ML090270872

Report No.: 0006004.403, Rev. 0, Structural Evaluation of the Oyster Creek Drywell Summary Report.

ML090270872
Person / Time
Site:	Oyster Creek
Issue date:	01/09/2009
From:	Kok S B Structural Integrity Associates
To:	Exelon Generation Co, Exelon Nuclear, Office of Nuclear Reactor Regulation
References
RA-09-010, TAC MC7624 0006004.403, Rev. 0
Download: ML090270872 (268)

Text

Enclosure 1 Three-Dimensional Structural Analysis Results -Base Case DBl/62489135.1 Report No.: 0006004.403 Revision No.: 0 Project No.: 0006004 January 2009 Structural Evaluation of the Oyster Creek Drywell Summary Report Prepared for: Exelon Nuclear Contract # 01002562, Release # 0016 Chicago, Illinois Prepared by: Structural Integrity Associates, Inc.San Jose, California Prepared by: Date: 01/09/09 Soo Bee Kok Reviewed by: Approved by:.Stan Tang, P.E.Date: 01/09/09 Date: 01/09/09 Marcos Legaspi Herrera, P.E.1 .Structural Integrity Associates, Inc.

REVISION CONTROL SHEET Document Number: 0006004.403 Title: Structural Evaluation of the Oyster Creek Drywell Summary Report Client: Exelon Nuclear SI Project Number: 0006004.00 Quality Program: [ Nuclear F! Commercial Section Pages Revision Date Comments i -xiii 0 01/09/09 Initial Issue 1.0 1-1 3 2.0 2-1-2-6 3.0 3-1-3-11 4.0 4-1 34 5.0 5-1 38 6.0 6-1 59 7.0 7-1 24 8.0 8-1 60 9.0 9-1-9-12 10.0 10-1 2 11.0 11-1-11-4 Structural Integrity Associates, Inc.

Table of Contents Section Page EXECUTIVE

SUMMARY

....................................................................

xiii

1.0 INTRODUCTION

...............................................................................

1-1 2.0 DRY WELL DESCRIPTION

..................................................................

2-1 2.1 Top Head .....................................................................................

2-1 2.2 Upper Cylindrical Shell.....................................................................

2-2 2.3 Knuckle 2-3 2.4 Spherical Shell...............................................................................

2-3 2.5 Bottom Head.................................................................................

2-5 2.6 Vent Lines, Headers and Downcomers

....................................................

2-5 2.7 Material Specifications......................................................................

2-6 2.8 Penetrations

..................................................................................

2-6 3.0 DRYWELL THICKNESS DESCRIPTION................................................

3-1 4.0 FINITE ELEMENT MODEL.................................................................

4-1 4.1 Finite Element Modeling ...................................................................

4-1 5.0 LOADING ........................................................................................

5-1 5.1 System Description and Operation.........................................................

5-1 5.2 Original Design Parameters

................................................................

5-2 5.3 Original Design Loadings...................................................................

5-3 5.3.1 Description of Loads....................................................................

5-4 5.3.2 Load Combinations Used in the Design of the Drywell and Vent System ........ 5-6 5.3.3 Load Conditions and Combinations Used in Oyste r Creek Drywell Evaluation 5-9 5.3.4 Design Pressure and Temperature....................................................

5-9 5.3.5 Operating Pressure and Temperature

..............................................

5-10 5.3.6 Gravity and Live Loads ...............................................................

5-10 5.3.7 Vent Thrust .............................................................................

5-13 5.4 Penetrations.................................................................................

5-13 5.5 Penetration Piping Loads..................................................................

5-14 5.6 Hydrostatic Loads..........................................................................

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5.6.1 Refueling

Conditions

..........................................................................................

5-14 5.6.2 Post Accident Flooding Conditions

...................................................................

5-14 5.7 Seism ic Loads .............................................................................................................

5-14 5.7.1 Response Spectrum ............................................................................................

5-15 5.7.2 Seism ic Anchor M ovements ...............................................................................

5-16 5.7.3 Critical D amping Values ...................................................................................

5-18 6.0 FIN ITE ELEM ENT STR ESS ANALY SIS ...................................................................

6-1 6.1 LOAD IN G INPU T ........................................................................................................

6-1 6.2 A SSUM PTION S ...........................................................................................................

6-1 6.3 BOUN DA RY CON DITION S ......................................................................................

6-2 6.3.1 Bottom Head Structural and Thermal Boundary Conditions

..............................

6-2 6.3.2 Star Truss Boundary Conditions

..........................................................................

6-4 6.3.3 Vent H eader Boundary Conditions

......................................................................

6-5 6.4 AN ALY SIS LOAD CA SES .........................................................................................

6-5 6.4.1 Pressure / Temperature

........................................................................................

6-5 6.4.2 Gravity Loads .......................................................................................................

6-6 6.4.3 M echanical and Live Loads .................................................................................

6-9 6.4.4 Refueling Loads .................................................................................................

6-10 6.4.5 Flood Loads .......................................................................................................

6-10 6.4.6 Jet Loads ............................................................................................................

6-10 6.4.7 Seism ic Anchor M ovements ...............................................................................

6-11 6.4.8 M odal Analysis /Response Spectrum ................................................................

6-11 6.5 AN ALY SIS RESULTS ..............................................................................................

6-13 6.5.1 Pressure .............................................................................................................

6-13 6.5.2 Thermal ..............................................................................................................

6-14 6.5.3 Gravity Loads .....................................................................................................

6-14 6.5.4 M echanical and Live Loads ..............................................................................

6-14 6.5.5 Refueling

............................................................................................................

6-15 6.5.6 Flooding .............................................................................................................

6-15 6.5.7 OBE Seism ic Anchor M ovements .......................................................................

6-15 6.5.8 Seism ic Loads .....................................................................................................

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6.5.9 External

Piping OBE Loads ..........................................................

6-18 6.5.10 External Piping SSE Loads...........................................................

6-18 6.5.11 External Piping Thermal Loads......................................................

6-18 6.5.1 2 Flooding SSE Seismic Anchor Movements

.........................................

6-18 7.0 ASME CODE STRESS EVALUATION

....................................................

7-1 7.1 ASME Code Requirements...................................................................

7-1 7.2 Stress Intensity Allowables...................................................................

7-1 7.3 Load Combinations............................................................................

7-2 7.4 ASME Section III Subsection MC Code Evaluation

......................................

7-3 7.5 Fatigue Evaluation

............................................................................

7-5 7.6 Code Reconciliation...........................................................................

7-6 8.0 BUCKLING EVALUATION

.................................................................

8-1 8.1 ASME Buckling Rules........................................................................

8-1 8.2 Methodology

...................................................................................

8-2 8.3 Capacity Reduction Factor....................................................................

8-3 8.3.1 Spherical Shell ..........................................................................

8-3 8.3.2 Cylindrical Shell ........................................................................

8-4 8.4 Plasticity Reduction Factor...................................................................

8-5 8.5 Buckling Load Cases ..........................................................................

8-6 8.5.1 Limiting Cases ..........................................................................

8-6 8.6 Analysis ........................................................................................

8-7 8.7 Results.........................................................................................

8-7 8.7.1 Capacity Reduction Factor..'..........................................................

8-7 8.7.2 Buckling Mode and Load Factor......................................................

8-8 8.8 Buckling Stress and Safety Factor..........................................................

8-10 8.8.1 Refueling Case.........................................................................

8-10 8.8.2 Flooding Case .........................................................................

8-11 8.9 Discussions and Conclusions

...............................................................

8-12 9.0 PENETRATION EVALUATION

............................................................

9-1 9.1 Design of Penetrations

........................................................................

9-1 9.2 Code Requirements for Openings and Reinforcements

...................................

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9.3 9.4 9.5 9.6 9.7 9.8 10.0 11.0 9.2.1 Section VIII, 1962 Edition ....................................................................................

9-3 9.2.2 Section VIII, 1989 Edition ....................................................................................

9-4 9.2.3 Section III, 1989 Edition ......................................................................................

9-5 Code Com pliance ..........................................................................................................

9-5 A rea of Reinforcem ent Requirem ents ..........................................................................

9-6 Area of Reinforcem ent Calculation

..............................................................................

9-7 Area of Reinforcem ent Calculation Results .................................................................

9-7 Code Reconciliation

......................................................................................................

9-8 D iscussions and Conclusions

........................................................................................

9-9 SUM M ARY AND CO N CLU SIO N S ............................................................................

10-1 REFEREN CES ..............................................................................................................

11-1 vi V Structural Integrity Associates, Inc.Report 0006004.403.RO List of Tables Table Page Table 3-1: Regions other than the Sandbed [4] ..........................................................................

3-4 Table 3-2: Sandbed Region General Area Thicknesses

[4] ........................................................

3-5 Table 3-3: Summary of Oyster Creek Drywell Thicknesses For Use In Analysis .....................

3-6 Table 3-4: Local Thinned Area Modeling ..................................................................................

3-6 Table 4-1: Major Components and Dimensions

.........................................................................

4-7 T able 4-2: T ypical M esh Size .....................................................................................................

4-9 T able 5-1: Jet F orce L oads [5] ..................................................................................................

5-19 Table 5-2: G ravity and Live Loads [5] .....................................................................................

5-19 T able 5-3: D ryw ell Penetrations

...............................................................................................

5-20 T able 5-4: Penetrations by Size ................................................................................................

5-24 Table 5-5: Penetration Size for Reinforcement Requirement

...................................................

5-25 Table 5-6: Penetrations with Piping Loads ...............................................................................

5-25 Table 5-7: OBE Seismic Anchor Movements at Star Truss Male Lug Elevation Calculated From R eferen ce 2 0 ......................................................................................................................

5 -2 5 Table 5-8: Post Accident Seismic Anchor Movements at Star Truss Male Lug Elevation, [20]5-26 Table 5-9: Damping Values (Percent of Critical Damping) [19] .............................................

5-26 T able 6-1: A nalysis Load C ases ...............................................................................................

6-19 Table 6-2: Suggested Pipe Support Spacing [39] .....................................................................

6-20 Table 6-3: Total Gravity Loads on Penetration due to Attached Piping and Valve .................

6-21 Table 6-4: Nozzles with Applied Valve Weight .......................................................................

6-22 Table 6-5: Calculation of Added Water Mass ................................

6-23 Table 6-6: Refueling Mode Frequencies

...................................................................................

6-24 Table 6-7: Summary of Participation Factor and Effective Masses for Refueling

...................

6-25 Table 6-8: Flooding Mode Frequencies

....................................................................................

6-26 Table 6-9: Summary of Participation Factor and Effective Masses for Flooding ....................

6-27 Table 7-1: Summary of Stress Intensity Limit ............................................................................

7-8 Table 7-2: Code Allowable Stress Intensities

.............................................................................

7-9 T able 7-3: M aterial Strength .....................................................................................................

7-10 Table 7-4: Code Allowable Stress Intensities

...........................................................................

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Table 7-5: Classification of Stress Category ............................................................................

7-13 T able 7-6: Load C om binations

.................................................................................................

7-15 Table 7-7: Code Evaluation, Load Combination LC5, Refueling, Level A/B .........................

7-16 Table 7-8: Code Evaluation, Load Combination LC6, Refueling, Levels A/B ........................

7-17 Table 7-9: Code Evaluation, Load Combination LC9, Post-Accident Flooding, Level C ....... 7-18 Table 7-10: Code Evaluation, Load Combination LClO, Post Accident Flooding ..................

7-19 Table 7-11: Conditions Stipulated for not Requiring Analysis for Cyclic Service per ASME C ode Subparagraph N E-3221.5 .........................................................................................

7-20 Table 8-1: Capacity Reduction Factor Under Uniaxial Compression

......................................

8-14 Table 8-2: Refueling Case Load Factors and Maximum Displacements

.................................

8-15 Table 8-3: Flooding Case Load Factors and Maximum Displacements

...................................

8-19 T able 8-4: B uckling L oad Factor ..............................................................................................

8-23 Table 8-5: Refueling Buckling Evaluation (except Sandbed Region) ......................................

8-24 Table 8-6: Flooding Buckling Evaluation (except Sandbed Region) .......................................

8-25 Table 8-7: Refueling Buckling Evaluation, Sandbed Region ...................................................

8-26 Table 8-8: Flooding Buckling Evaluation, Sandbed Region ....................................................

8-27 Table 8-9: Summary of Buckling Safety Factors ..............................

8-28 Table 9-1: Area Reinforcement Calculation Results ................................................................

9-10 Table 9-2: Penetration Size Not Requiring Area Reinforcement

.............................................

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List of Figures Figur~ePg Eu,,e Figure 1-1: Oyster Creek Containment Schematic

.....................................................................

1-3 Figure 3-1: B ay 1 2006 [4] .........................................................................................................

3-7 Figure 3-2: B ay 13 2006 [4] ........................................................................................................

3-8 F igure 3-3: B ay 15 2006 [4] ........................................................................................................

3-9 Figure 3-4 : B ay 19 2006 [4] ......................................................................................................

3-10 F igure 3-5: B ay 17 2006 [4] ......................................................................................................

3-11 Figure 4-1: Elevation View of Model Assembly ......................................................................

4-10 Figure 4-2: Isometric View of Model Assembly ......................................................................

4-11 Figure 4-3: Top View of Model Assembly ...............................................................................

4-12 Figure 4-4: Over all Cut-out View of the Top Head and Cylindrical Shell ..............

4-13 Figure 4-5: Elliptical Dome, Top Flange and Bottom Flange Assembly ................................

4-14 Figure 4-6: Knuckle Region Assembly Showing Weld Pad .....................................................

4-15 Figure 4-7: Stabilizer

("Star Truss") Assembly .................................

4-16 Figure 4-8: Cut out View of Cylindrical Shell Showing Inside Details ...................................

4-17 Figure 4-9: Isometric View of Inside of Spherical Shell .........................................................

4-18 Figure 4-10: Sectional View of Spherical Shell .......................................................................

4-19 Figure 4-11: Sectional View Showing Welding Pads and Vent Pipe Flanges .........................

4-20 Figure 4-12: Sandbed R egion ...................................................................................................

4-2 1 Figure 4-13: Sandbed Region including Locally Thinned Areas .....................

4-22 Figure 4-14: Penetrations with Reinforcing Plates ...................................................................

4-23 Figure 4-15: Penetrations with Insert Plates ....................................

4-24 Figure 4-16: Trench 5 and Trench 17 Excavations

...................................................................

4-25 Figure 4-17: Vent Pipe Deflector Plates ...................................................................................

4-26 Figure 4-18: Elevation View of Finite Element Model ............................................................

4-27 Figure 4-19: Top View of Finite Element Model .....................................................................

4-28 Figure 4-20: Bottom View of the Finite Element Mode ...........................................................

4-29 Figure 4-21: Locally Thinned Area in Bay 1 ............................................................................

4-30 Figure 4-22: Locally Thinned Area in Bay 13 ..........................................................................

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Figure 4-23: Locally Thinned Area in Bay 15 ..........................................................................

4-32 Figure 4-24: Locally Thinned A rea in Bay 17 ..........................................................................

4-33 Figure 4-25: Locally Thinned A rea in Bay 19 ..........................................................................

4-34 Figure 5-1: Primary Containment Pressure Following Recirculation Line Break ....................

5-27 Figure 5-2: Drywell Temperature Response Following Recirculation Line Break ..................

5-27 Figure 5-3: Static and Seismic Loading on Drywell [5] ...........................................................

5-28 Figure 5-4: Static and Seismic Loading on Drywell [5] ...........................................................

5-29 Figure 5-5: Application of Loads P1, P2, P3 and P4 From Reference 1 ..................................

5-30 Figure 5-6: Seismic Response Spectra, OBE, Elevation, 10'-3", N-S Direction

....................

5-31 Figure 5-7: Seismic Response Spectra, OBE, Elevation 10'-3", E-W Direction

.....................

5-32 Figure 5-8: Seismic Response Spectra, OBE, Elevation 10'-3", Vertical Direction

................

5-33 Figure 5-9: Seismic Response Spectra, OBE, Elevation 82'-9", N-S Direction

......................

5-34 Figure 5-10: Seismic Response Spectra, OBE, Elevation 82'-9", E-W Direction

...................

5-35 Figure 5-11: Response Spectra, OBE, Elevation 82'-9", Vertical Direction

............................

5-36 Figure 5-12: Flooded Response Spectra, at Drywell Elevation 10'-3" ........................

5-37 Figure 5-13: Flooded Response Spectra, at Drywell Elevation 82'-9" ....................................

5-38 Figure 6-1: O yster Creek Bottom H ead ........................................................................

.............

6-28 Figure 6-2: Oyster Creek Bottom Head with Sandbed Region .................................................

6-29 Figure 6-3: Oyster Creek Reactor Building First Floor ............................................................

6-30 Figure 6-4: Therm al Boundary Conditions

...............................................................................

6-31 Figure 6-5: Displacement Boundary Condition Illustration

.....................................................

6-32 Figure 6-6: Displacement Boundary Condition Illustration in Bay 5 ..................

6-33 Figure 6-7: Displacement Condition Illustration in Bay 17 ......................................................

6-34 Figure 6-8: Bottom Head Displacement Boundary Condition

.................................................

6-35 Figure 6-9: Star Truss Connection to Shield W all ....................................................................

6-36 Figure 6-10: Star Truss M ale Lug Configuration

.....................................................................

6-37 Figure 6-11: Star Truss Displacement Boundary Condition

.....................................................

6-38 Figure 6-12: Vent Header Displacement Boundary Conditions

...............................

I ...............

6-39 Figure 6-13: Vent Header Displacement Boundary Conditions

...............................................

6-40 Figure 6-14: Refueling Loads as Applied in the Model ...........................................................

6-41 Figure 6-15: Stress Intensity Distribution due to 44 psi Internal Pressure ...............................

6-42 x V Structural Integrity Associates, Inc.Report 0006004.403.RO Figure 6-16: Stress Intensity Distribution due to 2 psi External Pressure........................

6-43 Figure 6-17: Steady State Temperature Distribution

...............................................

6-44 Figure 6-18: Stress Intensity Distribution, Steady State Thermal at 150'F ......................

6-45 Figure 6-19: Stress Intensity Distribution, Steady State Thermal at 292'F ......................

6-46 Figure 6-20: Stress Intensity Distribution, Gravity Loads .........................................

6-47 Figure 6-21: Application of Mechanical and Live Loads ..........................................

