14.617 6.992 c1/a[L, Capacity Reduction Factor 0.330 0.362 0.207 0.244 a,, Meridional Compressive Stress (ksi) 2.61 2.65 4.73 10.46 02, Hoop Tension Stress (ksi) 2.66 6.66 16.15 22.62 Pbar 0.030 0.143 0.345 0.282 ap, Capacity Reduction Factor (due to tensile effect) 0.048 0.171 0.285 0.258 am, Modified Capacity Reduction Factor 0.378 0.533 0.492 0.502 A, Parameter (a=

km i/ oy) 0.248 0.569 0.938 1.012 il, Plasticity Reduction Factor 1.000 0.970 0.660 0.625 0 ik, Theoretical Buckling Stress (ksi) 9.00 20.06 22.47 22.95 SF, Safety Factor 3.45 7.56 4.75 2.19 Notes:

(1)

The load factor is taken from Table 5-7.

5-28 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-12: Refueling Buckling Evaluation, Sandbed Region, Sensitivity Case 1 Bay 1()

Bay 3 Bay 5 Bay 7 Bay 9 Bay 11 Bay 13(") Bay 15()

Bay 17"'1 Bay 19(")

R, Shell Radius (in) 420 420 420 420 420 420 420 420 420 420 t, Wall Thickness (in) 0.596 0.950 1.074 1.034 0.993 0.860 0.658 0.711 0.663 0.720 Gy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 k, Load Factor (2) 10.506 10.506 10.506 10.506 10.506 10.506 10.506 10.506 10.506 10.506 c(XIcL, Capacity Reduction Factor 0.207 0.229 0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 cyl, Meridional Compressive Stress (ksi) 5.20 4.76 4.38 4.37 4.13 4.42 4.73 4.76 5.51 5.24 CV 2, Hoop Tension Stress (ksi) 3.80 3.33 3.38 3.45 3.44 3.93 3.96 3.82 4.60 4.03 Pbar 0.092 0.051 0.046 0.048 0.050 0.066 0.087 0.078 0.100 0.081 O,, Capacity Reduction Factor (due to tensile effect) 0.124 0.076 0.070 0.073 0.076 0.096 0.119 0.109 0.133 0.112 cLm, Modified Capacity Reduction Factor 0.331 0.305 0.308 0.308 0.308 0.319 0.326 0.319 0.340 0.323 A, Parameter ( =

c, 2/ o Y

]O 0.499 0.420 0.390 0.390 0.368 0.408 0.446 0.440 0.542 0.490 i1, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 aie, Theoretical Buckling Stress (ksi) 18.11 15.26 14.16 14.15 13.36 14.80 16.19 15.96 19.66 17.80 SF, Safety Factor 3.48 3.21 3.23 3.24 3.23 3.35 3.43 3.35 3.57 3.40 Notes:

(1) The thickness for these bays corresponds to the locally thinned area.

(2) The load factor is taken from Table 5-7.

Report No. 0006004.404.RO 5-29 V

Structural Integrity Associates, Inc.

Table 5-13: Flooding Buckling Evaluation, Sandbed Region, Sensitivity Case 1 Bay I"' I Bay3 y

Bay ay Bay7 Bay 9 Bay 11 Bay 13(1)

Bay 15("'1 Bay 17(") Bay 19(1)

R, Shell Radius (in) 420 420 420 420 420 420 420 420 420 420 t, Wall Thickness (in) 0.596 0.950 1.074 1.034 0.993 0.860 0.658 0.711 0.663 0.720 Oy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 X, Load Factor(2 )

7.054 7.054 7.054 7.054 7.054 7.054 7.054 7.054 7.054 7.054 cL/alL, Capacity Reduction Factor 0.207 0.229 0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 ol, Meridional Compressive Stress (ksi) 11.80 9.45 9.95 10.04 10.20 11.18 11.34 10.13 11.44 12.25 CF 2, Hoop Tension Stress (ksi) 26.08 19.18 17.55 18.10 18.82 21.38 20.85 21.10 25.52 21.96 Pbar 0.634 0.292 0.237 0.253 0.274 0.360 0.459 0.430 0.557 0.442 ap, Capacity Reduction Factor (due to tensile effect) 0.364 0.263 0.235 0.244 0.255 0.291 0.323 0.315 0.348 0.318 am, Modified Capacity Reduction Factor 0.571 0.492 0.473 0.479 0.487 0.514 0.530 0.525 0.555 0.529 A, Parameter (a=m o,/ cy) 1.309 0.904 0.914 0.935 0.964 1.117 1.168 1.033 1.234 1.260 il, Plasticity Reduction Factor 0.524 0.678 0.672 0.661 0.647 0.583 0.565 0.615 0.545 0.537 ui,, Theoretical Buckling Stress (ksi) 24.89 22.24 22.31 22.44 22.64 23.63 23.97 23.09 24.40 24.57 SF, Safety Factor 2.11 2.35 2.24 2.23 2.22 2.11 2.11 2.28 2.13 2.01 Notes:

(1) The thickness for these bays corresponds to the locally thinned area.

(2) The load factor is taken from Table 5-7.

Report No. 0006004.404.RO 5-30 V

Structural Integrity Associates, Inc.

Table 5-14: Refueling Buckling Evaluation, Sandbed Region, Sensitivity Case 2 Bay 1(I" Bay 3 Bay 5 Bay 7 Bay 9 Bay 11 Bay 13(")1 Bay 15()1 Bay 17(") Bay 19(1)

R, Shell Radius (in) 420 420 420 420 420 420 420 420 420 420 t, Wall Thickness (in) 0.696 0.950 1.074 1.034 0.993 0.860 0.658 0.711 0.663 0.720 Gy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 X, Load Factor (2) 11.345 11.345 11.345 11.345 11.345 11.345 11.345 11.345 11.345 11.345 a/alL, Capacity Reduction Factor 0.209 0.229 0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 c, Meridional Compressive Stress (ksi) 5.03 4.75 4.38 4.37 4.14 4.42 4.73 4.77 5.51 5.42 o-2, Hoop Tension Stress (ksi) 3.82 3.33 3.38 3.45 3.44 3.93 3.96 3.82 4.60 4.13 Pbar 0.079 0.051 0.046 0.048 0.050 0.066 0.087 0.078 0.101 0.083 Up, Capacity Reduction Factor (due to tensile effect) 0.111 0.076 0.070 0.073 0.076 0.096 0.119 0.109 0.133 0.115 a., Modified Capacity Reduction Factor 0.320 0.305 0.308 0.308 0.308 0.319 0.326 0.319 0.340 0.326 A, Parameter (

cc,,

Ol / Oa) 0.502 0.453 0.421 0.421 0.398 0.440 0.482 0.475 0.585 0.552 rq, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.949 0.995 c7ie, Theoretical Buckling Stress (ksi) 18.23 16.45 15.30 15.29 14.43 15.99 17.49 17.24 20.16 19.94 SF, Safety Factor 3.63 3.46 3.49 3.50 3.49 3.61 3.70 3.62 3.66 3.68 Notes:

(1) The thickness for these bays corresponds to the locally thinned area.

(2) The load factor is taken from Table 5-7.