6-48 Figure 6-22: Stress Intensity Distribution, Mechanical and Live Loads .........................

6-49 Figure 6-23: Stress Intensity Distribution, Refueling

....................

..........................

6-50 Figure 6-24: Hydrostatic Pressure Distribution due to Flooding..................................

6-51 Figure 6-25: Membrane Stress Distribution, Flooding.............................................

6-52 Figure 6-26: Stress Intensity Distribution, Seismic Anchor Movements.........................

6-53 Figure 6-27: Stress Intensity Distribution, OBE E-W Response Spectrum ......................

6-54 Figure 6-28: Stress Intensity Distribution, OBE N-S Response Spectrum.......................

6-54 Figure 6-29: Stress Intensity Distribution, OBE Vertical Response Spectrum .............

.....6-55 Figure 6-30

Stress Intensity Distribution, OBE Resultant Stress.................................

6-55 Figure 6-3 1: Stress Intensity Distribution, Flooding SSE E-WS Response Spectrum..........

6-56 Figure 6-32: Stress Intensity Distribution, Flooding SSE N-S Response Spectrum ............

6-56 Figure 6-33: Stress Intensity Distribution, Flooding SSE Vertical Response Spectrum ......6-57 Figure 6-34: Stress Intensity Distribution due to OBE N-S Response Spectrum................

6-57 Figure 6-3 5: Stress Intensity Distribution, External Piping OBE Loads .........................

6-58 Figure 6-3 6: Stress Intensity Distribution, External Piping SSE Loads..........................

6-58 Figure 6-37: Stress Intensity Distribution, External Piping Thermal Loads.....................

6-59 Figure 6-3 8: Stress Intensity Distribution, Flooding SSE Seismic Anchor Movements

......6-59 Figure 7-1: Stress Intensity Limits for Design Conditions.........................................

7-21 Figure 7-2: Stress Intensity Limits for Levels A and B............I.................................

7-22 Figure 7-3: Stress Intensity Limits for Level C .....................................................

7-23 Figure 7-4: Stress Intensity for Level D .............................................................

7-24 Figure 8- 1: Capacity Reduction Factors for Local Buckling of Stiffened and Unstiffened Spherical Shells [24]..............................................................................

8-29 Figure 8-2: Identification of Bay Numbers in the Sandbed Region ..............................

8-30 Figure 8-3: Refueling Buckling Stress, Cylindrical Region .......................................

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Figure 8-4: Refueling Buckling Stress, Upper Spherical Region .............................................

8-32 Figure 8-5: Refueling Buckling Stress, Middle Spherical Region ...........................................

8-33 Figure 8-6: Refueling Buckling Stress, Lower Spherical Region .............................................

8-34 Figure 8-7: Refueling Buckling Stress, Sandbed Region .........................................................

8-35 Figure 8-8: Refueling Buckling Stress, Bay 1 Sandbed Region ...............................................

8-36 Figure 8-9: Refueling Buckling Stress, Bay 3 Sandbed Region ..............................................

8-37 Figure 8-10: Refueling Buckling Stress, Bay 5 Sandbed Region .............................................

8-38 Figure 8-11: Refueling Buckling Stress, Bay 7 Sandbed Region .............................................

8-39 Figure 8-12: Refueling Buckling Stress, Bay 9 Sandbed Region .............................................

8-40 Figure 8-13: Refueling Buckling Stress, Bay 11 Sandbed Region ...........................................

8-41 Figure 8-14: Refueling Buckling Stress, Bay 13 Sandbed Region ...........................................

8-42 Figure 8-15: Refueling Buckling Stress, Bay 15 Sandbed Region ...........................................

8-43 Figure 8-16: Refueling Buckling Stress, Bay 17 Sandbed Region ...........................................

8-44 Figure 8-17 Refueling Buckling Stress, Bay 19 Sandbed Region ............................................

8-45 Figure 8-18: Flooding Buckling Stress, Cylindrical Region ....................................................

8-46 Figure 8-19: Flooding Buckling Stress, Upper Spherical Region ............................................

8-47 Figure 8-20: Flooding Buckling Stress, Middle Spherical Region ...........................................

8-48 Figure 8-21: Flooding Buckling Stress, Lower Spherical Region ............................................

8-49 Figure 8-22: Flooding Buckling Stress, Sandbed Region .........................................................

8-50 Figure 8-23: Flooding Buckling Stress, Sandbed Bay 1 ...........................................................

8-51 Figure 8-24: Flooding Buckling Stress, Sandbed Bay 3 ...........................................................

8-52 Figure 8-25: Flooding Buckling Stress, Sandbed Bay 5 ...........................................................

8-53 Figure 8-26: Flooding Buckling Stress, Sandbed Bay 7 ...........................................................

8-54 Figure 8-27: Flooding Buckling Stress, Sandbed Bay 9 ...........................................................

8-55 Figure 8-28: Flooding Buckling Stress, Sandbed Bay 11 .........................................................

8-56 Figure 8-29: Flooding Buckling Stress, Sandbed Bay 13 ........................

8-57 Figure 8-30: Flooding Buckling Stress, Sandbed Bay 15 .........................................................

8-58 Figure 8-3 1: Flooding Buckling Stress, Sandbed Bay 17 .........................................................

8-59 Figure 8-32: Flooding Buckling Stress, Sandbed Bay 19 .........................................................

8-60 xii V Structural Integrity Associates, Inc.Report 0006004.403.RO EXECUTIVE

SUMMARY

This summary report presents the results of the finite element structural analysis of the primary containment drywell shell at the Oyster Creek Nuclear Generating Station (Oyster Creek). This structural analysis uses modem updated methods, which provide the following benefits compared to the previous evaluation: " Detailed full three dimension (3-D) representation of the finite element model, which comprises approximately 406,000 elements and 400,000 nodes." Eliminates conservative assumptions made in earlier evaluations to better represent the actual structure configuration and loading.* Advanced computer machine capable of solving large analyses quickly.* Advanced computer software capable of performing complex analyses.This analysis captures the current condition of the drywell shell, both inside and outside the sandbed region, as defined by the ultrasonic (UT) thickness measurements taken during the 2006 refueling outage (which were confirmed during the 2008 refueling outage), along with conservative thickness estimates for areas between UT thickness measurement locations.

This analysis, therefore, models the drywell thicknesses realistically, but maintains some conservatism.

The evaluation presented in this report uses assumptions that introduce some conservatisms (and thus additional margin) into the analysis and results. These include conservatisms in geometry, wall thickness, loads, load combinations and allowable stresses.

These conservatisms are discussed throughout this report.The analysis concludes that the buckling safety factors for all regions of the drywell shell meet the ASME Code requirements by an adequate margin.In summary, the minimum sandbed region buckling safety factors (SF) are:* Refueling:

SF = 3.54, which exceeds Level A/B required SF of 2.00.* Flooding:

SF = 2.02, which exceeds Level C required SF of 1.67 (and the Level D required SF of 1.34).xiii Report 0006004.403.RO Structural Integrity Associates, Inc.

1.0 INTRODUCTION

This summary report presents the results of the three-dimensional (3-D) finite element structural analysis of the primary containment drywell shell at the Oyster Creek Nuclear Generating Station (Oyster Creek). This structural analysis uses modem updated methods and drywell shell thickness data collected during the 2006 refueling outage to better quantify the margin that exists above the ASME Boiler and Pressure Vessel Code (ASME Code) required minimum for buckling.

This report presents the base case analysis.

Separate companion reports present sensitivity studies that determine the degree to which uncertainties in the size of thinned areas affect ASME Code margins.Oyster Creek began operation in 1969. The Chicago Bridge and Iron Company designed the Oyster Creek drywell shell [1]. In the 1980s, the licensee identified that the presence of water from the reactor cavity, along with sand (acting to keep the water .in direct contact with an uncoated drywell shell) and improper sandbed drainage had caused corrosion of the exterior of the drywell shell in an area known as the sandbed region. The sandbed region sits between approximately elevations 8'11" and 12'3" (Figure 1-1). This portion of the shell was designed with a sandbed on the exterior to provide structural support as the shell transitions from being embedded in concrete on both sides below an approximate elevation of 8'11" to being embedded only on the interior above that elevation.

The corrosion was not evenly distributed either among or within the ten sections of bays that make up the sandbed region. In general, corrosion was greatest in the vicinity of the torus vent headers. This is an area of generally lower stress because these vent headers and their reinforcing plates stiffen the shell and reduce the stresses in their influence zone. In addition, there was an air-water interface located near the top of the sandbed region between approximately elevations 11' and 12', above which there was virtually no corrosion.

For reference, the as-designed thickness of the drywell shell in the sandbed region is 1.154". The uneven distribution of corrosion resulted in maximum general average metal loss of about 0.35" in part of Bay 19. Some bays exhibited almost no observable corrosion.

Report 0006004.403.RO 1-1 V Structural Integrity Associates, Inc.

The licensee took multiple mitigating actions in the 1980s and early 1990s to address the corrosion problem, including removal of the sand and application of an epoxy coating system on the exterior surface of the drywell shell in the sand bed region. Ultrasonic (UT) thickness measurements collected since 1992, coupled with visual inspections of the epoxy coating system, demonstrate that corrosion of the exterior of the drywell shell in the sandbed region has been arrested.In the early 1990s, General Electric (GE) was retained to analyze the structural integrity of the drywell shell [2]. The GE analyses were based on a 360 slice of the drywell shell. The NRC-approved minimum thickness acceptance criteria for the sandbed region of the drywell shell are based on the analyses performed by GE. This 3-D finite element structural analysis does not alter those criteria, but merely uses modem updated methods to better quantify the margin that exists above ASME Code required minimum for buckling.The base case analysis presented in this report is designed to model the current condition of the drywell shell. In the sandbed region, the current condition is defined by the UT thickness measurements taken during the 2006 refueling outage (Measurements were also taken during the 2008 refueling outage. The results of these measurements confirm the measurements used in this analysis.), along with conservative thickness estimates for areas between UT thickness measurement locations.

The base case therefore models drywell thickness realistically, but maintains some conservatism.

In this analysis, the remainder of the drywell shell, outside the sandbed region, is also modeled in a detailed fashion. This detail includes:

head connection detail (including bolts), vent lines, penetrations, access hatch, detailed knuckle representation, weld pads/supports and other support structures.

This detailed model shows the drywell to be a non-symmetric structure that is more realistically analyzed with a three-dimensional model such as the model presented in this report.The evaluation presented in this report uses several assumptions that introduce conservatism and thus margin into the analysis and results. These include conservatisms in geometry, wall thickness, loads, load combinations and allowable stresses.

These conservatisms are discussed throughout this report.1-2 V Structural Integrity Associates, Inc.Report 0006004.403.R0

'--Concrete embedment-¶llftiA~nnt Figure 1-1: Oyster Creek Containment Schematic 1-3 V Structural Integrity Associates, Inc.Report 0006004.403.RO

2.0 DRYWELL

DESCRIPTION Oyster Creek is a GE boiling water reactor (BWR) with a Mark I containment design as shown in Figure 1-1. The overall drywell general plan is obtained from Reference

3. The drywell is an inverted light bulb shaped containment vessel housing the primary nuclear vessel, the reactor coolant recirculation system, control rod drives and other primary systems. The drywell is connected to the suppression pool (torus) via 10 vent headers. Under accident conditions the primary objective of the drywell is to contain and channel reactor coolant flow to the tows, through the vent headers. The torus contains a suppression pool and gas space for the reduction of pressure by condensation and for containment of the reactor system coolant.The major components in the drywell are the elliptical top head, cylindrical shell, spherical shell, vent lines with vent headers and downcomers and a suppression chamber (torus). There are 208 penetrations, including the vent lines, in the drywell shell.The following sections provide a general description of the significant components and dimensions in the drywell. All of these components listed below have been included in the finite element model. All dimensions are obtained from Reference 3.2.1 Top Head The top head consists of a 2:1 elliptical head with a cylindrical section. The inside radius of the head is 16'-5 15/16". The height of the head is 8'-2 15/16". The thickness of the head is 1 3/16".The cylindrical portion of the top head is comprised of two sections, one portion above the bolt flange assembly, and the other is below the bolt flange assembly.

The height of the cylindrical shell that is above the bolt flange assembly is 4'- 9". The cylindrical shell joining the elliptical head and the bolt flange assembly has a nominal wall thickness of 1 1/2/2".2-1 4P Structural Intearity Associates Inc Report 0006004.403.RO The bottom portion of the cylindrical portion of the top head is the bolt-flange assembly.

At the bottom of the cylindrical shell top head is the upper flange assembly with a diameter of 397 1/4".The upper flange stiffeners are on the inside diameter, with a thickness of 2 1/4" and 5 1/2/2" wide.The upper flange bolting ring assembly is on the outside diameter with a thickness of 2 1/4" and 51/2". The bolt ring assembly has 96 eyebolts with a diameter of 2 1/2/", 3'-9" in length, evenly distributed around the circumference.

The radius to the bolt hole centerline is 16'-10 V2" (measured from the drywell centerline).

Vertical stiffeners, 3/" thick are located next to the bolt holes.2.2 Upper Cylindrical Shell The upper cylindrical shell extends from an elevation of approximately 71 '-2" to 94'-9". It has an inside diameter for 33'-0" and a nominal wall thickness of 0.64".At the top of the upper cylindrical shell is the lower flange bolting ring assembly and the lower flange stiffeners assembly.

The cylindrical shell thickness next to the lower flange is 1 1/4", extended to a length 2'-6" below the top face of the lower flange.The lower flange is 2 1/4" thick and 4 '/2" wide. On the inside of the cylindrical shell is a stiffener 3/4" thick and 1' wide. Under the stiffener are vertical gusset plates, 3/8" thick, distributed in a pattern of 100, 12 1/2', 15', 15', 12 '/2', and 100 along the circumference of the drywell, and repeated at 150 beyond this pattern.At elevation 88'-8,1/2", there is a stiffener, 1/2/" thick and 6" wide on the inside of the cylindrical shell. On top of the stiffener are gussets 3/8" thick. The spacing of these stiffeners is the same as those at the upper stiffeners.

Stiffeners on the outside of the cylindrical shell are the stiffeners for the eyebolt assembly.

The eyebolt assembly shows how the bolts are connected to the stiffeners.

The bottom end of the bolt has an eye to insert a cotter pin through the hole in the stiffeners.

The stiffeners are 2 3/4" thick 2-2 I Structural Intearitv Associates.

Inc.Report 000600U4.403.

0 and 7" wide. Between the lower flange and the stiffeners are the gussets. These gussets have a thickness of 1". On the outside of the stiffeners is a smaller stiffener.

This smaller stiffener is 7 3/8" wide and 1" thick. There are three guided bolts evenly distribution along the bolting assembly.

Next to the guided bolts, the stiffener thickness increases to 1 3/4".At elevation 82' 9", there are 8 stabilizer insert plates, 2 1/4" thick, evenly distributed around the circumference.

The stabilizer insert plates have a 5' 3" outside diameter, with a taper at the outside edge from the nominal thickness to 11/16" over a distance of 4 1/8". On the outside, two plates forming a male lug are welded onto the stabilizer insert plates at the elevation of 82'-2".The inner plate is 12 V2"x2 1/8" x 1' 6". The lug plate is 4 3" x 3" x 1' 6".2.3 Knuckle The knuckle is the stiffened transition between the upper cylinder and spherical portions of the drywell shell. The knuckle plate nominal thickness is 2 5/8". The top and bottom of the knuckle plate is at an elevation of 71'-10 25/32", and 65'- 2 7/16", respectively.

There is a row of weld pads at an elevation of 66' 3 5/32" in the knuckle component.

It has 15 pads circular in shape with a diameter of 8", evenly located around the circumference of the knuckle component.

2.4 Spherical

Shell The spherical shell begins at an elevation of 2'-3" and ends at an elevation of 65'-2 7/16". The spherical shell has an inside radius of 35'. The center of the spherical shell is at an elevation of 37'-3". The bottom portion of spherical shell from elevation 2'-3" to 6'-10 5/16" is described further in Section 2.5. The remainder of the spherical shell has three different nominal wall thicknesses.

From elevation 6'-10 5/16" to 23'-6 7/8", the nominal spherical shell thickness is 1.154". From elevation 23'-6 7/8" to 50'-11 1/8", the nominal wall thickness is 0.77". From elevation 50'-11 1/8" to 65'-2 7/16", the nominal wall thickness is 0.722".2-3 Structural Intearitv Associates.

Inc.Report 0UU0UU4.403.

U There are 10 vent line penetrations at elevation 15'-7 1/4/4", evenly distributed around the spherical circumference starting at 0' azimuth. The penetration diameter is 7'-10". The insert plate has an outside radius of 5'-7 23/32" and an inside radius of 4'-1 25/32". The thickness of the insert plate is 2 7/8". The reinforcing penetration cylinder has a length of 1 '-5" with a thickness of 2 1/.The personnel lock and equipment hatch is at an elevation of 27'-6", and azimuth angle of 3420.The insert plate has a chord diameter of 14'-8 13/32". The reinforcing penetration cylinder has an inside diameter of 10'-0" with a wall thickness of 2 3/8" and extends out to 35'-9 1/8" from the centerline of the drywell. The wall thickness is then reduced to 'A" and extends out to 40'-2" from the centerline of the reactor pressure vessel. In addition, the drywell shell adjacent to the equipment hatch has a wall thickness of 1.0625" while the drywell shell below the equipment hatch has a wall thickness of 1.154".There are two rows of welding pads in the spherical shell. These are at elevation 61'-1 31/32" and 54'-9". There are 20 pads at elevation 61'-1 31/32" and 24 pads at the lower elevation.

They are all distributed evenly around the circumference.

The size of each weld pad is 8" diameter and V 2" thick.An upper beam support is located at an elevation 49'-3". It consists of a T-stiffener around the spherical circumference with vertical gussets at different azimuths.

The stiffener is 12" x 5/8" and 8" x 2". The gussets are channel like with a height of 5'-0 1/16" and 1" thick separated by a distance of 12 1/4" with a bottom plate 8 3/16"x15 1/4"xl". There are 20 beam support gussets distributed at differential azimuths.The lower beam seats are located at an elevation with a meridional radius 31 '-3". There are 20 seats distributed at different azimuth angle around the circumference.