5-31 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

Table 5-15: Flooding Buckling Evaluation, Sandbed Region, Sensitivity Case 2 Bay 1(')

Bay 3 Bay 5 Bay 7 Bay9 Bay 11 Bay 13(l) Bay 15(') Bay 17(1) Bay 19(1)

R, Shell Radius (in) 420 420 420 420 420 420 420 420 420 420 t, Wall Thickness (in) 0.696 0.950 1.074 1.034 0.993 0.860 0.658 0.711 0.663 0.720 Oy, Yield Strength (ksi) 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 36.3 E, Young's Modulus (ksi) 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 29,000 X, Load Factor(2) 6.965 6.965 6.965 6.965 6.965 6.965 6.965 6.965 6.965 6.965

/alL, Capacity Reduction Factor 0.209 0.229 0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 al, Meridional Compressive Stress (ksi) 11.79 9.46 9.96 10.05 10.21 11.19 11.34 10.14 11.44 12.52 a 2, Hoop Tension Stress (ksi)

.23.33 19.18 17.55 18.10 18.82 21.38 20.86 21.10 25.53 23.15 Pbar 0.485 0.292 0.237 0.254 0.275 0.360 0.459 0.430 0.558 0.466 ap, Capacity Reduction Factor (due to tensile effect) 0.331 0.263 0.235 0.244 0.255 0.291 0.323 0.315 0.348 0.325 a., Modified Capacity Reduction Factor 0.540 0.492 0.473 0.479 0.487 0.514 0.530 0.525 0.555 0.536 A, Parameter(= a k z

/a0) 1.220 0.893 0.903 0.923 0.953 1.104 1.154 1.021 1.219 1.288 T1, Plasticity Reduction Factor 0549 0.684 0.678 0.667 0.652 0.588 -

0.570 0.621 0.5491 0.529 oyi, Theoretical Buckling Stress (ksi) 24.31 22.17 22.24 22.37 22.56 23.55 23.88 23.00 24.30 24.75 SF, Safety Factor 2.06 2.34 2.23 2.23 2.21 2.10 2.11 2.27 2.12 1.98 Notes:

(1) The thickness for these bays corresponds to the locally thinned area.

(2) The load factor is taken from Table 5-7.

5-32 Report No. 0006004.404.RO Structural Integrity Associates, Inc.

Table 5-16: Comparison of Load Factors Base Sensitivity Sensitivity Load Case Region Case Case 1 Case 2 Cylindrical Shell 7.229 7.227 7.224 Upper Spherical Shell 9.800 9.798 9.795 Refueling Middle Spherical Shell 10.652 10.651 10.649 Lower Spherical Shell 11.150 10.506 11.146 Sandbed 11.584 10.506 11.345 Cylindrical Shell 9.148 9.139 9.127 Upper Spherical Shell 14.704 14.664 14.617 Flooding Middle Spherical Shell 14.704 14.664 14.617 Lower Spherical Shell 7.344 7.054 6.992 Sandbed 7.162 7.054 6.965 5-33 I

Structural integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-17: Comparison of Sandbed Region Buckling Safety Factors, Refueling Base Sensitivity Sensitivity Level A/B Region Case Case 1 Case 2 Allowable Bay 1 3.70 3.48 3.63 2.00 Bay 3 3.54 3.21 3.46 2.00 Bay 5 3.56 3.23 3.49 2.00 Bay 7 3.57 3.24 3.50 2.00 Bay 9 3.56 3.23 3.49 2.00 Bay 11 3.69 3.35 3.61 2.00 Bay 13 3.78 3.43 3.70 2.00 Bay 15 3.69 3.35 3.62 2.00 Bay 17 3.67 3.57 3.66 2.00 Bay 19 3.74 3.40 3.68 2.00 5-34 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Table 5-18: Comparison of Sandbed Region Buckling Safety Factors, Flooding Region Base Sensitivity Sensitivity Level C Case Case 1 Case 2 Allowable Bay 1 2.08 2.11 2.06 1.67 Bay 3 2.36 2.35 2.34 1.67 Bay 5 2.25 2.24 2.23 1.67 Bay 7 2.24 2.23 2.23 1.67 Bay 9 2.23 2.22 2.21 1.67 Bay 11 2.12 2.11 2.10 1.67 Bay 13 2.13 2.11 2.11 1.67 Bay 15 2.29 2.28 2.27 1.67 Bay 17 2.14 2.13 2.12 1.67 Bay 19 2.02 2.01 1.98 1.67 5-35 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP-1 SUB =1 TIME=I SZ (AVG)

MIDDLE RSYS=101 DMX -. 195035 SMN =-3411 SMX =9248

-3411

-200 Eigenvalue buckli op I 04 ng I

-597.832 2215 808.734 of refueling loads 5026 7842 3622 6435 9248 (a) Axial Stress NODAL STEP=I SUB =

TIME-1 SY MIDDLE RSYS=I DmX SMN --

Eiqenv NDLSOLUTION SY(AVG)

.195035 8862

-4051

-1181 1688

-2616 253.437 alue buckling of refueling loads 3123 4558 7428 5993 8862 (b) Hoop Stress Figure 5-1: Refueling Buckling Stress, Cylindrical Region, Sensitivity Case 1 5-36 U

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP-1I SUB =1 TIME'=

Sz (AVG)

MIDDLE RSYS-102 IMX =.139655 SMN -3912 SPM -446.011

-3912

-2944

-1975

-1007

-38.224

-3428

-2459

-1491

-522.459 446. 011 Eicenvalue bucklina of refuelina loads (a) Meridional Stress NODAL SOLUTION STEP=1 SUB =1 TIME=1 SY (AVG)

MIDDLE RSYS=102 DMX =.139655 5845 --2522 SMX =2287

-2522

-1453

-384.613 684.095 1753

-1988

-918.967 149.741 1218 2287 Eigenvalue buckling of refueling loads (b) Hoop Stress Figure 5-2: Refueling Buckling Stress, Upper Spherical Region, Sensitivity Case 1 5-37 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEPlI SUB =1 TIME-I sz (AVG)

MIDDLE RSYS-102 SMN -- 4785 SME =1227

-4785

-3449

-211r'1

-776.698 559.301

-4117

-2781

-1445

-108.698 1227 Eigenvalue buckling of refueling loads (a) Meridional Stress NODAL SOLUTION STEP=l SUB =1 TIME=

SY (AVG)

MIDDLE RSYS=102 SMN -- 4454 SME =4610

-4454

-2440

-425!Tm 1589 3603

-3447

-1432 581,79 2596 4610 Eigenvalue buckling of refueling loads (b) Hoop Stress Figure 5-3: Refueling Buckling Stress, Middle Spherical Region, Sensitivity Case 1 5-38 m

Report No. 0006004.404.RO Structural Integrity Associates, Inc.

NODAL SOLUTION STEP-1 SUB =1 TIME=1 SZ (AVG)

MIDDLE DMX -. 124398*

RSYS=102 SMN =-4520 SMX -646.

-4520

-3372

-2224

-1076 72.408

-3946

-2798

-1650

-501.673 646.489 Eigenvalue buckling of refueling loads (a) Meridional Stress NODAL SOLUTION STEP-i SUB =1 TIME=I SY (AVG)

MIDDLE RSYS=102 SMX -422

-1071 105.728 1282 2459 3636

-482.583 694.039 1871 3047 4224 Eigenvalue buckling of refueling loads (b) Hoop Stress Figure 5-4: Refueling Buckling Stress, Lower Spherical Region, Sensitivity Case 1 5-39 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

I NODAL SOLUTION STEP=1 SUB =1 TIME=i SZ (AVG)

MIDDLE RSYS=102 DMX =025 SMX =-572.

=--

-5508

-4411

-3315

-2218

-1121

-4960

-3863

-2766

-1669

-572.646 Eicenvalue buckling of refuelina loads (a) Meridional NODAL SOLUTION STEP=1 SUB =1 TIME=1 SY (AVG)

MIDDLE SMN =-2098 Smx =4598"

-2098

-609.78 878.175 2366 3854

-1354 134.198 1622 3110 4598 Eigenvalue buckling of refueling loads (b) Hoop Stress Figure 5-5: Refueling Buckling Stress, Sandbed Region, Sensitivity Case 1 5-40 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

1urlliL 32IJT SW -1 r.JJ.-1

ý7; (A\\W)

Kilfi-102 LM-.092457

'M 5201

-1210

-5201

-4314

-4*l151

-38711 Eigrvalue tucklim of refuciirm ioacL

-3427

-2540

-209I

-1210 (a) Meridional Stress

!TL 2u.T-a Sy (A\\G) lRSYU-102 LM~ -.092457

ým-2098 ZM -3795

-2098

-7188.147 521.441

-1443

-133.3b3 Eiacnvaluc buckWina 0+/- rctuci~ir ioads 1831 3141 2486 37195 (b) Hoop Stress Figure 5-6: Refueling Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 1 5-41 I

Structural Integrity Associates, inc.

Report No. 0006004.404.RO

r'zJAL S=IJTIG 3,1u-1 TIAt.-1 32 (AW)

W8YD-102 LM~ -. 065&33 4756

ýM-871.243

-4750

-23892

-43524

-3461 Ewinvalue bucklirc of rotuci=- loacL

-3029

-2166

-1303

-2598

-1134

-871.241 (a) Meridional Stress 31113-1 SY (AW)

,*4TT1LE P--r3-102 L1M -. 085633

ýMJ -

1747 OHX -3328

-1747 181

-U18.169 -489508.991 17 Ei~wa~vlue bckij"r of rotuciim-loacL-16237 2765 2.201 3328 (b) Hoop Stress Figure 5-7: Refueling Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 1 Report No. 0006004.404.RO 5-42 V

Structural Integrity Associates, Inc.

NODA\\L 3JUJTIN 3U1m - i S2 (A'A1 PZYS-102 LM4 -. 075364

ýM-4382 6-W.679

-4382

-3561

-2V41

-39,2

-3151 E]Qnvaiue tucklina of rotueolrr loads

-1920

-1099

-2330

-1509 (a) Meridional Stress TJ143-1 UY (AW)

MIX krUY-102 LM~V

-. 075364 LZN-149?

LmV -3380

-1493

-409.718

-951.394 131.438 Egmalue bucklingof retuolin load--

672.854 1756 2839 1214 2297 3380 (b) Hoop Stress Figure 5-8: Refueling Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 1 5-43 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

INr1YL 3anIra 3UU -1 zz (A\\A)

M.,IIE 8psyll-102 L!MV.067 353

-M 4371

-M 572.646

-4371

-.3521

-2683

-3949

-3105 Eiomnvalue bucJlir ot refuoilm ioacis

-1839

-2261

-994.663

-1417

-b'12.64f (a) Meridional Stress SIMJ~

-1 WIM7S-102

[LM -. 067353 LM' -

1207 EMi -3450 I

I

-1207

-171.689 863.14

-689.103 345.726 1381 Eigcnva1uc JacxiLi-,:ot re ue11ng 1oads 1898 2933 2415 3450 (b) Hoop Stress Figure 5-9: Refueling Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 1 5-44 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

Sz (AW3)

LM~ -.059071 SM 4135

.MX -

618.613

-4135

-3353

-2572

-3'144

-2963 Eigqnvalue UcklJ*

fro retu Ji=load-s

-1791

-2181

-1009

-1400

-61A.51 (a) Meridional Stress SLM3 -1 TiW-1 SY (A't)

W-YS-102 LX -. 059071 1074 5!4 -3436

-1074

-71.993 930.241

-573.11 429.124 1431 Eigenvalue bucklinq of retuciinr loads 1932 293b 2434 3436 (b) Hoop Stress Figure 5-10: Refueling Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 1 5-45 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

1flYEAL Scx'ICH S3ub -1 WYSY.-102 L1M -. 06234

ýM-4422 MX-50.635

-4422

-3606

-4014

-3198 Elamaivlue ruckcjirm o rctuLJ=llr oacL h.

9 10.3

-2790

-19714

-115

-1566 (a) Meridional Stress ITMDL SQUJIC Ubl- -1 WMYS-10224 LM 0624 b -

1065 S-3932

-1065 44.993 1155

-510.237 600.22=

Eigmalvjuc tuckli= of refuc.1ir Io~dz 2266 3t26 1711 2b21 3932 (b) Hoop Stress Figure 5-11: Refueling Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 1 5-46 V Structural Integrily Associates, Inc.

Report No. 0006004.404.RO

W3MAL S=JICN bw -1 Tif&-i "Z

(AVW)

MiI1UUY ESYl'J-102 LM-.067228

'M-4726

ýMK -

639.541

-47Z6

-4272 Emonvaiuc Ituckiiro of

-3818

-3364

-2910

-2002

-1094

-1548

-639.54:

(a) Meridional Stress 14rEPL SJUTI2N OUD -1 Tfl4-1 Sy (AW3)

M~I1IL RW3Y-102 LM-.067228

-j 1168 UlMv

-3961 I

-597.89 541.767 Eiam~vaIuL bucJU.irc ot rc+/-,Jollm loadiz 2251 3391 1681 2821 3961 (b) Hoop Stress Figure 5-12: Refueling Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 1 5-47 V

Structural Integrity Associates, inc.

Report No. 0006004.404.RO

Sy1A-1 bw -1 RS2Y0D102 L1'1 -.078938 314 -

4764

ýM-588.846

-47N4

-.3835

-4300 312 Elamv~.1uc buckinjai of refuci=

rD.10

-2909

-1981

-2445

-1053

-i!17 (a) Meridional Stress NMUAL S=UJICN TfrL-1 LMX -.078938

ýM-1451 3W-3815

-1451

-280.389 889.729 2080

-865.449 304. 7 1475 Eigmvaluc bucJllng of re*:u11rn load.s 3230 2645 (b) Hoop Stress Figure 5-13: Refueling Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 1 5-48 a

I Report No. 0006004.404.RO U

trructuraI Integrity Associates, 1nc.

NM~fAL S0UJICN Sz (AWt)

K-YTD-102 LM~1 -.089401 OC-5508 SM-928.21

-5508

-4491

-3473

-2455

-4999

-3982

-2964 Eigenvaiue tucklup of rctuaurn loads

-1437

-1946

-928.Z1 (a) Meridional Stress

['9=A S=ICVI2 ba#3 -1 by (AW~)

WNSY-102 LM-.089401 014' -

1664 1

7

-1664

-272.132 1119

-967.874 423.b11 EigmvalL uc jklirM of refuclu-C loads 2511 3902 1815 320*7 4598 (b) Hoop Stress Figure 5-14: Refueling Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 1 5-49 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

0Z (AW)

MiILE*

KSY'D-102 LM -. 092457 sm -

5239

MX -

1218

-5239

-4345

-3452

-Z559

-1665

-4793

-3899

-3005

-2112

-1218 Eignv&aluc 1cklirg of retuiinig loads (a) Meridional Stress TT?4~-

ly (AVG)

RSS102, M-.09?457

ýM-1760 SW 402b I

I

-1768

-480. 6Y5

-1124 163.095 hiueffivalL*e bucklhm of refuelaxi lodds 806.846 1451 2738 4026 (b) Hoop Stress Figure 5-15: Refueling Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 1 Report No. 0006004.404.RO 5-50 V

Structural Integrity Associates, Inc.