The seat pad is 22" in diameter and 1" thick. A channel like structure is welded onto the seat pad.2-4 Str utnural IntIariht Assocniate.s Inc.Report 0006004.403.RO

2.5 Bottom

Head The bottom head of the drywell is from the bottom of the spherical shell to an elevation at 6'-10 5/16". The nominal wall thickness is 0.676. The entire bottom head is embedded in concrete on both the inside and outside surfaces.2.6 Vent Lines, Headers and Downcomers The main portion of the vent line is at an angle of 38'-12'-28" with horizontal elevation.

This main portion has three sections:

a conical section with a wall thickness of 7/16" and a length of 1'-11 13/16", a middle section with a wall thickness of 1/4" and a length of 14'-3/4", and an end section with a wall thickness of 5/16" and a length of 4'-2 5/16". The cross component in the vent line is at an angle of 170 with the elevation.

It has three components, a pipe section, cross section and an elliptical head. The pipe section has a thickness of 5/16" with a length of 2'-5 3/16". The cross section has a 1/4" wall thickness and a length of 8'-2" with a 4'-7" diameter branch opening. The elliptical head has a wall thickness of 5/16".The centerline of the headers is at a radius of 50'-6" from the vertical axis of the drywell. It has an inside diameter of 4'-7" with a wall thickness of 1/4". The center length of the header is 15'-11 15/16" with the end length of 3'-8 23/32".The downcomers extend from the headers at 450 and turns vertical downward in three sections.The downcomers have an outside diameter of 2'. The 450 section has a wall thickness of '1/2".The other two sections have a wall thickness of 1/4". The vertical downcomers are 7' on center from one side of the downcomers to the other side. The downcomers are extended to 110.16" vertically from the center of the headers.The vent line penetrations at the drywell are shielded by a vent jet deflector.

The deflector is a perforated circular plate with 5'-0" radius and 2 '/2" thick. It is supported by 20 gussets evenly distributed around the outside edge of the plate. The gussets are 1 '-10 '/2" high and 7/8" thick.2-5 I Structural Integritv Associates, Inc Keport UUUCUU4.4U3.KU

2.7 Material

Specifications The general material specifications are provided in Reference

3. These are summarized below:* Plates -A212 Grade B FBX to A300, minimum longitudinal Charpy V notch impact test values of 20 ft-lbs at 00 F on full size specimens.

• Forgings -A350 Grade LF1, Charpy V-notch impact test values of 13 ft-lbs at 0 'F.* Pipe -A333 Grade "0" seamless, Charpy V-notch impact test values of full size specimens of 13 ft-lbs at 0 'F.0 Miscellaneous Plate & Structural Steel -A36.Specifications as identified in Reference 3;1. Bums & Roe Specification S-2299-4.2. ASME Code,Section VIII, Latest Edition and Addenda with nuclear code case interpretations 1272N-5, 1272N-5 and all other applicable case interpretations.

3. AISC specification for structural steel latest edition.2.8 Penetrations There are 208 penetrations in the drywell, as shown in Table 5-3. The sizes vary from 36" to 1" except the vent openings (X-49) and equipment hatch (X-1). The penetration details are from Reference 3.2-6 Structural Inteority Associates, Inc 2 Keport 0006004.403.1U

3.0 DRYWELL

THICKNESS DESCRIPTION In November of 1986, thinning of the Oyster Creek drywell shell was observed.

At that time, GPUN implemented a program to monitor the drywell shell wall thickness.

Since then, the licensee monitors the Oyster Creek drywell wall thickness using ultrasonic techniques.

Measurements are taken from both the interior and exterior of the drywell shell depending on the elevation.

For this analysis (Base Case), representative thicknesses in the sandbed region were defined based on the actual ultrasonic measurements taken from inside the drywell during the 2006 refueling outage. The UT measurements taken from outside the drywell are less representative since these measurements purposely concentrated on local thin areas (less than 2 !/2" in diameter)and due to the surface preparations needed to obtain accurate external UT reading. However, the external readings were used to define locally thinned areas within certain bays.For regions outside the sandbed areas, a representative value was chosen based on the thinnest average grid values from the monitoring program and associated calculations that have been provided to the regulator in various presentations and submittals.

Although this remains conservative (selecting the thinnest average value), the variability in the data is not significant and the values used are consistent with those previously provided to regulatory organizations.

For the sandbed region, because of the concern regarding the margin in that region, representative general thickness values are determined based on the following:

a) As noted earlier, internal grid measurements were used as the basis for the representative thickness.

These measurements were considered to be the most accurate since the coating on the inside surface of the drywell was removed for the measurements and a protective grease coating was applied after measurements were taken (to eliminate the possibility of internal surface corrosion).

The average internal grid measurements were used as the primary indicator of the representative general thickness of each bay. However, other data sources were used to verify or augment the applicable values for each of the bays. These other sources of data were the 3-1 In .Structral Intenrity Associate.

InC Report 0006004.403.RO external data, pictures of the external surfaces of the sandbed, and the trench data in Bays 5 and 17.b) The external individual UT readings were deliberate attempts to identify the thinnest local areas less than 2 V2" inches in diameter in each bay. Therefore, using these values (only) to define representative general thicknesses is not appropriate.

However, the external data was used to define locally thin areas that are thinner than 0.736" (see item c below) and that are included in the analysis model.c) The measurement data makes it evident that the wall loss experienced while the sand was present (in the sandbed) did not encompass the entire sandbed region from elevation 8'11" to 12' 3" since the regions were either not completely filled with sand or not completely filled with water. Pictures taken in 1992 of the external shell surface (after sand removal) confirmed the presence of a "transition" line at approximate elevation 11'. Above this "transition" line the thickness of the vessel is close to nominal wall thickness in most bays and below the line are areas that exhibit wall loss due to the corrosion.

Therefore, the general wall thickness of each sandbed bay has been divided into two areas; above and below elevation 11' 0". This will reduce the conservatism that would be introduced by assuming the entire bay thickness is equivalent to an average of the external readings or the average of the internal grids readings.d) Where the internal grid measurements were clearly not representative of the corrosion on the shell in that bay, representative measurements from adjacent bays were utilized to provide a representative general thickness.

e) Where the trenches were cut out of the drywell floor (elevation 10' 3") allowing UT measurements from the inside the Drywell in large areas, these measurements were used to determine the general thickness of these bays (Bays 5 and 17). The trench UT data consists of hundreds of individual UT readings over a large area, rather than only 49 readings or less over smaller regions. Therefore, the results of these inspections are concluded to be representative of the general thickness of these two bays.3-2 .Stnructural Intpnriht Assocniates.

cn Report 0006004.403.RO f) Where the internal data indicates a "transition" line through the grid, the average of the lower readings were used to define that particular bay general thickness below elevation 11'.g) In one case (Bay 15) there were no internal grid or external individual data available below elevation 11'. Therefore, an average of the two adjacent bays was used. The basis for this approach is the assumption that there is a general wall thickness gradient between the two adjacent bays that would adequately represent the general thickness of the bay between them.h) For Bays 9, 15, and 17 (above elevation 11') there are multiple internal grids.Therefore in these bays, the weighted average of the multiple grids were calculated by summing the total number of valid thickness readings and dividing by the total number of valid readings.In several bays of the sandbed region there are locally thinned areas that are thinner than 0.73 6" and are confined to an area no larger than 36" by 36". These areas were modeled in the finite element model as defined locally thinned circular areas rather than square areas (to facilitate computer modeling).

The circular areas completely capture the documented square areas. This introduces some additional conservatism since the area of the circles exceeds the area of the squares.Tables 3-1 and 3-2 provide representative thicknesses of the Drywell Vessel based on 2006 inspection and other past inspections.

These values were used as general thickness values for the associated region. Table 3-3 summarizes the wall thickness used in the analys is. The modeling of the locally thinned areas is summarized in Table 3-4.In addition since there are several locally thinned areas in the sandbed, specific thin areas will be modeled per Figure 3-1 through Figure 3-5. All thinning wall thickness information is contained in Reference 4.3-3 4F[Structural Integrity Associates, Inc.Keport 0006004.403.

0K Table 3-1: Regions other than the Sandbed [4]Region Elevations Value in mils References

1) Oyster Creek License Renewal ACRS 1/18/07 Presentations Slide 14 Cylindrical 71' 6" Region to 604 2) 1994 average grid value for grid 9-20 Calculation 93' C-1302-187-5320-037 Revision 3 appendix 7 page A7-20 of 29 1) Oyster Creek License Renewal ACRS 1/18/07 Presentations Slide 14 KnuckleRegion 65' 2 7/8" 23 65'k27/"to 2530 2) 2006 average grid value for bay 9 Calculation C-71' 6" 1302-187-5320-037 Revision 3 page 11 of 48 1) Oyster Creek License Renewal ACRS 1/18/07 Presentations Slide 14 Upper Spherical 50' 11/18" 676 2) 1994 average grid value for grid 13 Region to Calculation C-1302-187-5320-037 Revision 3 65' 2 7/8" appendix 5 page A5-23 of 38 1) Oyster Creek License Renewal ACRS 1/18/07 Presentations Slide 14 Middle Spherical to ~ 678 Region to 678 2) 2006 average grid value for grid 13-31 -50' 11/18" Calculation C-1302-187-5320-037 Revision 3 appendix 3 page A3-24 of 36 1) Oyster Creek License Renewal ACRS 1/18/07 Lower Spherical To 23' 6 7/8" Presentations Slide 14 Loe phrcl to 1160 Region 37' 3" 2) 2006 average grid value for bay 19- Calculation C-1302-187-5320-037 Revision 3 page 11 of 48 1) Oyster Creek License Renewal ACRS 1/18/07 Embedded Presentations Slide 124 Region (1.154" 6' 7" Nominal below 2) Tech Eval 00546049-07, Attachment 7 page 1 of 2 Thickness) 8' 11" "Water Found in Drywell Bay 5 -UT Data Evaluation Embedded Region (0.676 Below 636 1) Tech Eval 00546049-07, page 8 of 10 "Water Nominal 6' 7" Found in Drywell Bay 5 -UT Data Evaluation Thickness)

I I II 3-4 V Structural Integrity Associates, Inc.Report 0006004.403.RO Table 3-2: Sandbed Region General Area Thicknesses

[4]Above Elevation Below BAY Basis Elevation 11'- Basis 11'-O" (mils) 0" (mils)826 Same value as used for Bay 19 826 Same value as used for Bay 19 (adjacent bay) (adjacent bay)3 1180 Internal grid average (single 950 Numerical average thickness grid) between Bays 1 & 5 1185 Internal grid average (single 1074 Average of internal trench data grid) points (six 49 point grids).7 1133 Internal grid average (single 1034 Numerical average thickness grid) between Bays 5 & 9 Weighted average of two 9 1074 internal grids (49 point and 7 993 Smaller of the two internal grid point) averages (49 point grid)11 860 Average of two internal grids 860 Average of two internal grids (both 49 point) (both 49 point)Average of two internal grids Average of three internal grids 13 907 (both 49 point; 7 point grid 907 (both 49 point; 7 point grid data not used) data not used)Weighted average of two Numerical average thickness 15 1062 internal grids (49 point and 7 935 between Bays 13 & 17 point)Weighted average of the bottom of internal grid 17A (28 Average of internal trench data 17 863 points) and internal grid 17D 963 points (six 49 point grids).(49 points) Data for grid 17/19 not used.19 826 Average of three internal grids 826 Average of three internal grids (all 49 points) (all 49 points)3-5 V Structural Integrity Associates, Inc.Report 0006004.403.RO Table 3-3: Summary of Oyster Creek Drywell Thicknesses For Use In Analysis LOCATION THICKNESS (mils)Cylindrical Region 604 Knuckle Region 2530 Upper Spherical Region 676 Middle Spherical Region 678 Lower Spherical Region (Note 1) 1160 Embedded Region (1154 Nominal 1113 Thickness)

Embedded Region (676 Nominal Thickness) 636 SANDBED REGION Above Elevation 11'-0" Below Elevation 11-0" (mils) (mils)1 826 826 3 1180 950 5 1185 1074 7 1133 1034 9 1074 993 11 860 860 13 907 907 15 1062 935:17 863 963 19 826 826 Table 3-4: Local Thinned Area Modeling Sandbed Region Diameter (inches) Thickness (mils)Bay 1 51 696 Bay 13 18 658 Bay 15 18 711 Bay 17 18 (1) 51 (2) 663 (1) 850 (2)Bay 19 51 720 Notes: (1) Inner circle of locally thinned area.(2) Outer ring of locally thinned area.Report 0006004.403.RO 3-6 C Structural Integrity Associates, Inc.

Bay 1 2006 Input Locally Thin Area Less Than 736 Mils Center Line Of Vent Line + 13" 4 (n-72 48 24 -12 0 12 24 Area C from figure 1-7 from calcaution C-1302-187-5320-024 51" diameter circular area that is 696 mils thick Circular area is centered on Y-- -31 and X+11 36 48 60 72 I All X and Y dimensions are referenced from 13 inches to the right of centerline of the vent line (X direction) and the bottom of the Penetration Reinforcement Pad (Y dimensio, Reference NDE Data sheets 92-072-12 page 1 of 2 and 1R21LR-022 page 2 of 2.Figure 3-1: Bay 1 2006 [4]3-7 Structural Integrity Associates, Inc.Report 0006004.403.RO Bay 13 2006 Input Locally Thin Area Less Than 736 Mils Bottom of Penetration Reinforcement Pad Center Line Of Vent Line/4 60 36 12 12 24 36 48 60 72 + Area C from fioure 13-7 from calcaution C-1302-187-5320-024 (n C.S18" diameter circular area that is 658 mils thick Circular area is centered on Y= -21 and X- 19-42 -All X and Y dimensions are referenced from the centerline of the vent line (X direction) and the bottom of the Penetration Reinforcement Pad (Y dimension).

Reference NDE Data sheet 92-072-24 page 1 of 2 and lLR-010 page 2 of 2.Figure 3-2: Bay 13 2006 [4]3-8 V Structural Integrity Associates, Inc.Report 0006004.403.RO Bay 15 2006 Input Locally Thin Area Less Than 736 mils Area A from figure 15-6 from calcaution C-1302-187-5320-024 4 60 36 12-6 Center Line Of Vent Line 0 2 cn_0-18-30--42-ý AI 1 24 36 48 60 72 18" diameter circular area that is 711 mils thick Circular area is centered.on Y= -15 and X+23 I All X and Y dimensions are referenced from the centerline of the vent line (X direction) and the bottom of the Penetration Reinforcement Pad (Y dimension).

Reference NDE Data sheet 92-072-21 page 1 of I and IR21LR-015 page 2 of 2 Figure 3-3: Bay 15 2006 [4]3-9 V Structural Integrity Associates, Inc.Report 0006004.403.RO Bay 19 2006 Input Locally Thin Area Less Than 736 Mils Area B from figure 19-7 from calcaution C-1302-187-5320-024 4 60 36-' 12 24 36 48 60 72-6--18-C')I= -30 Circular area is centered 51" diameter circular on Y= -17.5 and X -3.5 area that is 720 mils thick All X and Y dimensions are referenced from the centerline of the vent line (X direction) and the bottom of the Penetration Reinforcement Pad (Y dimension).

Reference NDE Data sheet 92-072-02 page 1 of I and 1R21LR-020 page 2 of 2.Figure 3-4: Bay 19 2006 [4]3-10 C Structural Integrity Associates, Inc.Report 0006004.403.R0 Bay 17 2006 Input Locally Thin Area Less Than 736 mils Area A from figure 17-6 from calcaution C-1302-187-5320-024 Inches-14 60 36 12 1 2 .4 8 6 72 0 Area B from figure 17-6 calcaution C-1302-187-5320-0244 18 inch diameter circular area that is 663 Mils thick 1I0 Both circular areas are centered _ _If-on Y= -8 and X+38-42-51" diameter circular area that is 850 mils thick All X and Y dimensions are referenced from the centerline of the vent line (X direction) and t bottom of the Penetration Reinforcement Pad (Y dimension).

Reference NDE Data sheet 92-0 page 1 of I and IR21LR-021 page 2 of 2.Figure 3-5: Bay 17 2006 [4]3-11 Structural Integrity Associates, Inc.Report 0006004.403.RO

4.0 FINITE

ELEMENT MODEL This section describes the finite element model used for the structural integrity evaluation of the drywell shell, including the ASME Code buckling evaluation and stress analysis.

The original design analysis [1, 2, 5] used simplified methods and assumptions to estimate the margins in the drywell. The availability of advanced analyses techniques and computation capability allows for the use of a more realistic representation of the drywell shell and associated components.

The finite element model includes, in significant detail, modeling all of the components discussed in Section 2.0. The inclusion of this level of detail allows the model to account for the asymmetric behavior of the drywell shell.Of special interest in the modeling of the drywell was the representation of the drywell wall thicknesses.

This includes the wall thicknesses measured in the sandbed regions and in other locations.

Section 3.0 describes the wall thickness observed in the drywell shell (sandbed and elsewhere), and how these thickness measurements were incorporated into the finite element model.4.1 Finite Element Modeling All dimensions (except for wall thicknesses) for developing the model were obtained from the Chicago Bridge & Iron (CB&I) drawings listed in Reference

3. Material properties designations were also obtained from these drawings.

Material property values are obtained from References 6 to 10. The materials for the major components in the drywell are summarized in Table 4-1.The finite element model of the Oyster Creek drywell is shown in Figure 4-1 through Figure 4-17. The entire geometry is created using area entities in a 3-D space at the mid-thickness location of the parts. The global Cartesian coordinate system for the geometry is arranged such that the global X-axis is in the plan view 0' azimuth (East) position, and the global Y-axis is in the plan view 900 azimuth (South) position.Report 0006004.403.RO 4-1 ~ Structural Integrity Associates, Inc.

Real, type, and material numbering in ANSYS [25] were used to distinguish the different components.

Real numbers are for the thicknesses, type numbers for the assemblies, and material numbers for the different material associated with the entire drywell assembly.Details of the drywell modeling are presented in Figure 4-4 through Figure 4-17. Figure 4-4 shows the cut-out view of the top head/cylindrical/knuckle region of the drywell and the details inside the drywell. Figure 4-5 presents the details of the flange stiffeners and gussets.Figure 4-6 shows the knuckle component with the upper weld pads. Figure 4-7 shows the star truss details inside the cylindrical shell. Figure 4-8 shows the other details inside the cylindrical portion of the drywell. The different shading or color in the above and subsequent figures represents the different

'real' properties used to define the thickness.