NODAL SOLUTION STEP=I SUB =1 TIME=I SZ (AVG)

MIDDLE RSYS=101 DM -. 430075 SMN =-2610 SMX -1516

-2610

-1693

-776.404 140.582 1058

-2152

-1235

-317.911 599.076 1516 Eigenvalue buckling of flooding loads (a) Axial Stress NODAL SOLUTION STEP=I SUB =1 TIME=l SY (AVG)

MIDDLE RSYS=101 DMX -. 430075 SMN =-3833 SMX =2656

-383

-231 -99.32 4 9.714193

-3833

-2391

-949.321

-3112

-1670 Eigenvalue buckling of flooding loads 492.714

-226.303 1935 1214 2656 (b) Hoop Stress Figure 5-16: Flooding Buckling Stress, Cylindrical Region, Sensitivity Case 1 5-51 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP=1 SUB -1 TIME-1 SZ (AVG)

MIDDLE RSYS-102

=.380796 SMN -- 2647 SMX -2229

-2647

-1563

-479.813 603.834 1687

-2105

-1022 62.01 1146 2229 Eigenvalue buckling of flooding loads (a) Meridional Stress NODAL SOLUTION STEP-i SUB =1 TIME=l SY (AVG)

RSYS-102 MIDDLE DMX =.380796 SMN :-227. 623 SMX =6657

-227.623 1302 2832 4362 5892 537.375 2067 3597 5127 6657 Eigenvalue buckling of floodina loads (b) Hoop Stress Figure 5-17: Flooding Buckling Stress, Upper Spherical Region, Sensitivity Case 1 5-52 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP=1 SUB =1 sz (AVG)

MIDDLE RSYS=I02

=M

.399066, 54

=-4729 S!'41

=4175

-4729

-2751

-772.005 1207 3185

-3740

-1761 217.312 2196 4175 Eigenvalue buckling of flooding loads (a) Meridional Stress NODAL SOLUTION STEP=I SUB =1 TIME=1 SY (AVG)

MIDDLE RYM=.102 M

-.399066 5341 =-1329 SMX =16149

-1329 2555 64 613.076 4497 Eigenvalue buckling of flooding loads 10323 14207 12265 16149 8381 (b) Hoop Stress Figure 5-18: Flooding Buckling Stress, Middle Spherical Region, Sensitivity Case 1 5-53 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP-i SUB =1 TIME-I Sz (AVG)

MIDDLE RSYS-102 DMX=. 399517 SMN-1049 Sm

=657 I

I

-10497

-8600 Eiaenvalue bucklina

-6703

-2909

-4806 of floodina loads 885.296

-1012 2782 4679 6576 (a) Meridional Stress NODAL SOLUTION STEP=I SUB -1 TIME=l SY (AVG)

MIDDLE RSYS=102 DMX =.399517 SMN -2.91 2.91 5026 10048 15071 20094 2514 7537 12560 17582 22605 Eiaenvalue bucklina of tloodina loads (b) Hoop Stress Figure 5-19: Flooding Buckling Stress, Lower Spherical Region, Sensitivity Case 1 5-54 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAL SOLUTION STEP=1 SUB =1 TIME=l Sz (AVG)

MIDDLE RSYS=102 SM*

=1044

-12249

-9295

-6341

-3387

-432.601

-10772

-7818

-4864

-1910 1044 Eigenvalue buckling of flooding loads (a) Meridional NODAL SOLUTION STEP-I SUB =1 TIME=l SY (AVG)

MIDDLE RSYS=102 DMX -.410383 SMN =-3130 SMX =26083

-3130 3362 9854 16345 22837 116.296 6608 13100 19591 26083 Eigenvalue buckling of flooding loads (b) Hoop Stress Figure 5-20: Flooding Buckling Stress, Sandbed Region, Sensitivity Case 1 5-55 V Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

TfliA=1 U2 (AW)

tmIlki, PSYS-102 LM4 -. 410363 SM' - 11804

ýM -656.274 A

r I

I

-11804

-9035

-6266

-10419

-1651 Eiatvaluc bucklna of floodxin loads

-3497

-4882

-'128.194

-2113 656.274 (a) Meridional Stress 308 -1 TiI4Z-1 Z

(AW~)

PHbrYO-102 LM4 -

3130 15!-V -.26083 A

-3130 3362 116.296 6W80 Ei1ganvaiue buckling of flooding 1o~dI 9854 16345 2283-1 13100 19591 (b) Hoop Stress Figure 5-21: Flooding Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 1 5-56 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

NODAYL 32LIrCa 3UM3

-1 Cz (A'.-)

f1l3Yfs-102 Lm-. 376243 tM' - 9450 tM~V -437.639 I

I

-9450

-7252

-8351

-6154 Eicm~ue ic~i~iru of fHozd1rm ioac

-5055

-660.94

-3957

-1"/60 43*1.639 (a) Meridional Stress NODA\\L 3flWICN aui -1 T114E-1 SY (AW)

MTU M-M3->-102 LM 376243

-m 3125

ýMZV

-19182

-3125 1832

-646.216 4311 Elqvaiue bickl of flood=* foacLs 6789 11704 161704 9268 14225 1918Z (b) Hoop Stress Figure 5-22: Flooding Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 1 5-57 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

blLU -1 T1k4.-i SZ (AW~)

RsrYS-102 LM.4 -. 331426 SM-9955

ýM~v -734.863

-9955

-7579

-a'167

--6391 Ekamvaluc buckinar~

ot tlooxr= ioads

-5204

-452.8517734. 863

-4016

-1641 (a) Meridional Stress NMA*'L S*UTIN "UJ -1 TIW-1 55 (A\\Wl RSY' U-102 L

-. 331426 2861 EM -17549

-2861 1674

-593. b3b 3942 Ecor1*alue bucklirm of flood= lons 6210 10745 15281 8418 13013 17649 1/1549 (b) Hoop Stress Figure 5-23: Flooding Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 1 Report No. 0006004.404.RO 5-58 V

Structural Integrity Associates, Inc.

bl-U1 -1 SZ (AW) i/SYS1-102

[LMx-324851

-Z 10044

ýSMi -943.7Cr2

-10044

-7603

-5161

-8823

-b382

-3940 Eigmvyauc bwckijrc o0 flooirc ioads

-2719

-277.194943.102

-1498 (a) Meridional Stress NJ/AL 9=0Nria b31m -1i TilE-1 Ely (AW PSYV.-102 LM.324851

-C 2489 OMX -18097

-2489 2086

-201.635 43*13 Eiomvalu0 buckjar 0+/- +/-icorim ioads 6661 11235 15810 13523 18095 (b) Hoop Stress Figure 5-24: Flooding Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 1 5-59 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

1Nc1YL 3XLJIa1 SIMP-i

~Sui

-1 TIM*-1 Sz (AWg)

M~1111 FIn3~-102 LMX -. 352368 OIJ -

10200

ýM'v -925.?.79

-10200

-7728

-8964

-6492 Eicnvyalue bucklirn ot tIoodn loadis

-5255

-2"183

-310.782 925.379

-4019

-1547 (a) Meridional Stress

~S1J

-1 SY (AW)

H3Yr-J-102 LM4 -. 352368 bM-2482 3Sm -18816

-2482 2251

-115.682 4611 Eigmivaduc buckling ot tioodim loads 6984 11117 16450 9.350 14083 18816 (b) Hoop Stress Figure 5-25: Flooding Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 1 5-60 J

Report No. 0006004.404.RO Structural Integrity Associates, Ifc.

S1112~-1 SW~ -1 T1142-1 P3Ys-102 LM~ -. 371825 S14-11181 SmX -1044i l

-11181

--8464

-9821

-1106 Ei.av&.1ue b.cklim of tioo=im oxis

-5747

-3031 313.97

-4389

-16,12 1044 (a) Meridional Stress T114-1 hs"Y~.-102 LM 3111825

'M 2'ý27

!M1 -21ý79

-2327 2941 Eioemrluo uc k.inaI at flood= ir oad-8209 13417 18745 10843 16111 21379 (b) Hoop Stress Figure 5-26: Flooding Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 1 Report No. 0006004.404.RO 5-61 U

Structural Integrity Associates, Inc.

3Z (AVG)

MIIIE Iksy9l-102 LM-. 371825 SMJ -

11335 SMX -951.474

-1135-8604

-58'14

-99710

-/239 Ei~cvaluo buckliar oft 1oodarc ioads

-3144

-413.648 951.474

-4b09

-1,179 (a) Meridional Stress 14fDAL S=ICria bw31 -1 T114.-l 53y (AW3) tillU1IT KHrYS-102 LI4 371825 91M 2523 SW -2.0850

-2523 2671

'14. 358 5268 Eigmva1uc bucklirp of t.oodM~ loads 13059 18253 10462 Z0850 (b) Hoop Stress Figure 5-27: Flooding Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 1 5-62 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

!3U13-1 TIW-1 RSr.:- 10 2 LM4 -. 374616

ýM-10134 sm -1800. 309

-10134

-8919 Eignvalue buckling ot

-U704

-6489 tUo0ding loadIS

-52"/4

-2844

-414.571

-1629 800.309

-4059 (a) Meridional Stress 1U13 -1 TIME-1SY (A\\K)

PMSY102 LM-.374616 U - 2840

-3V 21096

-2840 2479

-180.358 5139 Ei**anlue buckling of Ilooding loac*

13117 18436 10458 15077 21096 (b) Hoop Stress Figure 5-28: Flooding Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 1 Report No. 0006004.404.RO 5-63 V

Structural Integrity Associates, Inc.

I1fYL *LuJ'rIal W1 =I SAP-1 Tls -1 Sz (A'G)

JSYf':-102 LM* -. 404151 SM -

11441 tM( -658. 365

-11441

-8752

-20097

-'408 Elunvaiue buckling o0 t+/-oing loads

-6063

-33'15

-686

-4"/19

-2030 6!>8.365 (a) Meridional Stress TI'ML 92-I Q

UY (AW)}

gMY3-102 L

=

-. 404151 04

- 2951 SM -25515

-2951 3374 211.45"!

6537 Eiganvalue buckliM o+/- tloodirg loads 97100 16026 22352 12863 19189 25515 (b) Hoop Stress Figure 5-29: Flooding Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 1 5-64 Report No. 0006004.404.RO Vf Structural Integrity Associates, Inc.

E=T~ S=UJIC 02 (A%&,)

WMDY-102 LM -. 410363

~SM4 12249

,M -803.387

-646.834

-2091!

803.38"1

-12249

-9348

-20798

-1898 Eigcnvalue cklinr of floodrg lowis

-6448

-4991

-3547 (a) Meridional Stress 0013 -1 TJIE-1 (A\\K)

LM4 -. 4103831 tM4 -

3124 SW -21955 1

7

-3124 2449

-J331.7]26 5235 Elqcnvauo etuck=ii of fIood= 1oadO 8022 13595 10809 16382 21955 (b) Hoop Stress Figure 5-30: Flooding Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 1 5-65 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

WEA'L S=IC 131T1i~1

$U =1 TIM-1 Sz (AW3)

IW3Yý-101 LM -. 195125

+V -

3411 OM -9248

-3411

-2004 EiacrvAlue bucklina

-597?.821 2215 808.'/U 36:22 ot retuclim loads 5028 7842 6435 9248 (a) Axial Stress NJ1-\\L S=IJTIq 0131 -1 T1JM*-1 Sy (AVW)

1IJDLE FIM0Y-101 LM -195125 014J 4052 SMX -8862 7

1 1

I

-4052

-1182 1588

-2617 253.106 Eanvaluc tucklina ot retuelim loads 4558

.428 3123 5993 (b) Hoop Stress Figure 5-31: Refueling Buckling Stress, Cylindrical Region, Sensitivity Case 2 5-66 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

N=JAL SCtUTICN STEP-1 SUB -1 TIDE-1 SZ (AW)

RSYS-102

[M -. 139764 SfN -- 3914 SE -447.487

-3914

-2944

-1975

-1006

-37.077

-3429

-2460

-1491

-521.r641 447.487 Eigevalue buckling of refuelir* loads (a) Meridional Stress WEIAL S(XflTICNI STEP-1 SUB -I TIMD-I SY (AW)

RSYS-102 MX.139764 SMŽ -2523 M -2288 I

-2523

-1989 Eigenvalue buckling of

-1454

-384.752 684.524

-919.39 149.886 1219 refueling loads 1754 2288 (b) Hoop Stress Figure 5-32: Refueling Buckling Stress, Upper Spherical Region, Sensitivity Case 2 5-67 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

alb -1 TLM-1 Sz (AWA)

ISOM-102 LM~ -. 144227 O- - 4785

,MX -1227

-4'185

-3449

-4117

-2/816 Eilenvajlue =klctimi of rtciuefl~n oads

-2113

-777.174 5

18. 2V5

-109.124 122"7

-1445 (a) Meridional Stress MYL S=1JIN SLO3 -1 TIMl-I SY (AW)

RSYT-102 LMH -. 144227 4454 01mV

-41611

-4454

-2439

-424.93 1589

-3447

-1432 582.281 Eiqcnvalue bucklncr of rofuciin ioadL 3604 4611 4611 (b) Hoop Stress Figure 5-33: Refueling Buckling Stress, Middle Spherical Region, Sensitivity Case 2 5-68 E----

Report No. 0006004.404.RO

.ký rnicwari,rnegrily 4SSOCIawS, InIC.

1NDAL 3JLLJTIN

~UM-1 trz (AWA)

RM3YS-102 LM-. 124578 R-V' - 4560 SI-DC

-645.786 A

/

I I

-4560

-3982 ra9Qnvrilue buckling of

-3403 rotuollg ls

-2246

-1090 61.34

-5ll.106

-1668 (a) Meridional Stress st*Iu -1 TIME-1 INY (A\\K)

LM -. 124578 1077 1M -4230 A

/

-107T 102.242 1282

-487.432 691.916 Eiuovaluc ducklinr of refuciino loads Z461 3640 3051 4250 4230 (b) Hoop Stress Figure 5-34: Refueling Buckling Stress, Lower Spherical Region, Sensitivity Case 2 5-69 Report No. 0006004.404.RO 3U Structural Integrity Associates, Inc.

'1*fr-1 Sz (AW)

RRiYS-102 LM -. 092443 s*l4N

- 5511 bMX - 572.912

-5511

-4414

-4962

-3865 Eigcwvaluc bucklim of retue.lim looLs

-3316

-2219

-1122

-1610

-572.91" (a) Meridional NI3IYL SCrUTICN SY (AW)

I3YUP-102 LJMX -. 092443 b14V -

1968 01

-4602 I

I

-1958

-508.387 951.'712

-1238 221.5b2 Eicnvaduc bucklina of rtuali-n loads 2412 3872 3142 4602 (b) Hoop Stress Figure 5-35: Refueling Buckling Stress, Sandbed Region, Sensitivity Case 2 5-70 J

Report No. 0006004.404.RO Structural Integrity Associates, Inc.

NMAVL aIL1TK2N 1S*U.-1 SW L-1 (Az,)

Flsrb-102 LWC -. 092443 b14-5026 c.M-1229

-502b

-4182

-4604

-3160 Eia~alue tuckli-m of retuciir ioais

-1229

-3338

-2494

-1651

-2916

-2073

-1229 (a) Meridional Stress 1l1qL SJ=fTIQ SLID -1 by (AW~)

!IT Tm RS3YS3-102 LM4 -. 092443 STM' -

1968 TTX-38A9

-1968

-682.365 603.757

-1325

-39.304 1241 Eic~nvaiuc bucklai ot retuclim* loads 1890 3176 2533 3819 (b) Hoop Stress Figure 5-36: Refueling Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 2 5-71 V

Structural Integrity Associates, inc.