It should be noted that, even if the sections have the same thickness, they are defined by different

'real'property identification numbers and they would appear in different color or shade in the figures.Figure 4-9 and Figure 4-10 shows the isometric view and cut-out view of the spherical region of the drywell, showing the upper beam support, lower beam support, stiffeners, vent pipes, and equipment hatch/personnel lock. Figure 4-11 shows the details of weld pads and vent pipe flanges. Figure 4-12 and Figure 4-13 show the sandbed region locally thinned areas and the identification numbers, of individual bays.Figure 4-14 shows the typical modeling of penetrations with reinforcing plates. Figure 4-15 shows the typical modeling of a penetration with an insert plate. The insert plate is a thicker plate that is inserted into an opening in the drywell shell where the mid-thickness of the insert plate is at the same radial distance as the drywell shell. The reinforcing plate is referred to a plate that is placed on the outside surface of the drywell shell.Figure 4-16 presents the modeling of the trenches.

Figure 4-17 presents the modeling of the vent pipe and deflector plate.V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-2 The model has more than 406,000 elements and approximately 400,000 nodes. The typical sizes of the elements in different regions of the drywell are summarized in Table 4-2. The finite element mesh is presented in Figure 4-18 through Figure 4-20. The mesh for each locally thinned area is presented in Figure 4-21 through Figure 4-25.The key guidelines and assumptions used in generating the finite element model are as follows: 1 .All shell radial locations (radial position of shell element nodes) were based on the midpoint of the nominal shell thickness.

2. Gusset plates for the guiding pins were not included in the model. These gusset plates were designed to provide more support for the guiding pins for the purpose of installation of the top head. In addition, there are only 4 gusset plates for the guiding pins versus 96 pairs of gusset plates for the top head bolts. It is judged that the 96 pairs of gusset plates, without the 4 gusset plates for the guiding pins, would provide a conservative representation of the stresses in the upper/lower flange.3. Transitions zones are created for joints that go from one shell thickness to another.The thickness of these transition zones are the average thickness of the adjacent two shells. These are applicable mostly for the penetration insert plates which have a greater thickness than the drywell shell.4.For penetrations with reinforcing plates, the welds are assigned the same materials as the pipe; the shell thickness of the weld are set to the throat thickness of the weld callout; the radial distance of the reinforcing plates is from mid-thickness of the drywell wall to mid-thickness of the reinforcing plate.5. For penetrations with insert plates, the transition zones are assigned the same materials as the insert plate.6. The vertical location of the lower flange bolting ring and outer water seal ring are at the midpoint thicknesses.

7. For the star truss assembly, the modeling included the male lug with the base plate and the inside truss assembly.Report 0006004.403.RO 4-3 V Structural Integrity Associates, Inc.

8. The manhole details in the star truss insert plates and in the top head, and the access openings in the star truss insert plates were not modeled. These details are not significant in the overall stress and buckling evaluation of the drywell analysis.9. The lifting lugs were not modeled because they are not used during normal operation.

10. Fillet radii were not modeled due to the use of shell elements.

Also, the corner radius of the insert plates for the small diameter penetrations was not modeled. This is conservative due to being modeled as square corners in the insert plates.11. For the weld pads at the knuckle region, the space between the reinforcement pad and the shell is modeled from the surface of the shell to the distance equal to the size of the fillet weld (as opposed to mid-thickness to mid-thickness.)

12. The contact between the upper flange and lower flange was modeled as an integral connection due to the use of shell elements and it's limitation in the capabilities to model accurately the contact behavior between the upper and lower flanges. The complexity of the contact behavior between the upper flange and lower flanges under the bolt preload and the operational loads can only be modeled by contact elements between the flanges with the use of solid elements for the flanges.13. The flange bolts were modeled as beam elements.

No preload was applied to the bolts, due to the limitations as described in items (8) and (12).14. Penetrations that are 3" or smaller are not specifically modeled. Instead, only their reinforcing plates or insert plates are modeled to account for the added stiffness of the plates. Based on the Code Requirements, these small penetrations do not require area of reinforcement indicating that local high stress is not a concern.15. At penetrations the pipes are truncated at 3" from the drywell shell. The length was selected using the gap between the drywell shell and the reactor building concrete wall as a guideline and applied to both inside and outside of the drywell.16. The sandbed region is between elevations 8'-11 1/4/" and 12'-3". However, the sandbed region does not extend into the insert plates of the vent lines, Figure 4-12.17. Per Reference 4, each bay within the sandbed region has two general thicknesses:

one above elevation 11 '-0" and one below that elevation (see Table 3-2). Also, the locally thinned areas within the sandbed region are of circular pattern and have different Report 0006004.403.RO 4-4 Structural Integrity Associates, Inc.

thicknesses from the sandbed region. They are explicitly modeled and shown in Figure 4-13.18. For penetrations with reinforcing plates, the vessel shell-to-plate interface is taken at the mid-thickness level, and the fillet weld connection is represented by an area ring with the weld throat thickness, Figure 4-14.19. For penetrations with insert plates, the vessel shell-to-plate connection is taken at the mid-thickness level, and the thickness transition is represented by a ring area with a thickness equivalent to the average thickness between the shell and the plate, Figure 4-15.20. The equipment/personnel hatch is simplified to a cylinder with two flange rings connected to the hatch cylinder.

The two doors inside the hatch are not modeled.Instead, they are represented by two circular discs. The other internals are also not modeled due to their complexities.

This simplification is appropriate because the main objective in this evaluation is to study the effect of the reduced thickness in the sandbed region on the buckling.

The equipment hatch is also separated from the sandbed region by the vent pipes and the insert plates. Therefore, the effect on stress due to any simplification in the modeling of the equipment hatch will be local to the drywell shell region next to the equipment hatch (which is not an evaluation area of interest).

21. Per Reference 11, there are concrete excavation trenches in Bay 5 and Bay 17, Figure 4-16. The Bay 17 Trench is 20" wide [11] and is conservatively assumed to extend to the sandbed region bottom elevation at 8'- 11 1/4".22. The Bay 5 trench portion that is below the sandbed region is 10.5" wide (maximum)and 6.5" along the inside contour of the vessel shell [11]. The 6.5" contour length translates to an approximately 4" elevation change to the vessel mid-surface.

Note, per Reference 11, the trench portion within the sandbed region is documented as 20" wide. However, since this portion is within the sandbed region and not subject to any boundary conditions and it is surrounded by the concrete and would not experience high stress the trench is simplified to have a constant width of 10.5" in the geometry.Report 0006004.403.RO 4-5 Structural Integrity Associates, Inc.

23. The perforated deflector plates of the vent pipes are simplified as solid spherical discs Figure 4-17. Their density and stiffness will be adjusted accordingly based simply on the ratio of the hole area to the whole plate area to account for the effect of perforation holes.The vent header/downcomer is modeled to include its stiffness effect on the rest of the drywell structure.

It is not intended for any stress or buckling evaluation.

The finite element software used to generate the model is ANSYS Rev. 8.1 [12] and Rev. 11[25] finite element program was used for stress and buckling analyses.V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-6 Table 4-1: Major Components and Dimensions Component Elevation/Height Dimensions

[ Thickness Material Drawing No. 9-0971 Note Top Head El. 107'-10 3/16" at top IR: 16'-5 15/16" A212 B FBX to Sht. 7, Rev. 5 2:1 ellipse SR: 29'-4 21/32" 1-3/16" A300 Top Head Flange A212 B FBX to Sht. 7, Rev. 5 Assembly Cylindrical Ht.: 7'-3" IR: 16'-5 15/16" 1 1/2" A300 Sht. 29, Rev. 7 Shell Top Head Flange 211/4" A212 B FBX to Assembly Upper El. 96'-9" Top Face IR: 16' 3/8" 2Sht. 29, Rev. 7 Stiffener 5 1/2 wide A300 Top Head Flange Ht. 2.25" CLD:39.25" 2 1/4" A212 B FBX to Sht. 29, Rev. 7 Assembly Flange El. 96'-9" Top Face 5 1/2 wide A300 Cylindrical Shell Flange Ht. 2.25" 4 1/4" A212 B FBX to El. 94'-9" Top Face CLD:397.25" 1/4"wide A300 Slt. 29, Rev. 7 Eye Bolts 2 1/2" Dia. A320 L7 Sht. 29, Rev. 7 Cylindrical Shell A212 B FBX to yifndrcl SEl. 92'-10.75" Top Face OD: 34' 4 A" 2.75" wide A3 B X Sht. 29, Rev. 7 Stiffener A300 A212 BFBX to Slit. 2, Rev. 10 Cylindrical Shell Ht. 20'4-7/32" IR: 16'-6" 0.64" A2 B t Slt. 7, Rev. 5 A300 Sht. 7, Rev. 5 Cylindrical Shell El 82'-9" OD 5 211/4" A212 B FBX to Slt. 36, Rev. 4 Stabilizers A300 Knuckle Section Top: 71'-10 25/32" 2 5/8" A212 B FBX to Sht. 6,Rev. 3 Bottom: 65'-2 7/16" A300 Report 0006004.403.RO 4-7 V Structural Integrity Associates, Inc.

Table 4-1: Major Components and Dimensions (cont'd)Component Elevation/Height Dimensions Thickness Material Drawing No. 9-0971 Note Top: 0.72" El. 65'-2 7/16" at top Middle: 0.77" Spherical Shell El. 50'-11 1/8" at middle IR 35' Bottom: 1.154" A212 B FBX to A300 Sht. 1, Rev. 2 Equator El El. 2'-3" at bottom Next to Hatch: Sht. 2, Rev. 10 at 37'-3" 1.0625" El. 66'-3 5/32" 8"0 (x15) 0.5" Welding Pads El. 61'-1 31/32" 8" 0 (x20) 0.5" A212 B FBX to A300 Sht. 32, Rev. 2 El. 54'- 9" 8" 0 (x24) 0.5" Upper Beam Supports El. 49'-3" T-beam 8"x2", A201 B FBX Slt 35, Rev. 4 12"x5/8" A212 B FBX to A300 Lower Beam Seats EL. 21'-5 7/8" 22" 0 Reinforcing Plate 1" A212 B FBX to A300 Sht. 34, Rev. 4 Sht. 40, Rev. 2 Personnel Lock & Eq. El. 27' 6" ID 10'-0" A212 B FBX to A300 Sht. 100, Rev.2 Hatch Sht. 101, Rev. 2 0.676" Sht. 1, Rev. 2 Bottom Head .A212 B FBX to A300 Sht. 3, Rev. 2 Sht. 5, Rev. 3 Vent Penetrations El. 15'- 7.25" ID 7'-10" 2-7/8" and 2.5" A212 B FBX to A300 Sht. 2, Rev. 10 Sht. 21, Rev. 2 Vent Line Jet Deflector 5'0 2 1/2" USS TI Sht. 38, Rev. 1 Sht. 61, Rev.6 Vent Lines Inclined at -- 380 Angle ID 6'-6" 0.25" A212 B FBX to A300 Sht. 62, Rev. 6 Sht. 62, Rev. 3 Vent Headers El. 1 '-10 1/8" ID 4'-7" 0.25" A212 B FBX to A300 Sht 1 Rev. 2 Sht. 61, Rev. 6 Vent Downcomers OD 2' 1" and !/" A212 B FBX to A300 V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-8 Table 4-2: Typical Mesh Size R General Mesh Region Size (inch)Local Thinning Area 0.75 Sandbed Region 1.5 Mid Spherical Shell 3 Knuckle Region 3 Cylindrical Shell 3 Top Dome 6 6" or smaller penetrations 2.5 8" or larger penetrations 5 Vent Pipe 6 Vent Header 10 Equipment Hatch 6 Bottom Spherical Shell (within concrete) 12 V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-9 Figure 4-1: Elevation View of Model Assembly V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-10 Figure 4-2: Isometric View of Model Assembly v Structural Integrity Associates, Inc.Report 0006004.403.RO 4-11 1800 900 4* 2700 iS 10 Figure 4-3: Top View of Model Assembly 4-12 V Structural Integrity Associates, Inc.Report 0006004.403.RO

~1 Oyster Creek Drywell, Top Head end Cylindrical Shell AN Figure 4-4: Over all Cut-out View of the Top Head and Cylindrical Shell I Struclural Integrity Associates, Inc.Report 0006004.403.RO 4-13 1 41N Oyster Creek Dryvell, Top Head and Cylindricdal Shell Figure 4-5: Elliptical Dome, Top Flange and Bottom Flange Assembly v Structural Integrity Associates, Inc.Report 0006004.403.RO 4-14 Oyster Creek Drywell, Top Head and Cylindrical Shell Figure 4-6: Knuckle Region Assembly Showing Weld Pad Report 0006004.403 .RO 4-15 v Structural Integrity Associates, Inc.

Figure 4-7: Stabilizer

("Star Truss") Assembly 4-16 V Structural Integrily Associates, Inc.Report 0006004.403.RO AN Oyster Ll Shell Figure 4-8: Cut out View of Cylindrical Shell Showing Inside Details Report 0006004.403.RO 4-17 V Structural Integrity Associates, Inc.

REALS REAL NUM~Figure 4-9: Isometric View of Inside of Spherical Shell V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-18 Figure 4-10: Sectional View of Spherical Shell v Structural Integrity Associates, Inc.Report 0006004.403.RO 4-19 I AREAS REAL NUM Figure 4-1 1: Sectional View Showing Welding Pads and Vent Pipe Flanges Report 0006004.403.RO 4-20 v Structural Integrity Associates, Inc.

Figure 4-12: Sandbed Region 4-21 Structural Integrity Associates, Inc.Report 0006004.403.RO Figure 4-13: Sandbed Region including Locally Thinned Areas V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-22 Figure 4-14: Penetrations with Reinforcing Plates r Structural Integrity Associates, Inc.Report 0006004.403.RO 4-23 Figure 4-15: Penetrations with Insert Plates V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-24 Figure 4-16: Trench 5 and Trench 17 Excavations V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-25 Figure 4-17: Vent Pipe Deflector Plates C Structural Integrity Associates, Inc.Report 0006004.403.R0 4-26 Figure 4-18: Elevation View of Finite Element Model t Structural Integrity Associates, Inc.Report 0006004.403.R0 4-27 Figure 4-19: Top View of Finite Element Model V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-28 A A A F w ofw w Figure 4-20: Bottom View of the Finite Element Mode V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-29 ME Figure 4-21: Locally Thinned Area in Bay 1 C Structural Integrity Associates, Inc.Report 0006004.403.RO 4-30 Figure 4-22: Locally Thinned Area in Bay 13 4-31 V Structural Integrity Associates, inc.Report 0006004.403.RO Figure 4-23: Locally Thinned Area in Bay 15 C Structural Integrity Associates, Inc.Report 0006004.403.RO 4-32 Figure 4-24: Locally Thinned Area in Bay 17 V Structural Integrity Associates, Inc.Report 0006004.403.RO 4-33 Figure 4-25: Locally Thinned Area in Bay 19 v Structural Integrity Associates, Inc.Report 0006004.403.RO 4-34

5.0 LOADING

This section describes the loadings and load combinations to be used in the Oyster Creek Drywell analysis.The loadings are divided into the following categories:

a. Operating Pressure and Thermal b. Gravity Loads c. Mechanical and Live Loads d. Penetration Dead Weight Loads e. Penetration Piping Loads f. Hydrostatic Loads g. Seismic Loads 5.1 System Description and Operation The primary containment system is to accommodate, with a minimum of leakage, the pressure and temperature resulting from the break of any primary coolant system [5]. The primary containment consists of a drywell and a suppression chamber, as shown in Figure 1-1. The drywell houses the reactor vessel, reactor coolant system and other components associated with the reactor system. It is a 70' diameter spherical shell with a 33' diameter by 23' high cylindrical steel shell. The suppression chamber is a steel shell in the shape of torus located below and around the base of the drywell. It has a torus diameter of 101', a chamber diameter of 30' and is filled with water to a depth of about 12 ft. The two chambers are connected through 10 vent pipes, 6'-6" in diameter, equally spaced around the base of the drywell. The vent pipes are connected to a header inside the suppression chamber. The header is 4'-7" in diameter.There are 120 downcomers, 2' in diameter, uniformly space around the header and extended below the water surface in the torus.Whenever the reactor is at operating temperature and pressure, the drywell is maintained at atmospheric pressure and cooled to maintain gas temperature below 150 'F and water in the suppression chamber not to exceed 100 'F.Report 0006004.403.RO 5-1 V Structural Integrity Associates, Inc.

If there is a loss of coolant accident (LOCA), the release water/steam will flow from the drywell through the vent pipes to the suppression chamber water, resulting in essentially complete condensation of the steam with a rapid drop in pressure.

Gas forced into the suppression pool with the steam will cause a pressure rise in the gas volume above the pool. With heat dissipation occurring by condensation in the drywell and suppression chamber, in addition to the cooling from the spray system, the drywell pressure may decay to below that of the suppression chamber.At a low differential pressure (less than 1.0 psi), the vacuum breakers open, allowing gas to transfer into the drywell to equalize the pressure between the drywell and the suppression chamber.5.2 Original Design Parameters Based on Section II, 1.2.4, p 11-6, in Reference 5, the design parameters are based on experience gained from the Bodega Bay tests conducted by Pacific Gas and Electric Gas Company at Moss Landing in 1962: 1. Drywell and connecting vent system tubes are designed for 62 psig internal pressure at 175 'F and/or 35 psig at 281 0 F (corresponding to saturation temperature), and an external pressure of 2 psig at 205 'F.2. Suppression chamber is designed for an internal pressure of 35 psig at 150'F and an external pressure of 1 psig at 150 'F.3. Drywell is designed to withstand a local hot spot temperature of 300 'F with a surrounding shell temperature of 150 'F concurrent with the design pressure of 62 psig.Per Section I, 5.0 of Reference 5, the design basis accident assumes a complete circumferential break of one of the main 24" recirculation loops or other equivalent size pipe breaks that would results in the peak containment pressure.

The accident is assumed to take place when the reactor V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-2 is operating at full power with normal water level in the reactor. It is assumed that the coolant flows out of both open ends of the pipe into the drywell.Under the above postulated conditions, the blow down would result in a maximum drywell pressure of 33 psig at 275 'F and a maximum suppression chamber pressure of 20 psig at a temperature of 150 'F. The time-pressure and time-temperature curve for the blow down and decay in the drywell are obtained from Reference 5 (Figures 1-2 and 1-3, Pages 1-5 and 1-6) and shown in Figure 5-1 and Figure 5-2.The above is the description of the tests and accident conditions used in the formulating of the original design parameters.