Report No. 0006004.404.RO

~Sw -1 T11*-1 Sz (AW) f03Y--102 L1M -.085534 V - 4748

ýM-871.143

-4748

-3886

-3025

-2163

-1302

-4317

-3456

-2594

-1733

-87 1. 143 ELignvalue bucklrig ot rctucinq loaLs (a) Meridional Stress I11lAL aSuIrxa 031f12ý1 S013 -1 T11*-1 SY (AWA)

MIM R1SY0-3102 LM'D -. 0855M4 014M -

1745 014 -3329

-1745

-617."165 5D9."198

-1182

-5>3.98ý3 Eigcnvaluc bucklin Ot retucling loads 1637 2165 1074 2201 3329 (b) Hoop Stress Figure 5-37: Refueling Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 2 5-72 Report No. 0006004.404.RO Structural Integrity Associates, Inc.

bSUb -1 S2 (AWAj tiII1UE RSYS-10 2 LM~V

-.075388

ýM-4383 SM-688.938

-4383

-3562

-3913j

-3152 Ei~ainvaluo bickiirv at retucl=r loads

-2741

-1920

-1099

-2331

-1510

-688.93E (a) Meridional Stress b=1IIA S=gY'CN SL1 -1 T11ME-1 USY (AWG)

MIDDLE, kfY5-102 LM -. 075388 1493 5?i* -3381

-1493

-409.969 673.135

-951.52 131.563 Eignvaluc buckln-g ot retuQiinr loaws 1756 2839 1215 2298 3381 (b) Hoop Stress Figure 5-38: Refueling Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 2 5-73 U

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

Slil-il 02 (A'A)

PZSYU-102 LM4 -. 067377

.3 4372 SM-572.912

-4372

-3528

-2684

-3950

-3106

-2261 Eunvaluc buckla-* ot re-uclim loadls

-1839

-995.045

-1417

-572.912 (a) Meridional Stress SLID ~-1 OUIJ -1 UY (AW3)

R=S,0102 L1MV

-. 067377 SM-1207 bW -3451 I

I

-1207

-171.774 863.392

-689.357 345.809 1381 Eigenvaluc ucklirm o retuclM loadz 1899 2934 2416 3451 (b) Hoop Stress Figure 5-39: Refueling Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 2 5-74 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

KI'iJL 3SLI3TI SW -1 (AW)

RSYS3-102 L1MV

-. 059096 SM-4136

'M-618.685

-4136

-3355

-S145

-2904 Eiacnaivuc bucklnn ot rctuc3ir= 1oxis

-2573

-1791

-1010

-1401 (a) Meridional Stress b=l~

SJUJIC2 SLID -1

.U-Y (AW) m

.059096

-Z 1075 3MX -3437 I

I

-1075

-72.088

-5)73.397/

429.22 Elgvawauc tuckiUnxg of rctuci1rg loads, 930.529 1432 1933 2936 2434 34SI (b) Hoop Stress Figure 5-40: Refueling Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 2 5-75 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

N'IMAL StLJICN TJIU -1 R15YS-102 LM~D

-.062366

!3MJ - 4423 SMX - 751.197

-4423

-3607

-4015i

-3199 Eiacnvaiuc bucklirD of rctuai1ra loads

-1915

-1159

-751.191

-2383

-156",

(a) Meridional Stress InAL S1.ITIO SLJ -1 T1M-1IN M1T I I FLYM-10cY2 LMI -. 062386~

314Ž -

1066

,MX -3933 I

I

-1066 44.836 1156

-510.628 600.3 Eigonvaluc b3ucklin of rebulciJrn loads 2267 2822 3378 3933 (b) Hoop Stress Figure 5-41: Refueling Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-76 V

Structural Integrity Associates, Inc.

TSIM-1 1Z (A'W) t1ILILE RST,;--102 LM~V

-067 312 SM4' 4727

-M 640.707 I

I

-4727

-3819

-2911

-421J

-33b!)

Eiconaluc tucklir of rctucllm 1o&xi

-2003

-1095

-245i

-1549

-640.707 (a) Meridional Stress NODlAL S=IIJT3 U3LU1

-1

.1 (AW) lO3YS-102 uLM -. 067?.12

'M4 1169

~SW4

-3962

-1169

-28.546 1112

-598. W8 541.5>9b Eiqcna.Iuc bcl=i~r of robui1.rm loads 2252 3392 1682 2822 3962 (b) Hoop Stress Figure 5-42: Refueling Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-77 Structural Integrity Associates, Inc.

N'11AL S=UJICN

~Sm -1 T1'JM-1 RS3YU-102 LMV =.079182 S14' - 4767

'M-591.588

-4767

-3839

-4303

-J3375 Eioarwauc bucJUirmof0 retuciiffl oads-

-1983

-1056

-244/

-1b19

-5>91.56E (a) Meridional Stress 3ULU

-1 TIME-1 by (AW)

RSY'3-102 ZV-1454

.,M -3817

-1454

-282.472

-868.087 303.144 E£xcwnalue bucklin=

of retuel=n loaois 888.759 1474 3231 2646 3817 (b) Hoop Stress Figure 5-43: Refueling Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 2 5-78 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

14YnL SClU71rCN (AWt)

ROV13-102 LM-.090198

'M 5511

~3X-940.773

-5511

-4496

-3480

-2464

-5003

-3988

-29o/2 Elgenva1uc 1iucklnm* ot rctuf-ul~r loads

-1449

-1956

-940. *77 (a) Meridional Stress IUflL 3S=TIN ULIU

-1 TilE-1 IN (V~

I1IIj J.

K3Y*3-102 LM-. 090190 UC-1697

'3M -4602 L

-i)7-29b.855 1103

-996.686 402.915t Eicauwaiuc buki m~~r of refuoiir Jlo~Is 2502 3902 1803 3202 4602 (b) Hoop Stress Figure 5-44: Refueling Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 2 5-79 f..

Report No. 0006004.404.RO 41rcrra irneyrn /4M5UGIdW3OIM,

TIM1-1 Sz (AW3)

RSY':-102 LM4 -.092353

ýM-5425

ýM-1218

-5425

-4490

-4954

-4023 Eigcvalue buckling ot retucling i

loas

-3555

-2620

-3088

-2153

-1218 (a) Meridional Stress Z3013 -1 TJJM-1 IN (A\\W)

F83YS-102 LM4 -.092353 bM-1844

-1844

-515.464 813.213

-1180 148.8"15 1418 EignvaJue bucklirg of retuaijnq loads 2142 3471 2806 4135 (b) Hoop Stress Figure 5-45: Refueling Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 2 5-80 J

Report No. 0006004.404.RO Structural Integrity Associates, Inc.

1'McDL S=LJICV bw t-1 RO3Y~-101 LMX -.430349 3-V4 -

2610 3W -1516 01 KN I

I

-2610

-1693

-776.262 140.481 1057

-2151

-1235

-311.891 598.853 Ei unealuo buckliro ot tlJod loados 1516 (a) Axial Stress 3131 -1 TIME-1 SY (AVG) t1ILI1I RSYS-101 LNX :.430349 1H4 3835 SW -2657 4V L:

_;I 1

-- 7

-3835

-2392

-3111

-16,11 E1QcnvaIuc bucklima ot tioxor= loads

-949.595 492.89

-228.352 1214 1935 265V (b) Hoop Stress Figure 5-46: Flooding Buckling Stress, Cylindrical Region, Sensitivity Case 2 5-81 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

I*qI*m S=~YICN TIJ -1 UZ (AW)

R5YOý-102 LM -. 381076

21V-2653 OMX -2236

-2653

-15b7

-2110

-10;4 Eloonvaluc tncklina of flood=r ioacs

-480.52

62. /08 605.93/

1149 2z36 (a) Meridional Stress 3'111-3 1 StM -1 "Y

(A\\&,)

R3Yt:-102 LM -. 381076 314w - 229.891 OMXI -,6660 I

-229.891 1301 2832 535.646 2067 Elgenvalue buc1UaM of 0+/-iodirp ioads 5894 3598 5129 bb60 (b) Hoop Stress Figure 5-47: Flooding Buckling Stress, Upper Spherical Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-82 V

Structural Integrity Associates, Inc.

SILP;-1

ý3LJI -1

'SL (A\\A)

LmV -. 399616

ýM -4182

-4733 372

-271!Z52 6

-770.61b 16 9 1211 Eiqcivaluc buicklinr of t1oodnM ioad 3192 2201 4182 (a) Meridional Stress tNMAL S=rLrICN SLU -1 TIMEf1 SY (AW)

RYS-102 L

-. 399616 m-1328 3M -16152 1

-1328 255b 6441 10325 614.178 4499 8383 12268 EigLmvalue buckling of flooding load 14210 16152 (b) Hoop Stress Figure 5-48: Flooding Buckling Stress, Middle Spherical Region, Sensitivity Case 2 5-83 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

1Z (AW)

RSYS3-102 LM~D

-.400082 S3Mt -

10461 L1m -6584

-10461

-8W13

-8567

-4T/9 Eiajcvaluc IbjcJUina of tico.ir= loads

-2885 902.434

-991.408 2796 4090 6584 (a) Meridional Stress SIMU-1 SUBJ -1 SY (AV;)

gIYS-102 L -. 400082 SM.t -1.483 9MX -22618 A

1.483 5027 25)14 7540 Eigcnvaluc, buickling ot tlooing load 10053 15079 20105 17592 22b18 (b) Hoop Stress Figure 5-49: Flooding Buckling Stress, Lower Spherical Region, Sensitivity Case 2 5-84 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

SIM~k-1 S.-IM -1 TE-121-50-61

-110111-799 Eicmivaluc buckli~rr ot ticoiir Io~d 3478

-4984

-197/1

-464.1891043 (a) Meridional NflAL 3=(N~a StIl3-1 TfrE-1 S3Y (AV¶)

PKYT3-102 L1M -. 41353K

.'-ZV -

3146

'M-255K0 4"W e

-3146

.2 40.564 641.3 Eigmya1uc buckiM~r ot tJcoding 1o5i 15V72 22344 12185 19158 Z5530 (b) Hoop Stress Figure 5-50: Flooding Buckling Stress, Sandbed Region, Sensitivity Case 2 5-85 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

W422L S=LDICN LUb -1 TI.?E-1 Sz (AW)

RK3YS-102 LM~ -. 413422 blV-11787

-11787

-140-9034

-6281 Eigcnvaluc Oicklinq of tloodarq loads

-3528

-'174.944

-4904

-2151 601.55Z (a) Meridional Stress UM ~t-1 SY (A\\W)

HP3YD-102

ýM-1094

~SW

-23327 al I

I

-3094 277'1

-lb8.W82 t'/13 Eicv'al[ue bucklirp of flocodi~ng loads 8648 14520 20391 11!584 17455 23327 (b) Hoop Stress Figure 5-51: Flooding Buckling Stress, Bay 1 Sandbed Region, Sensitivity Case 2 5-86 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

02z (AWg) t1II1LL RsrY0-102 Lt*I

-. 375777

ým-9456 SM~ -438.058

-945()

-7I257

-5058

-835b

-b158 Eligcvaiuc bUCklina o+/- tloodim loads

-2860

-661.25

-3959

-1161 438.058 (a) Meridional Stress 0013 -1 UY (AW)

IOSYS-102 LM~V

-. 375777

.'Mt -

3121

-3121 1834

-643.057 4311 EigcnvaiuL bucklinir of floodix loads 6788 11"743 1669*7 9266 14220 19175 (b) Hoop Stress Figure 5-52: Flooding Buckling Stress, Bay 3 Sandbed Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-87 V

Structural Integrity Associates, Inc.

132 (AW3l Rtm'J-102 LW 33152 SM 9960 I

I

-9960 Eiccvaluc I2Icklir at

-'1583

-f.=95

-5207

-2830

-454. 019'134.191

-4019

-1642 (a) Meridional Stress T1ME-1 Kr1Y-102 LW 33152 LW 2863 3MX -17553

-1 7

-2863 1b'74

-594.b16 3942!

Elgcn'muc buC)Uing ot tiozxlirp 1oadis 6211 0"148 15285 84"19 13016 1/553 (b) Hoop Stress Figure 5-53: Flooding Buckling Stress, Bay 5 Sandbed Region, Sensitivity Case 2 5-88 Report No. 0006004.404.RO IF Structural Integrity Associates, Inc.

NMA~L S=LJIQ'1 SWu

-1

L (AW)

MLUT IKSYS-102 L1MI -. 324936

ýM-10049

ýM -942.995

-10049

-7607

-8828

--6385 Eiacmvauuc ckl: ia-of tJcod= loads

-5164

-2,121

-278. 373 942.995

-3942

-1500(

(a) Meridional Stress T1U~-1 TSUL -1 S3Y (AW)

Mir IU PO n-102 L -. 3249 36

.- V 2490

..M -18102 1

7

-2490 208b

-202.38M 45/4 EUgaTVhLUL buck~iM of floo~d= load,-

11238 15814 8950 13526 18102 (b) Hoop Stress Figure 5-54: Flooding Buckling Stress, Bay 7 Sandbed Region, Sensitivity Case 2 5-89 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

UMP~i-1 bUL -1 RSY,'J-102 LM-. 352481 SMJ -

10206 tM~V -924.465

-1020b

-71/32

-8969

-649t6 EJ.cwvaiuc bLrJklirX at tlooir= load

-5259

-2786 312.219 924.485

-1549 (a) Meridional Stress SM i-1 T1li-1 Sy (AVW)

PI3Y.s-102 LM 352481

-M 2484 I

I

-2484 2251

-116.6"11 4618 Ei naluc tucKlircoat tlood=nr ioacts 6985 11,719 164b4 14086 1882,1 (b) Hoop Stress Figure 5-55: Flooding Buckling Stress, Bay 9 Sandbed Region, Sensitivity Case 2 5-90 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

TWb-1 FI-SY-102 L1MV -. 371998

-11190

-10437 W

-11190

-8412 Eigmvaiuc LuckiUJg of flooding load,-

3035 31b.b41 1043

-4394

-1616 (a) Meridional Stress HILULEI PSY1S-102 14 -23 SW~ -21384

-2330 2940 304.613 5515 EUnmaiuc buckiirn of flood= load,,

8209 13479 10844 18'149 16114 (b) Hoop Stress Figure 5-56: Flooding Buckling Stress, Bay 11 Sandbed Region, Sensitivity Case 2 5-91 Report No. 0006004.404.RO Structural Integrity Associates, Inc.

"LIU -1 Sz (A'W)

RS'J-102 LII

= 37199%

-M 11340

~SM

-947.369

-11340

-8609

-5819

-3148

-417.876

-9975

-1/244

-4514

-1783 947.369 Eigenvatuc bukincldrot +/-looiir* IoacIs (a) Meridional Stress SMUI -1 TIlE-1 UY (AW)

EW3Y'.102 LM~ -. 37 19%8

.2V-2529

ýM

-20861

-2529 2669 69.60.3 5268 Eigmvalue b~ckling ot tlo~u-M loads 7866 13064 18262 10465 15663 20861 (b) Hoop Stress Figure 5-57: Flooding Buckling Stress, Bay 13 Sandbed Region, Sensitivity Case 2 5-92 Report No. 0006004.404.RO V

Structural Integrity Associates, Inc.