The actual design pressure and temperature is further described in Section 5.3.4.5.3 Original Design Loadings Based on Section III, 2.3 in Reference 5, the design loadings for the drywell, suppression chamber and interconnecting elements include: a. Loads caused by temperature and internal or external pressure conditions.

b. Gravity loads from the vessels, appurtenances and equipment supports.c. Horizontal and vertical seismic loads acting on the structures.

d. Live loads.e. Vent thrusts.f. Jet forces on downcomer pipes.g. Water loadings under normal and flooding conditions.

h. The weight of contained gas in the vessels.i. The effect of unrelieved deflection under temporary concrete loads during construction.

j. Restraint due to compressible material.k. Wind loads on the structure during erection.V Structural Integrity Associates, Inc.Report 0006004.403.R0 5-3

5.3.1 Description

of Loads The following descriptions of loads are obtained and condensed from Reference 5, (Section III 2.3.1).5.3.1.1 Pressure and Temperature under Normal Operating Conditions During reactor operation, the drywell, torus and vent system will be subjected to temperatures up to 150 'F, at atmospheric pressure.5.3.1.2 Pressures and Temperatures under Accident Conditions Per Reference 5, the drywell and the vent system are designed for an internal pressure of 62 psig coincident with at temperature of 175 'F, and for an internal pressure of 35 psig coincident with a temperature of 281 'F. The 35 psig and 281 'F have been considered to prevail for a period of 4 to 5 days as a design condition.

The actual design pressure and temperature is further described in Section 5.3.4.5.3.1.3 Jet Forces The drywell shell and closure head are design to withstand jet forces from any direction within the drywell. The magnitudes and locations of the jet forces are summarized in Table 5-1. These jet forces consist of steam and/or water at 300 'F maximum in the impingement area. The jet forces do not occur simultaneously.

However, ajet force is considered to occur coincident with internal design pressure and a temperature of 150 'F.The spherical and cylindrical parts of the drywell are backed up by reinforced concrete with compressible material and an air gap between the outside of the drywell and the concrete to allow for thermal expansion.

It is assumed that local yielding will take place, but it has been established that a rupture will not occur. This assumption is discussed more fully in Section III-V Structural Integrity Associates, Inc.Report 0006004.403.R0 5-4 2.4 of Reference 5, with supporting data available in "Expansion of the Drywell Containment Vessel", a report prepared by Bums and Roe, Inc., following the expansion operation conducted at the site. This report has been included in Appendix 111-2.4 of Reference 5.Where the shell is not backed up by concrete (closure head), the primary stresses resulting from the combination of loads previously defined does not exceed 0.9 times the yield point of the material at temperature.

However, the primary plus secondary stresses are limited to three times the allowable stress values given in Table UCS-23,Section VIII, ASME Boiler and Pressure Code, [7]. Supporting data is available in the report, "Loads on Spherical Shells", prepared by Chicago Bridge and Iron (CB&I), following a series of load tests on spherical plates. The report has been included in Appendix 111-2-4 of Reference 5.The suppression chamber and vent system are designed to withstand jet force reactions associated with the design basis loss of coolant accident.

The design reaction on each 24" diameter downcomer pipe is 21,000 pounds. Stresses resulting from these reactions are limited to ASME Code allowables.

5.3.1.4 Gravity Loads to be Applied to the Drywell Vessel The gravity loads are: a. The weight of the steel shell, jet deflector, vents and other appurtenances.

b. Loads from structural members used to support equipment.

c. An allowance for the weight of the compressible material applied to the exterior of the vessel and as described in the Bums & Roe, Inc. report "Expansion of the Drywell Containment Vessel," attachment to Reference 5.d. The live load on the access opening: 11 tons or 150 pounds per square foot, whichever is the more severe.e. The live load for the depth of water on the water seal at the top flange of the drywell with the drywell hemispherical head removed.f. The weight of contained gas during the test.C Structural Integrity Associates, Inc.Report 0006004.403.RO 5-5

g. Dead and live loads on the welding pads provided on the inside of the containment sphere shoulders, spaced at 8' center in each direction.

Permanent loads are 200 lbs on each pad, with 800 lbs of live load on any two adjacent pads.h. A temporary load due to the pressure of fluid concrete which was placed directly against the compressible material attached to the exterior of the drywell and vents.The fluid concrete pressure was controlled by limiting the rate of placement per hour in order to have pressure limit of 3 psi on the compressible material.5.3.1.5 Seismic Loads A lateral static coefficient equal to 22%, and a vertical static coefficient equal to 10% of the permanent gravity load were assumed as acting simultaneously with each other.This load was taken concurrently with permanent gravity loads, accident pressure conditions and other lateral as shown in Figure 5-3and Figure 5-4, [5]. These values were based on studies and criteria described in Section 11-5.0 of Reference 5.It should be noted that the lateral static seismic loads were replaced with the response spectrum seismic loads as described in a later section.5.3.2 Load Combinations Used in the Design of the Drywell and Vent System Per Reference 5 (Section III, 2.3.2), the following load combinations are defined and repeated here verbatim: 5.3.2.1 Case I- Initial Test Condition at Ambient Temperature at Time of Test a. Gravity load of vessel and appurtenances

b. Design Pressure c. The weight of contained air d. Lateral load due to wind or seismic forces whichever is more severe V Structural Integrity Associates, Inc.Report 0006004.403.R0 5-6

e. Vent thrusts f. Vertical seismic load 5.3.2.2 Case H-Final Test Condition at Ambient Temperature at Time of Test a. Gravity load of vessel and appurtenances

b. Gravity load from equipment supports c. Gravity load of compressible material d. Gravity load of welding pads e. Design pressure f. Seismic loads g. Effect of unrelieved deflection under temporary concrete load h. Restraint due to compressible material i. Vent thrusts 5.3.2.3 Case III- Normal Operating Condition at Operating Temperature Range of 50 'F to 150 OF a. Gravity load of vessel and appurtenances

b. Gravity load from equipment supports c. Gravity load of compressible material d. Seismic loads e. Vent thrusts f. Restraint due to compressible material g. Gravity load on welding pads h. Effect of unrelieved deflection under temporary concrete load i. External pressure of 2 psig j. Live load on personnel air lock U Structural Integrity Associates, Inc.Report 0006004.403.RO 5-7 5.3.2.4 Case IV- Refueling Condition with Drywell Hemispherical Head Removed, at Operating Temperature Range of 50 "F to 150 "F a. Gravity load of vessel and appurtenances

b. Gravity load from equipment supports c. Gravity load of compressible material d. Gravity and live load on welding pads e. Water load on water seal at top flange of drywell f. Seismic loads g. Effect of unrelieved deflection under temporary concrete load h. Restraint due to compressible material i. Vent thrusts j. External pressure of 2 psig k. Live load on access opening 5.3.2.5 Case V-Accident Condition at Temperature List Below a. Gravity load of vessel and appurtenances

b. Gravity load from equipment supports c. Gravity load of compressible material d. Gravity load on welding pads e. Seismic loads f. Design Pressure:

Maximum positive pressure of 62 psig at 175 'F, decaying to 35 psig at maximum temperature at 281 'F, to maximum negative pressure of 2 psig at 205 'F.g. Effect of unrelieved deflection under temporary concrete load h. Restraint due to compressible material i. Vent thrusts j. Jet forces r Structural Integrity Associates, Inc.Report 0006004.403.R0 5-9 Item (f) is for the original design used in Reference

5. The actual design pressure and temperature is further described in Section 5.3.4.5.3.3 Load Conditions and Combinations Used in Oyster Creek Drywell Evaluation The original loading conditions and load combinations were defined in the 1960's during the design of the drywell. Since that time, there have been updates and modifications to the original Final Safety Analysis Report (FSAR) [13]. Therefore, the loading conditions and combinations as presented in the original design report are modified and updated to reflect the current conditions and analysis for the wall thickness conditions of the Oyster Creek Drywell. The load combinations are further discussed in Section 7.0.5.3.4 Design Pressure and Temperature Per Reference 5,Section II -1.2.4, Item (a), page 11-6, the drywell was originally designed for a pressure of 62 psig at 175 OF and/or 35 psig at 281°F, and an external pressure of 2 psig at 205 OF.Per Section 6.2.1.1.1, FSAR [13], the drywell was originally designed for a pressure of 62 psig.The design pressure was reduced to 44 psig according to Reference 15 in the FSAR, (p 6.2-2)[13]In addition, it is stated in Item (a), page 6.2-4 of FSAR [13] that the drywell and connecting vent system tubes are designed for 44 psig internal pressure at 292 0 F and/or 35 psig at 281 OF (the corresponding saturation temperature), and an external pressure of 2 psig at 2057F.Therefore, the design pressure and temperature for the current evaluation of Oyster Creek Drywell is set at 44 psig at 292 0 F.Report 0006004.403.R0 5-9 Structural Integrity Associates, Inc.

5.3.5 Operating

Pressure and Temperature The operating pressure and temperature were not explicitly defined together in the References.

In Section 6.2.1.1.1, p. 6.2-2 of FSAR [ 13], it is stated that the primary containment is normally kept near atmospheric pressure, without mentioning the temperature.

In the same Section of the FSAR, it is also stated that the Containment System is normally kept at near atmospheric pressure but as a basis for calculation, an upper limit of 2 psig internal pressure was assumed.It is mentioned that the initial conditions in the drywell for an accident condition are 150 °F, 15.0 psia and 100% relative humidity, (FSAR [13] Section 6.2.1.3.3, item b, p 6.2-13). It is stated in FSAR [ 13], Section 6.2.1.3.6, p.2-1 5 that the Oyster Creek primary containment design considers loads and load combinations corresponding to normal operating temperatures up to 150°F at close to atmospheric pressure.

It is also stated in the same Section that, during normal operations, the calculated bulk drywell temperature is usually near or a few degrees above 135 OF.In addition, Section 1.2.4, Item (a) in Reference 5 provides a design condition of an external pressure of 2 psig at 205 °F.Therefore, the operating pressure and temperature of the Oyster Creek Drywell is set an external pressure of 2 psig at 150 °F.5.3.6 Gravity and Live Loads The gravity loads and live loads are addressed together in this section because they are treated as quasi-static load in the analysis.Report 00 06004.403 .RO 5-10 Structural Integrity Associates, Inc.

Per Reference 5, the drywell is designed to withstand the gravity loads as identified in Section 5.3.1.4. The only load that is not considered in the current evaluation is the temporary load defined in item (h) of Section 5.3.1.4.Items (a), in Section 5.3.1.4, are incorporated in the model as the density of the materials and the application is discussed in the finite element modeling.Items (b) and (e) in Section 5.3.1.4 are obtained from Reference 5 and are shown in Figure 5-12 and Figure 5-4. Loads P 1, P2, P3 and P4 are for the refueling operation only. Loads P5, P7 and P8 are at the upper and lower beam supports.

These are considered as belonging to item (b).Loads P6 are from the reactor vessel through the biological shield wall and transmitting through the concrete to the building foundation.

Therefore, load P6 is not used in the drywell analysis.The seismic loads were identified as either operating or refueling conditions as shown in the column 'Remark' in Table 5-2. The P5, P7, P8 and P9 are grouped together as Mechanical/Live Loads. The P1, P2, P3, P4 and P6 are grouped together as Refuel loads. These two load groups are used in the load combinations in Section 6.4. They are used in both Refueling (Levels A&B)and Post-Accident Flooding (Level C) load combination.

They are not distinguished as SSE or OBE and used as Mechanical/Live loads or Refueling loads in the load combinations.

One load that is not included in Table 5-2 is the horizontal earthquake load of 2,150,000 lbs that is transmitted to the drywell shell tangentially by 5 beams on each side of the vertical axis of the drywell, Figure 5-4 (Plan C-C). These are the beams most nearly perpendicular to the direction of the earthquake.

In Reference 1 (page 1D1), it is shown that the forces P1 and P2 are acting at the top gusset and the forces P3 and P4 are acting at the intersection between the drywell shell and the bottom stiffener, as illustrated in Figure 5-5.Report 0006004.403 .RO 5-11 V Structural Integrity Associates, Inc.

For Item (c), it is stated in Reference 5,Section III -2.4.4, page 111-25 that the gap between the drywell and the concrete building is 3 inches. This gap is filled with compressible material.From Appendix 111-2.4, Item 1, Section 4.9 of Reference 5, it is stated that the foamed asbestos fiber-magnestite cement product was selected to fill the expansion space around the drywell vessel. In Section 7.1 of Appendix 111-2.4, Item 1, of Reference 5, it is stated that the dry density of the compressible material is 8 pounds per cubic foot. It corresponded to a wet density at the spray nozzle of 29 pounds per cubic foot at the spray nozzle. For the analysis of the Oyster Creek drywell, a dry density of 8 lbs/ft 3 is used. This load is assumed to be distributed in the drywell shell.For Item (d), from Reference 3(r), the width of the floor is 6'. From Reference 3(ac), the length of the floor is 29 9/16" x 4 = 118.25 inches (9.8542 ft). The total area of floor space is 6'x 9.8542' =59.125 ft2. With 150 lb/ft2, the total force is 8868.75 lbs, which is less than 11 tons (24,640 lbs). Therefore, a live load of 11 tons for the access opening is used in the analysis.For Item (f), the weight of contained air is only included during the initial test condition, as defined in Reference 4, Section 2.3.2.1. It is stated in Reference 3, Section 1.6.3.2, Table 11-2, that the drywell air volume is 180,000 ft 3.The air is assumed to compose of about 80% Nitrogen and 20% Oxygen. Using a density of 0.0812 lbm/ft 3 at 80'F for oxygen and 0.0713 lbm/ft 3 at 80'F for nitrogen, the density of air is calculated to be 0.0812*0.2+0.0713*0.8

= 0.0733 lbm/ft 3.The total weight of air in the drywell is 0.0733x180,000

= 13,194 lb. The weight of contained air is only included in the test conditions according to Reference 3.For item (g), a dead and live load of 1000 lbs at each weld pad is used.The vent thrust loads are due to the end cap effect of the vent pipe from internal/external pressure, as described in the FSAR [43]. The vent thrust load is applied as an axial force on the vent pipe at the bellow location interfaced with the torus, based on the end cap effect duet to the pressure.

For the refueling condition, this is the end cap effect of a 2 psi external pressure.

For the post accident flooding condition, the vent thrust load is much more significant due to the C Structural Integrity Associates, Inc.Report 0006004.403.R0 5-12 presence of the water inside the drywell. The vent thrust load from the hydrostatic pressure due to the water head is included in the analysis.5.3. 7 Vent Thrust Per interpretation of Reference 41, the vent thrust load is due to the end cap effect of internal/external pressure.5.4 Penetrations From Reference 3, there are 208 penetrations on the drywell. The location and size of these penetrations are presented in Table 5-3. The number of penetrations by grouping in size is summarized in Table 5-4. It should be noted that there are 10 vent openings but grouped as a single opening in Reference 3(b).The Oyster Creek drywell was designed according to the ASME, Boiler and Pressure Vessel Code,Section VIII, 1962 Edition, [7]. In order to provide a guidance in modeling the penetrations in the finite element model, and since Reference 7 does not have any rule for opening, a latter edition of Section VIII [15] is used to determine the maximum opening size that does not require reinforcement.

Article AD-5 10 of Reference 15 states that a single opening has a diameter not exceeding 0.2\/(Rmt) or if there are two or more openings within any circle of diameter 2.5'/(Rmt), then the sum of the diameter of such unreinforced opening shall not exceed 0.25l(Rmt).

Based on the mean radius and nominal wall thickness in the cylindrical and spherical region of the drywell, the diameter of reinforced opening at these regions are calculated and presented in Table 5-5.If the openings meet the Section VIII rules, they do not require any area reinforcement.

Usually these openings are small in diameter that they do not cause any significant local stress that addition reinforcement is required.

Thus no area reinforcement is necessary for these small openings.

Therefore, those openings that do not require area reinforcement are not included in Report 0006004.403 .R0 5-13 Structural Integrity Associates, Inc.

details in the finite element model. For the drywell, any openings less than 2.25 inches, 2.55 inches and 3.12 inches are not modeled in details in the finite element model for the cylindrical, upper spherical and lower spherical regions of the drywell, respectively.

5.5 Penetration

Piping Loads Among all the penetrations in the Oyster Creek drywell, only a small number of penetrations are provided with the piping loads acting on the penetrations from the piping analyses.

These penetrations are shown in Table 5-6.5.6 Hydrostatic Loads 5.6.1 Refueling Conditions During refueling conditions, water is filled from the elevation of the water seals between the reactor vessel and the drywell. The water level is at 118'-3" [2]. Outside the drywell, the water seal is at an elevation 92-10 3/4" [3]. Inside the drywell, the water seal is at an elevation 5 3/4" [3]below the top surface of bottom flange which is at 94'-9" [3].5.6.2 Post Accident Flooding Conditions The flood stage is at the elevation 74'-6". The total water head for the flood stage is 92'-0", measured from the bottom of the torus. This water head creates a hydrostatic pressure on the drywell shell. The hydrostatic pressure is calculated based on the water depth measured from the water surface.5.7 Seismic Loads The original seismic design for the Oyster Creek Nuclear Generating Station critical structures and equipment is based on dynamic analysis using acceleration response spectrum curves which V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-14 were based on a peak ground acceleration of 0.11 g for the Operating Basis Earthquake (OBE)and 0.22g for the Safe Shutdown Earthquake (SSE) [17].For the current drywell evaluation, the seismic analysis is performed using a response spectrum.The response spectrum is obtained from References 16 and 18.5.7.1 Response Spectrum 5.7.1.1 Operating Basis Earthquake The Oyster Creek drywell is embedded into concrete on the interior below elevation 10'-3" and constrained in the circumferential direction at the star truss male lug mid elevation at 82'-2" (from 81'-5 1/4" to 82'-10 3/4"), on the outside of the drywell [3]. The response spectrum at the elevation of 82'-9' is used since this is the closest elevation that the response spectrum results are available.

The horizontal acceleration response spectra in the North-South direction, East-West direction, and the Vertical direction at these two elevations are presented in Figure 5-6 to Figure 5-11. Based on the guideline in Reference 19, OBE spectra with 2% damping was selected.All response spectra have significant response in the 1 to 10 Hz region. Above the significant frequency region (i.e. >10 Hz), the magnitude of the acceleration response is less than 0.25g 5.7.1.2 Post-Accident Earthquake with Flooded Drywell To account for the effect of water in the flooded drywell in the post-accident condition, a re-analysis of the soil-structure-interaction of the drywell was performed

[18] to generate a new set of seismic response spectrum for the flooded condition.

The response spectra for the three directions are presented in Figure 5-12 and Figure 5-13 for the elevations 10'-3" and 82'-9", respectively.

The figures also included the SSE spectra without the water in the drywell for comparison.

At 10'-3" elevation, the flooded spectra in the two horizontal directions are essentially the same as the non-flooded OBE spectra. In the vertical direction, the flooded spectrum shows a significant decrease in g level in the 1 Hz to 10 Hz range. The difference is Report 0006004.403 .RO 5-15 V Structural Integrity Associates, Inc.

due to the change in the locations on the base mat (elevation 10'-3") where the spectra are computed.

Both analyses include the effect of rocking of the mat. The original analysis included the envelope of the spectra for locations on the mat that extended to the edge of the reactor building walls. The revised analysis included this same rocking effect but only enveloped the points out to the radius of the containment shell. At 82'-9" elevation, the flooded spectra in all three directions are very similar to the non-flooded OBE spectra.For both the operating basis earthquake and the post-accident earthquake with flooded drywell, the maximum envelope response spectra from the spectrum for the two elevations (10'-3" and 82-9") were used in the analysis for each of the three loading directions (i.e. E-W, N-S and vertical).

The results from these three load directions (which were analyzed individually) were combined by square root of the sum of the square (SRSS) to obtain the stress results for the OBE and flooded SSE load cases. The enveloped spectra were applied to all the support locations.

5.7.2 Seismic

Anchor Movements 5.7.2.1 Operating Basis Earthquake During a seismic event, the reactor building would experience a relative displacement between the drywell constraint at 82'-2" and the reactor building base. The relative displacement is obtained using the following approaches:

I. Using Reactor Building Relative Displacements.

II. Using Drywell Maximum Relative Displacements.

III. Using Drywell Time History Displacements.

Approach I: Using Reactor Building Relative Displacements The reactor building relative displacements are taken from Reference 20, Table 2.1.3, on Page 6.The Upper Bound displacements for the N-S and E-W directions are determined, and the SRSS displacement of the two sets is computed for this approach.Report 0006004.403 .RO 5-16 Structural Integrity Associates, Inc.

To obtain the displacements at 10'-3", the displacement will be interpolated between the displacements at 9' and at 23.5'. To obtain the displacement at 82'-2", the displacement will be extrapolated from the displacements at 63.5' and 74.0'.The results are summarized in Table 5-7.Approach II: Using Drywell Maximum Relative Displacements The Drywell maximum relative displacements are taken from Reference 20, Table 3-1 (b), on Pages.34 & 37, for Nodes 11 & 57, respectively.

With reference to Figure 2-3 on Page 22, the 10'-3" elevation corresponds to Node 11, and the elevation 82'-2" corresponds to Node 57.The maximum relative displacements for Nodes 11 & 57 in the N-S and E-W directions are determined, and the SRSS displacement of the two sets is computed for this approach.

The results are summarized in Table 5-7.Approach III: Using Drywell Time History Displacements The Drywell time history displacements are taken from Reference 20, for Nodes 11 & 57, as identified in Reference 20, on page 22; the 10'-3" elevation corresponds to Node 11, and the elevation 82'-3" corresponds to Node 57.These time history displacements carry directional signs, denoting that the phasing of the nodal displacements between the two locations is taken into consideration.

The maximum relative displacements between two nodes are computed for each time period. The maximum amplitude for the N-S & E-W directions is established, and the SRSS value of the two is computed for this approach..

The results are summarized in Table 5-7.All three approaches show that the Seismic Anchor Movement (SAM) values are quite similar: 0.062", 0.067", and 0.068" for Approaches I, II, and III, respectively.

Approach I is the smallest, and the least accurate due to the interpolation and extrapolation used in the methodology.

Report 0006004.403 .R0 5-17 Structural Integrity Associates, Inc.

Approach II is a reasonable approach, assuming that the phasing of the maximum relative displacements for the two nodes occur at the same time.Approach III is the most accurate approach.

It takes into consideration the phasing of the two nodal displacements at all time steps. Moreover, this approach predicts the largest SAM movement of 0.068".The SAM movement from Approach III will be used in the drywell analysis.

The seismic anchor movement in the three directions in the global coordinate system will be applied all together in one load case. This SAM case will then be used in the final combination as +SAM or -SAM.5.7.2.2 Post Accident Basis The relative seismic anchor movements at the star truss elevation are obtained from Reference 18 and presented in Table 5-8. The, relative anchor displacements are provided for the best estimate (BE), upper bound (UB) and lower bound (LB) for all three global directions.

The maximum relative displacements are from the LB in the two horizontal directions with 0.095" in the North-South (X) direction and 0.087" in the East-West (Y) direction.

5.7.3 Critical

Damping Values Per Reference 19, the modal damping values expressed as a percentage of critical damping shown in Table 5-9 should be used for viscous modal damping for all modes considered in an elastic spectral or time-history dynamic seismic analysis of the Seismic Category I structures or components.

The modal damping values specified in Table 5-9 are for use in the dynamic analyses for operating basis earthquake and safe shutdown earthquake.

In the evaluation of Oyster Creek Drywell, 2% damping is used for OBE and 4% damping is used for SSE.1 Structural Integrity Associates, Inc.Report 0006004.403.RO 5-18 Table 5-1: Jet Force Loads [5]Location Maximum Jet Forces Interior Area Subjected to Jet Force Spherical Part of Drywell 566,000 lbs 3.14 ft 2 Cylindrical and Sphere to 466,000 lbs 2.54 ft 2 Cylindrical Transition Closure Head 16,000 lbs 0.09 ft 2 Table 5-2: Gravity and Live Loads [5]Load Elevation Static (lbs) Earthquake Remarks Note (ibs)P1 102'- 10" 15,000 3,800 Refueling operation Horizontal only load P2 102'- 10" 14,000 3,500 Refueling operation Vertical load only P3 82'-2" 15,000 3,800 Refueling operation Horizontal only load P4 82'-2" 15,000 3,800 Refueling operation Vertical load only P5 47'-1 1/2" 43,200 10,800 Normal operation Vertical load 6,600,000 1,650,000 Refueling operation Vertical load P6 12'-3" only 6,040,000 1,510,000 Normal operation Vertical load P7 23'-6" 13,700 14,100 All operating conditions Vertical load P8 23'-6" 6,100 1,500 All operating conditions Vertical load P9 12'-3" 0 343,000 All operating conditions Horizontal load 42'-1 1/2 -- 2,150,000 See Figure 5-4, Horizontal I I I Plan C-C load V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-19 Table 5-3: Drywell Penetrations

1. Custorr CB&I Mk Size 1 X- 1 100-A Lock 2 X- 2A 23-X 2A 36 3 X- 2B 15-N36-1 36 4 X- 3A 19-N24-1F 24 5 X- 3B 19-N24-1L 24 6 X- 4A 23-X 4A 30 7 X-4B 15-N30-1 30 8 X- 5A 19-N24-2F 24 9 X- 5B 19-N24-2L 24 10 X- 6 28-X 6 6 11 X- 7 18-N26-1 26 12 X-8 26-X8 26 13 X-9 25-X9 22 14 X-10 25-X1O 22 15 X-11 17-N18-1 18 16 X-12A 25-X12A 22 17 X-12B 25-X12B 22 18 X-13A 22-X13A 1 19 X-13B 22-X13B 1 20 X-14A 22-X13A 1 21 X-14B 22-X13B 1.22 X-15 13-N2-1 2 23 X-16 13-N2-1 2 24 X-17 16-N 8-8 8 25 X-17 16-N 8-8 8 26 X-18 27-X18 18 27 X-19 16-N18-2 18 28 X-20A 12-N8-4 8 29 X-20B 12-N8-4 8 30 X-21 12-N8-5 8 31 X-22A X-22A 24 32 X-22B X-22B 24 33 X-22C X-22C 24 34 X-22D X-22D 24 35 X-22E X-22E 24 36 X-22F X-22F 24 37 X-22G X-22G 24 38 X-23 12-N6-5 6 39 X-24 12-N6-4 6 40 X-24 28-X24 6 41 X-24 28-X24 6 42 X-24 12-N6-4 6 43 X-24 12-N6-4 6 44 X-25 12-N6-2 6 45 X-26 12-N6-2 6 46 X-27 12-N6-2 6 47 X-27 12-N6-2 6 48 X-27 12-N6-2 6 49 X-27 12-N6-2 6 50 X-31 12-N8-3 8 51 X-31 12-N8-3 8 52 X-31 12-N8-3 8 53 X-31 12-N8-3A 8 54 X-28 12-N8-2 8 55 X-31 12-N8-2 8 56 X-31 12-N8-2 8 57 X-31 12-N8-2 8 58 X-31 12-N8-2A 8 59 X-28 12-N8-2 .8 60 X-28 12-N8-2 8 Azimuth Deg-Min 342-0 171-19 188-45 10-30 349-30 167-30 192-30 19-30 340-30 150-0 325-0 290-15 85-0 95-0 114-0 240-0 250-0 94-0 266-30 94-0 266-30 300-0 305-0 82-30 97-30 190-0 314-30 5-0 10-0 310-0 0-0 72-0 108-0 144-0 216-0 252-0 288-0 330-0 15-0 101-0 162-0 234-0 315-0 30-0 35-0 40-0 45-0 55-0 60-0 50-0 45-0 40-0 35-0 220-0 30-0 45-0 40-0 35-0 224-40 229-20 Elevation 27'-6" 27'-0" 27'-0" 90'-0" 901-0" 33'-0" 33'-0" 87'-5" 87'-9" 42'-0" 58'-3" 62'-0" 62'-0" 43'-6" 62'-0" 62'-0" 43'-9" 43'-9" 43'-9" 43'-9" 40'-0" 40'-0" 21'-3" 21'-3" 86'-0" 21'-3" 47'-6" 47'-6" 43'-9" 14'-0" 14'-0" 14'-0" 14'-0" 14'-0" 14'-0" 14'-0" 43'-0" 47'-0" 47'-0" 47'-0" 47'-0" 47'-0" 44'-0" 44'-0" 44'-0" 44'-0" 44'-0" 44'-0" 42'-0" 42'-0" 42'-0" 42'-0" 40'-0" 40'-0" 40'-0" 40'-0" 40'-0" 40'-0" 40*-0" Detail Pntr Pen Rfr Pit Rfr Pit Weld Dwg# Spare Type Thk(in) Thk(in) D/L(in) Vsl/Plt 100/40 n/a 23 3 1.75 1.75 61.875 FP 15 1/2 1.75 0.875 61.75 FW-5/8 19 1/2 1.25 0.875 34.5 FW-1/2 19 1/2 1.25 0.875 34.5 FW-1/2 23 3 1.5 1.75 48.625 FP 15 1/2 1.5 0.875 48.75 FW-5/8 19 1/2 1.125 0.875 36.25 FW-1/2 19 1/2 1.125 0.875 36.25 FW-1/2 28 3 0.432 1.75 16 FP 18 1/2 1.5 0.875 40.5 FW-5/8 26 3 1.5 1.75 50.625 FP 25 3 1.125 1.75 38.5 FP 25 3 1.125 1.75 38.5 FP 17 Yes 1/2 0.938 0.875 23.75 FW-5/8 25 3 1.125 1.75 23.563 FP 25 3 1.125 1.75 23.563 FP 22 3 0.179 1.25 96 FP 22 3 0.179 1.25 96 FP 22 3 0.179 1.25 96 FP 22 3 0.179 1.25 96 FP 13 3 0.218 0.875 8.5 FW-9/16 13 3 0.218 0.875 8.5 FW-9/16 16 1/2 0.5 0.875 15.25 FW-9/16 16 1/2 0.5 0.875 15.25 FW-9/16 27 3 0.938 1.75 30 FP 16 1/2 0.938 0.875 32.5 FW-9/16 12 1/2 0.5 0.75 15.75 FW-9/16 12 1/2 0.5 0.75 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 70 3 70 3 70 3 70 3 70 3 70 3 70 3 12 Yes 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 28 3 0.432 1.75 16 FP 28 3 0.432 1.75 16 FP 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 Yes 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.432 0.875 13 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 12 1/2 0.5 0.875 15.75 FW-9/16 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 F F F F F F F F PP PP PP F F F F*PIP* PP* PP* PP* PP PP Weld Pntr Reinf Pen/Pit Matl. Pit Matl A212-B A212-B P/FW-3/8 A212-B A212-B FP/FW-3/8 A201-B A212-B FP/FW-3/8 A201-B A212-B FP/FW-3/8 A201-B A212-B FP/FW-3/8 A201-B A212-B FP/FW-3/8 A201-B A212-B P/FW-3/8 A201-B A212-B FP/FW-3/8 A201-B A212-B-1/2/FW-3/8 A201-B A212-B-1/2/FW-3/8 A201-B A212-B FP A201-B A212-B FP A201-B A212-B FP A201-B A212-B-1/2/FW-3/8 A201-B A212-B FP A201-B A212-B FP A201-B A212-B P/FW-1/4 A312-T304 A212-B P/FW-1/4 A312-T304 A212-B P/FW-1/4 A312-T304 A212-B P/FW-1/4 A312-T304 A212-B FW-I/4 A333-O A212-B FW-1/4 A333-0 A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B FP A201-B A212-B-3/8/FW-3/8 A201-B A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B A201-B A212-B A201-B A212-B A201-B A212-B A201-B A212-B A201-B A212-B A201-B A212-B A201-B A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-1/2 A333-O A212-B-3/8/FW-1/2 A333-O A212-B-3/8/FW-3/8 A333-0 A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-0 A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-0 A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-0 A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B-3/8/FW-3/8 A333-O A212-B PP.PP.PP PP PP PP PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP.PP-V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-20