Sz (AW 1;zr'J-1OZ LM~1 -

3755

-7910138 I

I

-10138

-892.4 Eicavalue iWickl)Uir of

-/7110

-(A95 flood=rk load"

-5281

-2852

-422.546 791.948

-4066

-1637 (a) Meridional Stress TJIME-1 Sy (A\\K;)

-. 3755 tM4' 2851 11

-21103 I

I

-28512472

-189.51) 51354 EJ.QmwaluC tuckUJLr o+/- tjloodm load,,

18441 10451i 1780 21103 (b) Hoop Stress Figure 5-58: Flooding Buckling Stress, Bay 15 Sandbed Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-93 Structural Integrity Associates, Inc.

N2AL 9uJ'rr SILP-10 LNX -. 411247

.34

- 11444

-11444

_10104o-873 Str Elamva1uc b.uckl=i of fico~dr ioads

-6082

-3401

-/20.1

-4142 620.391 (a) Meridional Stress

!flM\\L SLLJICN TU4-1 ly (AWA)

KHMYS-102 LM'I -411247

-M 2928 SmX -25530

-2928 3395 Z33.b94 bt)58 Elqcnvaluc bicJkarm of ticol=r loads 9720 16044 22368 12882 1T206 2t530 (b) Hoop Stress Figure 5-59: Flooding Buckling Stress, Bay 17 Sandbed Region, Sensitivity Case 2 Report No. 0006004.404.RO 5-94 Structural Integrity Associates, Inc.

SLID -1 T~lbt-I (AW) 111 I1~

Wf.23-102 LM4 -. 413532 0144 -

12518 OMX -623.61

-12518

-9553

-11035

-80,11 Eimnaluc bucklinr ot tioo.r ioals

-3b24

-5106

-2141 823.61 (a) Meridional Stress 0013 -1 TIWE-I SY (A\\X;)

WSYO-102 L1M -. 413532 014M -

3146 014 -23151

-314b 269 E19WMIUC uc kjjUing ot tjooda=r Ioacz 8542 14386 20230 11464 1,308 23151 (b) Hoop Stress Figure 5-60: Flooding Buckling Stress, Bay 19 Sandbed Region, Sensitivity Case 2 5-95 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

6.0 CONCLUSION

S AND DISCUSSIONS A sensitivity study was performed to determine the degree to which uncertainties in the size of modeled thinned areas in the sand bed region of the Oyster Creek drywell shell affect ASME Code margins. Sensitivity Case 1 assesses the sensitivity of the base case discussed in Reference 1 to uncertainties in the thicknesses of locally thinned areas. Sensitivity Case 2 assesses the sensitivity of the base case to uncertainties in the thickness of an entire bay that has relatively thin bays on either side. For the analyzed sensitivity cases, the stress changes in the sand bed region were not significant. Therefore, uncertainties in the size of thinned areas analyzed in this Sensitivity Study do not significantly affect ASME Code margins.

For the load cases examined, the changes in wall thicknesses have only a minimal effect on the resulting buckling safety factors. For Sensitivity Case 1, a 14.4% reduction (696 mils to 596 mils) in the thickness of the locally thinned area resulted in a 9.3% reduction (Bay 3 - max reduction) in the safety factor for the refueling case, from 3.54 to 3.21, and only a 0.9%

reduction (Bay 13 - max reduction) in the safety factor for the post-accident case, from 2.13 to 2.11. Similarly, for Sensitivity Case 2, a 6.1% reduction in thickness of the general area resulted in a 2.3% reduction (Bay 3 - max reduction) in safety factor for the refueling case, from 3.54 to 3.46, and only a 2.0% reduction (Bay 19 - max reduction) in the safety factor for the post accident case, from 2.02 to 1.98. The reason for the biggest drop in the buckling safety factor in Sensitivity Case 1 refueling condition is due to a combination of load factor, capacity reduction factor, and the tensile hoop stress effects. All these factors are dependent on the wall thickness, which has a larger decrease for Sensitivity Case 1. Similar reduction is not observed in the post accident flooding condition is because of the presence of the significant tensile hoop stress, which is beneficial for the buckling condition.

Thus this Sensitivity Study clearly demonstrates that, considering the assumptions identified in Reference 1, even under additional significant changes in local and general area thicknesses, the calculated margin to the specified ASME Code safety factor is not significantly reduced.

6-1 Report No. 0006004.404.RO Vý Structural Integrity Associates, c.

7.0 REFERENCES

1.

SI Report 0006004.403, Revision 0, "Structural Evaluation of the Oyster Creek Drywell Summary Report," January 2009, SI File No. 0006004.403.

2.

ANSYS/Mechanical, Release 11.1 (w/Service Pack 1), ANSYS, January 2007.

3.

ASME Boiler and Pressure Vessel Code,Section III, Class MC, 1989 Edition with Addenda to Winter 1991.

7-1 V

Structural Integrity Associates, Inc.

Report No. 0006004.404.RO

v t e Letter Sequence Other
TAC:MC7624, (Approved, Closed)
Initiation Request, Request, Request, Request, Request, Request, Request Acceptance... Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement, Supplement Administration Withholding Request Acceptance, Withholding Request Acceptance Meeting, Meeting, Meeting, Meeting Questions 24 February 2006 28 September 2005 9 November 2005 28 December 2005 5 January 2006 10 March 2006 20 March 2006 10 March 2006 20 March 2006 20 March 2006 30 March 2006 30 March 2006 30 March 2006 20 April 2006 5 June 2006 11 August 2006 Answers 12 October 2005 26 January 2006 3 February 2006 7 April 2006 7 April 2006 18 April 2006 18 April 2006 18 April 2006 26 April 2006 28 April 2006 1 May 2006 9 May 2006 2 May 2006 18 April 2006 18 April 2006 26 April 2006 18 April 2006 7 April 2006 1 May 2008 5 May 2008 Results Approval Other: ML052690388, ML052850300, ML053250326, ML053410352, ML053410369, ML053410372, ML053420167, ML053460234, ML053470213, ML053470434, ML053500440, ML053540079, ML060200084, ML060320211, ML060370508, ML060410649, ML060600122, ML060660177, ML060690026, ML060690130, ML060830564, ML060830567, ML060870126, ML060870147, ML060890080, ML060930255, ML060940146, ML060950408, ML060960563, ML060960568, ML060960602, ML061010639, ML061010644, ML061010646, ML061020614, ML061020616, ML061020638, ML061030419, ML061070304, ML061070306, ML061070307, ML061070309, ML061070310, ML061070319, ML061070321, ML061070329, ML061070395, ML061070398, ML061070399, ML061070403... further results
MONTHYEAR2002-05-15 [Table View]

RA-09-010, Report No.: 0006004.404, Rev. 0, Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analyses Summary Report

Text

Title:

1.0 INTRODUCTION

6.0 CONCLUSION

7.0 REFERENCES

SUMMARY

1.0 INTRODUCTION

6.0 CONCLUSION

7.0 REFERENCES

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RA-09-010, Report No.: 0006004.404, Rev. 0, Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analyses Summary Report

Text

Title:

1.0 INTRODUCTION

6.0 CONCLUSION

7.0 REFERENCES

SUMMARY

1.0 INTRODUCTION

6.0 CONCLUSION

7.0 REFERENCES

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