1. Custorr CB&I Mk Size 61 X-28 12-N8-2 8 62 X-29 12-N8-3 8 63 X-29 12-N8-3 8 64 X-29 12-N8-3 8 65 X-29 12-N8-3 8 66 X-30 12-N8-6 8 67 X-30 12-N8-6 8 68 X-30 12-N8-6 8 69 X-30 12-N8-6 8 70 X-32 12-N8-7 8 71 X-32 12-N8-7 8 72 X-32 12-N8-7 8 73 X-32 12-N8-7 8 74 X-32 12-N8-1 8 75 X-32 12-N8-1 8 76 X-32 12-N8-1 8 77 X-32 12-N8-1 8 78 X-32 12-N8-1 8 79 X-32 12-N8-1 8 80 X-32 12-N8-1 8 81 X-32 12-N8-1 8 82 X-32 12-N8-2 8 83 X-32 12-N8-2 8 84 X-32 12-N8-2 8 85 X-32 12-N8-2 8 86 X-32 12-N8-2 8 87 X-32 12-N8-2 8 88 X-32 12-N8-2 8 89 X-32 12-N8-2 8 90 X-33 12-N8-7 8 91 X-34 12-N8-7 8 92 X-36 12-N8-6 8 93 X-37 16-N 8-9 8 94 X-37 16-N 8-9 8 95 X-37 16-N 8-9 8 96 X-37 16-N 8-9 8 97 X-38 27-X38 3 98 X-38 27-X38 3 99 X-38 27-X38 3 100 X-38 27-X38 3 101 X-38 27-X38 3 102 X-38 27-X38 3 103 X-39 27-X39 3 104 X-39 27-X39 3 105 X-39 27-X39 3 106 X-39 27-X39 3 107 X-40 12-N3-9 3 108 X-40 12-N3-9 3 109 X-40 12-N3-9 3 110 X-40 12-N3-1 3 111 X-40 12-N3-1 3 112 X-40 12-N3-1 3 113 X-40 12-N3-1 3 114 X-40 12-N3-1 3 115 X-40 12-N3-2 3 116 X-40 12-N3-2 3 117 X-41 13-N3-6 3 118 X-41 13-N3-6 3 119 X-41 13-N3-6 3 120 X-41 13-N3-6 3 Azimuth Deg-Min 234-0 220-0 224-40 229-20 234-0 220-0 224-40 229-20 234-0 120-0 125-0 130-0 135-0 110-0 115-0 120-0 125-0 130-0 135-0 140-0 145-0 110-0 115-0 120-0 125-0 130-0 135-0 140-0 145-0 140-0 145-0 290-0 8-0 10-30 25-30 28-0 209-0 212-0 215-0 209-0 212-0 215-0 55-30 61-30 55-30 61-30 210-0 215-0 300-0 20-0 25-0 210-0 215-0 300-0 20-0 23-0 47-0 61-0 191-0 205-0 Table 5-3: Drywell Penetrations (cont'd)Detail Pntr Pen Rfr Pit Rfr Pit Weld Weld Elevation Dwg# Spare Type Thkin) Thk(in) D/L(in) Vsl/Pit Pen/Pit 40'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 42'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 42'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 42'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 42'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 44'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 44'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 44"-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 44'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 Yes 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 38'-0" 12. 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 40'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 36'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 44'-0" 12 1/2 0.5 0.875 15.75 FW-9/16 PP-3/8/FW-3/8 22'-3" 16 Yes 1/2 0.5 0.875 15.25 FW-9/16 PP-3/8/FW-3/8 22'-3" 16 1/2 0.5 0.875 15.25 FW-9/16 PP-3/8/FW-3/8 22'-3" 16 1/2 0.5 0.875 15.25 FW-9/16 PP-3/8/FW-3/8 22'-3" 16 Yes 1/2 0.5 0.875 15.25 FW-9/16 PP-3/8/FW-3/8 73'-9" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 73'-9" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 73'-9" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 72'-11" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 72'-11" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 72'-11" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 73'-9" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 73'-9" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 72'-11" 27 3 0.3 1.75 16 FP PP-3/8/FW-1/2 72'-11" 27 3 0.3 1.75 16, FP PP-3/8/FW-1/2 42'-0' 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 42'-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 42'-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 44"-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 44"-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 44"-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 44"-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 44"-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 46'-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 46'-0" 12 1/2 0.3 0.875 9.75 FW-9/16 FW-3/8 191-9" 13 1/2 0.218 0.875 10.25 FW-9/16 FP/FW-1/4 191-9" 13 1/2 0.218 0.875 10.25 FW-9/16 FP/FW-1/4 19'-9" 13 1/2 0.218 0.875 10.25 FW-9/16 FP/FW-1/4 191-9" 13 1/2 0.218 0.875 10.25 FW-9/16 FP/FW-1/4 Pntr Matil.A333-0 A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-0 A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-0 A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-0 Reinf Pit Matl A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B Structural Integrity Associates, Inc.Report 0006004.403.RO 5-21 Table 5-3: Drywell Penetrations (cont'd)Azimuth# Custorr CB&I Mk Size Deg-Min Elevation 121 X-41 13-N3-6 3 277-0 19'-9" 122 X-41 13-N3-7 3 47-0 20'-6" 123 X-41 13-N3-7 3 61-0 20'-6" 124 X-41 13-N3-7 3 191-0 20'-6" 125 X-41 12-N3-7 3 205-0 20'-6" 126 X-41 12-N3-7 3 277-0 20'-6" 127 X-42 26-X42-43 3 58-30 61'-9" 128 X-43 26-X42-43 3 58-30 62'-4" 129 X-44 17-N3-13 3 25-0 91'-0" 130 X-44 17-N3-12, 3 335-0 91'-0" 131 X-45 14-N6-7A 6 219-19 35'-10.25" 132 X-45 14-N6-9A 6 225-05 35'-10.25" 133 X-45 14-N6-6A 6 235-03 35'-10.25" 134 X-45 24-X45 6 213-08 36'-5" 135 X-45 14-N6-7 6 219-19 36-11.75" 136 X-45 14-N6-9 6 225-05 36-11.75" 137 X-45 14-N6-6 6 235-03 36'-11.75" 138 X-46 28-X46 3 120-0 86'-0" 139 X-46 17-N3-12P 3 330-0 86'-0" 140 X-47 12-N3-5 3 320-0 47'-0" 141 X-47 12-N3-5 3 325-0 47'-0" 142 X-47 12-N3-5 3 330-0 47'-0" 143 X-47 28-X47 3 335-0 47'-0" 144 X-49 21-A 94 'ent Openinc 15-7.25" 145 X-50 24-X50 3 284-0 47'-0" 146 X-50 24-X50 3 286-0 47'-0" 147 X-50 24-X50 3 288-0 47'-0" 148 X-50 24-X50 3 290-0 47'-0" 149 X-50 24-X50 3 292-0 47'-0" 150 X-50 24-X50 3 294-0 47'-0" 151 X-50 24-X50 3 296-0 47'-0" 152 X-50 24-X50 3 298-0 47'-0" 153 X-50 24-X50 3 300-0 47'-0" 154 X-50 24-X50 3 302-0 47'-0" 155 X-50 24-X50 3 304-0 47'-0" 156 X-50 24-X50 3 306-0 47'-0" 157 X-50 24-X50 3 308-0 47'-0" 158 X-50 24-X50 3 284-0 48'-6" 159 X-50 24-X50 3 286-0 48'-6" 160 X-50 24-X50 3 288-0 48'-6" 161 X-50 24-X50 3 290-0 48'-6" 162 X-50 24-X50 3 292-0 48'-6" 163 X-50 24-X50 3 294-0 48'-6" 164 X-50 24-X50 3 296-0 48'-6" 165 X-50 24-X50 3 298-0 48'-6" 166 X-50 24-X50 3 300-0 48'-6" 167 X-50 24-X50 3 302-0 48'-6" 168 X-50 24-X50 3 304-0 48'-6" 169 X-50 24-X50 3 306-0 48'-6" 170 X-51A X51-A 24 0-0 10'-2" 171 X-51B X51-B 24 72-0 10'-2" 172 X-51C X51-C 24 108-0 10'-2" 173 X-51D X51-D 24 144-0 10'-2" 174 X-51E X51-E 24 216-0 10'-2" 175 X-51F X51-F 24 252-0 10'-2" 176 X-51G X51-G 24 288-0 10'-2" 177 X-52 20-X52 24 120-0 )RYWELL H[178 X-53 X-53 36 35-0 & 275-( 10'-2" 179 X-56 X-56 8 36-0 10'-2" 180 X-57 X-57 8 324-0 10'-2" Detail Dwg#13 13 13 13 13 13 26 26 17 17 14 14 14 24 14 14 14 28 17 12 12 12 28 21 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 70 70 70 70 70 70 70 20 65 68 68 Pntr Pen Rfr Pit Rfr Pit Spare Type Thk(in) Thk(in) D/L(in)1/2 1/2 1/2 1/2 1/2 1/2 3 Yes 3 Yes 1/2 Yes 1/2 1/2 1/2 1/2 3 1/2 1/2 1/2 Yes 3 Yes 1/2 Yes 1/2 Yes 1/2 Yes 1/2 Yes 3 3 3 3 3 3 3 3 3 3 3 3 Yes 3 Yes 3 Yes 3 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 Yes 3 3 3 3 3 3 3 3 3 n/a 3 3 3 0.218 0.218 0.218 0.218 0.218 0.218 0.3 0.3 0.5 0.5 0.432 0.432 0.432 0.432 0.432 0.432 0.432 0.3 0.3 0.3 0.3 0.3 0.5 2.5 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.875 10.25 0.875 10.25 0.875 10.25 0.875 10.25 0.875 10.25 0.875 10.25 1.75 16 1.75 16 0.875 9 0.875 9 0.875 16.625 0.875 16.625 0.875 16.625 1.75 21 0.875 16.625 0.875 16.625 0.875 16.625 1.75 16 0.875 9 0.875 9.75 0.875 9.75 0.875 9.75 1.75 16 2.875 105.25 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 1.75 14.125 Weld Vsl/PIt FW-9/16 FW-9/16 FW-9/16 FW-9/16 FW-9/16 FW-9/16 FP FP FW-9/16 FW-9/16 FW-9/16 FW-9/16 FW-9/16 Weld Pen/Pit FP/FW-1/4 FP/FW-1/4 FP/FW-1/4 FP/FW-1/4 FP/FW-1/4 FP/FW-1/4 FP FP FW-3/8 FW-3/8 FP FP FP FP PP-3/8/FW-1/2 FW-9/16 PPý-3/8/FW-3/8 FW-9/16 PP-3/8/FW-3/8 FW-9/16 PP-3/8/FW-3/8 FP FW-9/16 FW-9/16 FW-9/16 FW-9/16 FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP FP PP-3/8/FW-1/2 FW-3/8 FW-3/8 FW-3/8 FW-3/8 PP-3/8/FW-1/2 FP PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 Pntr Matl.A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A201-B A201-B A201-B A201-B A201-B A201-B A201-B A201-B A333-O A333-O Reinf Pit Matl A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A201-B A212-B A212-B A212-B 1.5 V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-22 Table 5-3: Drywell Penetrations (concluded)

1. CustorT CB&I Mk Size 181 X-58 X-58 1 182 X-59 17-N3-13,P 3 183 X-60 17-N3-12,P 3 184 X-60 17-N3-12P 3 185 X-60 17-N3-12P 3 186 X-60 17-N3-12P 3 187 X-60 17-N3-12P 3 188 X-60 17-N3-12P 3 189 X-60 17-N3-12P 3 190 X-61 12-N6-3 6 191 X-62 14-N6-10 6 192 X-63 26-X63 14 193 X-63 26-X63 14 194 X-64 26-X64 24 195 X-65 X-65 20 196 X-66 18-N16-1 16 197 X-67 18-N10-1 10 198 X-68A X-68A 16 199 X-68B X-68A 16 200 X-69 X-69 16 201 X-70 33-X70 16 202 X-71 33-X71 8 203 X-72 33-X72 14 204 X-73 39-X73 3 205 X-73 39-X73 3 206 X-73 39-X73 3 207 X-73 39-X73 3 208 X-74 81-X74 20 Azimuth Deg-Min 25-0 30-0 35-0 40-0 45-0 50-0 55-0 60-0 55-0 315-0 330-0 340-0 CL 180-0 38-0 44-0 300-0 102-20 60-0 100-0 90-0 180-0 45-0 45-0 225-0 225-0 115-06 Detail Elevation Dwg# Spare 64 & 78 901-0" 17 Yes 90.-0' 17 Yes 90'-0" 17 Yes 90'-0' 17 Yes 90.-0" 17 Yes 90'-0" 17 Yes 901-0" 17 Yes 901-0" 17 Yes 42'-0" 12 90.-0" 14 62'-0" 26 62'-0" 26 2'-3" 20 10'-2" 65 27'-0" 18 27'-0" 18 Yes 45 BEL; CL 67 45 BEL; CL 67 45 BEL; CL 67 79'-6" 33 99'-6" 33 33'-0" 33 72'-6" 39 73'-6" 39 72'-6" 39 73'-6" 39 7-1.75" 81 Pntr Pen Rfr Pit Rfr Pit Weld Type Thk(in) Thk(in) D/L(in) Vsl/Plt Weld Pntr Reinf Pen/Pit Matl. Pit Matl 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 3 3 n/a 3 1/2 1/2 3 3 3 3 3 3 3 3 3 3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.432 0.432 0.75 0.75 0.875 0.875 0.875 0.875 0.875 0.875 0.875 0.875 0.875 0.875 1.75 0.75 1.25 9 9 9 9 9.9 9 9 13 16.625 35 35 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 FW-3/8 FW-9/16 PP-3/8/FW-3/8 FW-9/16 PP-3/8/FW-3/8 FP FP FP FP A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A333-O A201-B A201-B A201-B A201-B A333-O A201-B A201-B A201-B A201-B A333-O A201-B A333-O A333-O A333-O A333-O A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A201-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B A212-B 0.875 0.875 28.75 FW-5/8 PP-1/2/FW-3/8 0.593 0.875 20 FW-5/8 PP-1/2/FW-3/8 0.875 0.5 0.75 0.3 0.3 0.3 0.3 1.75 1.75 1.75 1.75 1.75 1.75 1.75 28 17 42 16 16 16 16 FP FP FP FP FP FP FP FP/FW-3/8 PP-3/8/FW-3/8 FP/FW-3/8 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 PP-3/8/FW-1/2 Note: Pntr 1/2: 3: Type: Penetration Type Type 1 or Type 2 Penetration (Reinforcing Plate)Type 3 Penetration (Insert Plate)r Structural Integrity Associates, Inc.Report 0006004.403.RO 5-23 Table 5-4: Penetrations by Size Penetration Size (in) Number of Penetrations 1 5 2 2 3 77 6 22 8 55 10 1 14 3 16 5 18 3 20 2 22 4 24 20 26 2 30 2 36 3 94 1 (10 Vent Openings)Lock 1 Total 208 V Structural Integrity Associates, Inc.Report 0006004.403.R0 5-24 Table 5-5: Penetration Size for Reinforcement Requirement Region Cylindrical Upper Lower Spherical Shell Spherical Shell Shell Inside Diameter (in) 396 420 420 Nominal Wall Thickness (in) 0.64 0.77 1.154 Mean Radius (in) 198.32 210.39 210.58 0.2*41(Rmt) (in) 2.25 2.55 3.12 Table 5-6: Penetrations with Piping Loads Penetration ID Description X2 A, B Main Steam X3 A, B Isolation Condenser

-A Steam X4 A, B Feedwater X5 A, B Isolation Condenser

-A Condensate Return X7 Shutdown Cooling Supply X8 Shutdown Cooling Return X9 Cleanup Supply X 10 Cleanup Return X12 B Core Spray Supply X1 8 Ventilation Intake X19 Ventilation Exhaust X63 Containment Spray Supply X70 Core Spray Supply Table 5-7: OBE Seismic Anchor Movements at Star Truss Male Lug Elevation Calculated From Reference 20 Direction Approach I Approach II Approach III North -South 0.040 0.045 0.046 East -West 0.047 0.050 0.050 SRSS 0.062 0.067 0.068 V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-25 Table 5-8: Post Accident Seismic Anchor Movements at Star Truss Male Lug Elevation, [20]Direction Max Relative Disp. (in)Lower Bound Upper Bound Best Estimate North-South 0.095 0.080 0.087 East-West 0.087 0.086 0.083 Vertical 0.001 0.001 0.001 Table 5-9: Damping Values (Percent of Critical Damping) [19]Operating Basis Safe Shutdown Structural or Component Earthquake or 1/ Safe SafShutdw Shutdown Earthquake' Earthquake Equipment and large-diameter piping system 2 , pipe diameter 2 3 greater than 12" Small diameter piping systems, 1 2 diameter equal to or less than 12" Weld Steel Structures 2 4 Bolted Steel Structures 4 7 Prestressed Concrete Structures 2 5 Reinforced Concrete Structures 4 7 Note: 1. In the dynamic analysis of active components as defined in Regulatory Guide 1.61, these values should also be used for SSE.2. Includes both material and structural damping. If the piping system consists of only one or two spans with little structural damping, use values for small diameter piping.C Structural Integrity Associates, Inc.Report 0006004.403.RO 5-26 40 20-10 10 1 100 101 1 2 103 1l4 10 5 TIME FROM START OF ACCIDENT [seconds)Figure 5-1: Primary Containment Pressure Following Recirculation Line Break 300 250 200 0 100 C.'1 HOUR 9 1 DAY r-vm r -o 1 1 0 2 1 0 1 .4 0 5 -m TItE FROM START nF ACCIDENT (seconds)Figure 5-2: Drywell Temperature Response Following Recirculation Line Break rt 0006004.403.RO 5-27 Structural Integrity Associates, Inc.Repor AVý--'6 ý-*EQ.SP PLA/ A-A PL A B-6 UTI PA/W AI PAZOSav CQ OYStER CREEX APlhe$E' MZ- -2 AVO SEISMIC LOAD=/C OU DWELL WXEAl FRO~M GE DWGt 237E 554)Figure 5-3: Static and Seismic Loading on Drywell [5]v Structural Integrity Associates, Inc.Report 0006004.403.RO 5-28

/00" 77/ NOe/ZOa/TAL EARTHQUAKE roAWC IS TRAAIS'I/TTED TO THE DlMWE1L 5HEL& TAiJGEAJT/ALLY BY 5 BEAMA. WA EACH SIDE OF THE VWTifCAL AXIS OF THE OPY VE.L. ThESE ARE THE SCAM5 MvIOST IARLY PEPJDICULAR 7v THE D/lcTrlo Or rF e HEJA077 Gc.AXE. TOTAL OF 10 BEAMS)(-h'5 LOAD 5 THE LOAD AT AORMAL DPAEJATIVG COA/IrIOAJS) 0O PLAAI C-C PL A D -D/5,0,k K 13K 16.6KI 14.0K .5-5K 17.5k/5.0,K J 5.K 16,6K f5.OK 36X188 43.2 K 108K I544K~6OK /JlA'&5K'A"NORIZOAJTAL PORCE OF 335 K ACTIAtG 1AJ AJY.DIRECTIOAl IS T;rhE RESULT OP IIORIZ rTAL EARTH-QUAKE FORCES ACTtMG QAl ThE FUMP.Z.10, OYSTER CREEK

,5-Gv .eW'RT 345 .K]PLAkV F-f/S'C'64'ed

=.Z- .5 Figure 5-4: Static and Seismic Loading on Drywell [5]Structural Integrity Associates, Inc.Report 0006004.403.RO 5-29

~4 PMb AL..w 40CYON A-A Figure 5-5: Application of Loads P1, P2, P3 and P4 From Reference 1 V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-30

.0.2 .3 rtl Legend: i% Spectral Damping 2% Spectral Damping 4% Spectral Damping 10I Frequency (Hz)Notes: I OBE Level Accelerations in g's Ektreme Locations and 3 Soil Cases Enveloped BE Case Broadened 15%L5 6.Us Cases Broadened 10%GPU Oyster Creak Nuclear Generating Station, Deuign Basis SSI Analysis DryWell Concrete Floor, Elevation i10-3", Node I1, NS Direction' Figure 5-6: Seismic Response Spectra, OBE, Elevation, 10'-3", N-S Direction V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-31 13 0 54 41.2 Legendt f% Damping 2% Spectral Damping 4% Spectral Damping Frequency (Ha)Notes: 1 098 Level Accelerations in g's Extreme Locations and 3 Soil Cases Enveloped

• BE Case Broadented 15%LB & UB Caes* Broadened 10%GPU Oyster Creek Nuclear Generating Station, Design Basis SST Analysis Drywell Concrete Floor, Elevation 1'0-3"t, ode 11, EW Direction Figure 5-7: Seismic Response Spectra, OBE, Elevation 10'-3", E-W Direction 006004 403 RO 5-32 V Structural integrity Associates, Inc.Report 0

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0.-4-4 J 14.0.2gel --1% Spectral D~amp~ing 2% spectral Damvinag 4% Spectral Oamping 2'10,.~,.~lrreqpency (Hz)Note.: I OBE Level Accelerations in 91a Extreme Looations and 3 Soil Cases Enveloped BE case Broadened 15%.LB & UB Cases Broadened 10%GPU Oyster creek Nuclear Generating Station, Design Basis SSI A~najysis Drywell Concrete Floor, Elevation 10'-3', Node 11, Vort.Direction Figure 5-8: Seismic Response Spectra, OBE, Elevation 10'-3", Vertical Direction V Structural Integrity Associates, Inc.Report 0006004.403.RO 5-33 I..4.2- -10 Legend: 1% Spectral Damping 2% Spectral Damping 4% Spectral Damping.1o Frequency (Hz)Notes -1 OBE Level Accelerations in g's Extreoe Locations and 3 Soil Cases Enveloped BB CaWe Sroadened 15%LB & US Cases Broadened 10%GPU Oyster Oreek Nuclear Gen~erting Design Basis SS1 Analysis Drywell, Elevation 82'-9", Node 57, NH Direction Figure 5-9: Seismic Response Spectra, OBE, Elevation 82'-9", N-S Direction V Structural Integrity Associates, Inc.Report 0006004.403.R0 5-34 1.2 0 0 4,-4 o .6 -.4 --.2 Legend t I% Spectral Dampinq 2% Spectral Damping 40 Spectral Damping 102 Frequency (Hz)UOteS: I OBE Level Accelerations in g's Extreme Locations and 3 Soil Cases Bnveloped BE Case Broadened 15%LB & Do Cases Broadened 10%GPU Oyster Creek Nuclear Generating Station, Design Basis SSX Analysis Dzywell, ElevatLion 82"-9", Node 57, EW Direction Figure 5-10: Seismic Response Spectra, OBE, Elevation 82'-9", E-W Direction Report 0006004.403.RO 5-35 Structural Integrity Associates, Inc.

.1=x 16, 4.0 .*3.41-14 Ji 2.0 0I II 1.0-1.0 Logerndt 1% Spectral DaMping 2% Spectral Damping 4% Spectral Damping Frequency (Hz)Notes: I OBE Level Accelerations in gqs extreme Tocations and 3 Soil Cases Enveloped Bi Case Broadened 151 LB & UB Cases Broadened 10%GPU Oyster Creek Nuclear Generating Statior, Design Basis SSX Analysis Drywefl, Elevation 82"-9 , Node 57, vert.Direction Figure 5-11: Response Spectra, OBE, Elevation 82'-9", Vertical Direction Report 0006004.403.RO 5-36 V Structural Integrit Associates, Inc.

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.-6* W to'10.r e -J1. i z Y Figure 5-13: Flooded Response Spectra,, at Drywell Elevation 82'-9" U Structural Integrity Associates, Inc.Report 0006004.403.RO 5-38

6.0 FINITE

ELEMENT STRESS ANALYSIS The section describes the stress analyses of the Oyster Creek Drywell under different loading conditions using the finite element model described in Section 4.0. The results from these analyses will be used in subsequent load combinations and ASME Code evaluation in Section 7.0.6.1 LOADING INPUT The loading input is described in Section 5.0, and the individual load cases are shown in Table 6-1.The individual load cases are defined based on the type of applied loads and the load combinations that are required for the subsequent ASME Class MC Code evaluation.

6.2 ASSUMPTIONS

The following assumptions are used in the analysis (note that other assumptions are made in the body of the report): (a) No bolt preloads were considered as described in Section 4.1.(b) The top head and the cylindrical shell are assumed to be integrally connected as described in Section 4.1.(c) The gap between the male lug in the star truss and the reactor building concrete wall is assumed to be closed. This is the gap in the circumferential direction.

The gap is about 0.01 inches to the spacers which are inserted in between the male lug and the reactor building concrete wall. Assuming the gap is closed would provide constraint to the movement of the drywell and cause a higher stress in the local vicinity of the male lug and star truss insert plate. This assumption is conservative since the spacers may not be as rigid as the concrete wall and might easily be deformed to allow some movement of the male lug in the circumferential direction.

V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-1 (d) Star truss load is not included because the star truss assembly design is to transmit the loads from the reactor /reactor internals and biological shield wall directly to the reactor building concrete wall such that it causes no significant stress in the drywell shell.(e) The reactor building concrete wall is assumed to be rigid compared to the drywell shell since the concrete wall is much thicker.(f) The concrete floor inside and outside the drywell are assumed to be rigid based on the thickness of the concrete.(g) Since the as-measured wall thicknesses were used in the analytical model, the manufacturing tolerance on shell thickness was not considered in the analysis.6.3 BOUNDARY CONDITIONS

6.3.1 Bottom

Head Structural and Thermal Boundary Conditions The Bottom Head of the Oyster Creek Drywell is embedded in the concrete as shown in Figure 6-1 and Figure 6-2. It is shown that the elevation of the concrete inside the drywell is 10'-3".On the outside of the bottom head of the drywell, the concrete elevation is 8'-11 '/4", at the bottom of sand bed region (Figure 6-2).There is a caulk perimeter inside the drywell which reaches a higher elevation, Figure 6-1 and Figure 6-6. The elevation at the top of the caulk perimeter is 11 '-0", shown in Figure 6-3, with an upper curb at 12'-3", Figure 6. Also it is shown that the concrete in the curb region was removed at the two trenches located at azimuth 720 and about 2920 (Bay 5 and 17), Figure 6-6 and Figure 6-7.In addition to the drywell bottom head being embedded in the concrete, the drywell is also supported by the drywell skirt and reinforced by the stiffener plate, Figure 6-1. The top of the stiffener plate is at an elevation 8'-9". Both the drywell skirt and the stiffener plate are embedded in the concrete.Report 0006004.403.RO 6-2 V Structural Integrity Associates, Inc.

Based on the above information, a section of drywell shell between elevation 8'-11 1/4/4" and 12'-3" has concrete on the inside but not on the outside.For the thermal boundary condition, at steady state operating condition, the drywell shell temperature is 150 'F, above elevation 11 '-O", top of concrete caulk perimeter

[Section 6.2.1.3.3, Reference 13]. It is assumed that the concrete is at ambient temperature of 70 'F, below the elevation 8'-11 1/4". The steady state operating temperature distribution between the elevation 11 '-0" and 8'-11 'A" is established through heat conduction by running a thermal steady state solution, assuming no heat convection through the concrete and the air in the sand bed region.The thermal boundary conditions are shown in Figure 6-4.For the structural boundary condition, it is assumed that, at the bottom head, there is no bonding between the concrete and the drywell (similar to previous evaluations).

In the region where there is concrete on the inside and outside of the bottom shell, the concrete will prevent movement into the concrete in the radial direction, either towards or away from the center of the spherical drywell. Therefore, it is reasonable to restrict the radial movement for the portion of the bottom head with concrete on both sides of the shell but allows movement in the meridional direction as illustrated in Figure 6-5, from elevation 8' 11 1/4" and below. In addition, at the location of the skirt, a constraint is imposed on the displacement in the vertical and horizontal directions.

The basis is that both the concrete and the skirt which are anchored inside the concrete provide sufficient constraint in the movement of the shell at either direction.

For the curb region, between elevation 8'-11 1/4" and top of the curb (12'-13"), there is only concrete on the inside.Under the condition of internal pressure in the design condition, assuming no bonding between the shell and the concrete, the bottom head shell could deflect away from the concrete in the curb region. Therefore, no constraint boundary condition will be imposed in the curb region. This would provide conservatism with regards to stress since it allows the shell in the curb region to deform more than would be expected.

This argument or assumption is also applicable to the case of an external pressure in the operating condition.

In this case, the shell will deform inward as if the concrete inside is not present.V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-3 Similar assumptions and arguments on the structural boundary conditions can also be applied to the trench regions in Bay 5 and Bay 17. In Bay 5, the displacement boundary conditions are illustrated in Figure 6-6. The shell is allowed to displace and rotate in all three directions starting from the bottom of the trench which is at about elevation 8'-9". Figure 6-7 presents the displacement boundary conditions in Bay 17. The shell is allowed to displace and rotate in all three directions starting from the bottom of the sandbed region at elevation 8'-11 1/4".The application of the displacement boundary conditions in the bottom head of the drywell is shown in Figure 6-8.6.3.2 Star Truss Boundary Conditions There are 8 star truss assemblies spaced evenly around the circumference in the cylindrical portion of the drywell, at an elevation of 82'-2". Each star truss has two truss members (10" pipe double extra strong) connecting the biological shield wall to the drywell star truss reinforcing plate, Figure 6-9. The truss members are welded onto the top plate of the shield wall. On the outside of the star truss reinforcing plate, there is a male lug which is situated into a slot plate embedded into the concrete wall of the reactor building, Figure 6-10. The purpose of the star truss components is to transmit the forces from the drywell internals (i.e. reactor vessel) to the reactor building directly without loading the drywell shell. In an independent study, it was shown that, one truss member is in tension while the other one in the same assembly is in compression such that there is essentially no resulting bending moment and radial forces on the drywell shell. The only net force is in the circumferential direction of the drywell. This circumferential force is resisted by the concrete wall of the reactor building through the male lug on the outside of the star truss reinforcing plate, when it comes into contact within the slot in the reactor building concrete wall after the gap is closed.In the finite element model, a displacement constraint in the circumferential direction at the male lug of the star truss is imposed to simulate the restraint when the male lug comes into contact with the reactor building concrete wall within the slot, Figure 6-11. For the welded connection Report 0006004.403.RO 6-4 V Structural Integrity Associates, Inc.

between the truss member and the shield wall, no displacement constraint was applied in the finite element model at this location.6.3.3 Vent Header Boundary Conditions The vent header/downcomer is supported by vertical columns at the bottom of the stiffener at both ends of the vent header segment, Figure 6-12. The corresponding structural constraint in the finite element model is shown in Figure 6-13. The constraint is only in the vertical direction.

The stiffener is allowed to move in the two lateral directions.

6.4 ANALYSIS

LOAD CASES The analysis load cases are summarized in Table 6-1. Each load case is described in the following sections.

These load cases are defined based on Reference 5.6.4.1 Pressure / Temperature Load Cases 1 and 2 are the steady state thermal cases, with a steady state uniform temperature in the drywell at 292 'F and 150 'F, respectively, all with the embedded portion of drywell at a uniform temperature of 707F.Load Cases 3 and 4 are the load cases with an internal pressure of 44 psi and an external pressure of 2 psi, respectively.

Since the vent headers/downcomers are inside the suppression chamber, it was assumed that the pressure inside the vent headers/downcomers is the same as the pressure inside the suppression chamber. Therefore, there is no pressure applied inside the vent headers/downcomers in the model below the vent pipe bellow location.V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-5

6.4.2 Gravity

Loads 6.4.2.1 Drywell Shell The gravity load of the shell is input as the weight density of the material.6.4.2.2 Compressible Material To model the gravity load due to the compressible material, the density of the drywell steel should be adjusted according to the following:

Padditon -- Pc. t Psteel tsteel where Pcm P steel tcm tsteel= density of compressible material= density of drywell steel= thickness of the compressible material= thickness of the drywell steel Since Pcm = 8 lb/fl 3 , assuming, psteet = 4901b/ft 3 , tern = 3 in, therefore, the additional fraction of steel density lumped to the drywell shell is 0.049/tteei, expressed as fraction of the steel density.This will be different at various regions of the drywell (i.e. cylindrical, knuckle, spherical and bottom head), due to the differences in the drywell wall thickness.

6.4.2.3 Piping Gravity Loads on Penetrations Piping loads from gravity, thermal and seismic were provided for some of the penetrations on the drywell. For other penetrations, no loading was provided, likely because of the absence of significant loading or stress. However, it is considered prudent to include some consideration for the weight/mass of the piping/penetrations near the drywell. In addition, it is possible that an Report 0006004.4031O 6-6 V Structural Integrity Associates, Inc.

isolation valve is in the vicinity of the drywell penetrations.

For large nominal pipe size, the weight of this isolation valve could be substantial.

To account for the effect of the gravity loads from the attached piping and valves on the penetrations, an estimation of these gravity loads is made. This estimation is based on a common piping support configuration.

In Reference 30, guidelines are provided for the piping support spacing based on pipe size and its carried content. The suggested pipe support spacing from Table 121.1.4 in Reference 39 is reproduced in Table 6-2 for nominal pipe sizes of 1 inch to 24 inches for either water service or steam, gas/air service. In practice, the support spacing could be less due to the presence of other mechanical components and loading conditions.

To assess the gravity weight of the piping span between the pipe supports acting on the penetration, the following assumptions were made.(a) The penetration location was assumed as an anchor point or a support location.(b) The closest pipe supports inside the drywell and outside the drywell are assumed to be at the distance of maximum span from the penetration.(c) The weight from half of the maximum span of the piping on either side of the drywell penetration was assumed to be taken up by the penetration.(d) The content of the piping system was water.(e) The weight of the pipe insulation was not included.(f) The isolation valve is assumed to be next to the drywell penetration and that the valve weight was all taken up by the drywell penetration.(g) The isolation valve was assumed to be a motor operated stainless steel gate valve.The weight of the motor operated stainless steel gate valve was assumed to be twice as heavy as the manual operated stainless steel gate valve.Structural Integrity Associates, Inc.Report 0006004.403.RO 6-7 These assumptions provide an upper bound of the gravity loads from the attached piping systems and valves acting on the penetrations.

The basis for this being an upper bound is that the maximum support spacing is used to determine the piping gravity loads and that the gravity load from the valve is not taken by any adjacent support, especially since pipe supports are provided for the isolation valves in large pipe in close proximity.

In addition, the content inside the piping was assumed to be water even though some of these piping may contain air during operation.

Table 5-4 presents a summary of number of penetrations at different penetration sizes in the Oyster Creek Drywell. There are external piping loads provided for penetration sizes 24 inches and larger. Gravity loads are estimated for penetrations with sizes less than 24 inches.Table 6-3 presents the pipe weight and the water weight according to pipe size, [30]. The valve weight is obtained from Reference

32. Table 6-5 also presents the total weight (or mass) for each penetration size. This total weight includes the weight of the pipe, its content for the maximum span and the valve weight.In the finite element model, these weights are modeled using mass elements on the nodes around the edges of the areas modeling the penetrations.

These penetration weights are used on the gravity and seismic analyses.The penetrations that required inclusion of valve/pipe weight are summarized in Table 6-4. It is based on the data provided in References 33 and 34. The general guidelines are: (a) Valve/piping deadweight load are not included for the penetrations where the applied piping loads are available from piping analyses.(b) No valve weights are included for the electrical penetrations.

The electrical penetrations are identified in Reference 34.(c) The pipe and water weight were used for the electrical penetrations.

The water weight was used to simulate the cable weight in side the electrical penetrations.(d) The spare and abandoned penetrations do not include the valve/piping deadweight loads.Report 0006004.403.RO 6-8 V Structural Integrity Associates, Inc.

(e) The vent pipes and manhole do not included the valve/piping deadweight loads.For the penetrations with the external applied piping loads available, only the loads from the piping gravity load case were used in this load case.6.4.2.4 Gravity ofAir The weight of the contained air is calculated to be 13,.194 lb in Section 5.3.6. Compared to the total weight of the system, this weight is considered to be small and insignificant.

Also, the weight of gas is considered only for the test condition, Section 5.3.2.1. Therefore, the weight of the air is not included in the analysis.6.4.3 Mechanical and Live Loads This load case included the loads from the Parson's report [5], external piping loads, weld pad loads (dead and live), and hatch/air lock live loads as described in Section 5.0.The external piping loads are applied using a pilot node at the center of the penetrations.

The weld pad loads were applied as a distributed force over the entire Weld pad in the model. The hatch/air lock live loads were applied as a distributed force over the bottom portion of the hatch in the model.The moment at the bottom of the pedestal was assumed to transmit through the concrete floor into the bottom skirt and the reactor building concrete ground.The horizontal earthquake load of 2150K at the elevation of 47' 1 1/2" was assumed to be evenly distributed on the drywell shell along the length of the upper beam support.V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-9

6.4.4 Refueling

Loads The refueling loads include the water load at the water seal as shown in Parson's report, [5].These refueling loads were applied at the 25 gussets in the lower and upper flanges. The loads were identified as a concentrated force at a location as identified in Figure 5-5. In order to eliminate excessive conservatism, these concentrated forces were applied as distributed loads in the gussets as shown in Figure 6-14. This is a better representation of the refueling loads because the loads are due to the weight of the water above the water seal.In this load case, the top head, including the beam elements for the bolts were removed from the finite element model.6.4.5 Flood Loads The flood load was applied using internal pressure as a function of water depth, with zero hydrostatic pressure at elevation of 74'-6".In this load case, the top head, including the beam elements for the bolts were included in the finite element model.6.4.6 Jet Loads As documented in Reference 5, the jet loads were considered in three different locations:

spherical shell, cylindrical shell and top head.The jet load was classified as a Level D condition.

This load case was evaluated as described in Section 5.3.1.3.Report 0006004.403.RO 6-10 V Structural Integrity Associates, Inc.

6.4.7 Seismic

Anchor Movements The relative displacement for the reactor building between elevations 82'-9" and 10'-3" during a seismic event was analyzed as a seismic anchor movement.

This relative displacement is at the star truss male lug elevation where the drywell is restrained in the circumferential direction by the reactor building.Conservatively, the displacement in the reactor building is used as a seismic anchor movement for the drywell, assuming the reactor and the drywell move together in the same direction.

The seismic anchor movements for OBE were obtained from Section 5.7.2.1. The north-south displacement is 0.046 inches. The east-west displacement is 0.05 inches. These displacements were applied to the male lugs on the outside of the star truss reinforcing plates.The SSE seismic anchor movements for the flooded condition were obtained from Section 5.7.2.2. The north-south displacement is 0.095 inches. The east-west displacement is 0.087 inches.6.4.8 Modal Analysis /Response Spectrum A modal analysis was performed to obtain the structural frequencies of the drywell. A preliminary evaluation demonstrated that the vent headers/downcomers produce many modes in the low frequency range. Since the vent headers/downcomers are not in the current scope of evaluation (but to include the stiffness effect on the drywell), the mode frequencies were obtained without the downcomers in the modal frequency evaluation.

The dynamic response of the steel containment structure can be significantly different if the structure is filled with water as opposed to being empty during normal conditions.

It is a typical industry practice and commonly used analytical technique in the plant seismic analysis using finite element analysis to include the added mass that accounts for the effect of the enclosed Report 0006004.403.RO 6-11 V Structural Integrity Associates, Inc.

water on the drywell dynamics in the post accident event. These added water masses can be modeled by increasing the mass density of the drywell steel in the model.The flood elevation is at 74'-6", (Reference 5, Figure 111-9, page 111-37). The flood volume can be estimated as a combination of spherical volume and knuckle volume. The equation for the volume of a partial spherical shell is obtained from Reference 35.Using these data as input, the calculation of water mass is summarized in Table 6-5. The water mass is 8,850,440 lbm. This water mass is accounted for by adjusting the metal density in the model.In this calculation, the flooded volume is taken as 80% of the drywell volume. In Reference 40, it was shown that the space for flood water is about 78% of the drywell space up to the flood elevation.

Therefore the estimate of added water mass is comparable.

The added water mass is included only for the post-accident flooded case but not during the normal operating and refueling conditions.

All the modes between 1 Hz to 50 Hz were extracted.

This selection is based on the response spectra shown in Figure 5-6 to Figure 5-13.A single point response spectrum analysis was performed.

The enveloped response spectrum between the two elevations of 10'-3" and 82'-9" were used.The response spectrum analyses were performed individually using the two horizontal (E-W direction, N-S direction) spectra and the vertical spectrum.

The modal combination was performed using the Rosenblueth Correlation Coefficient for closely spaced modes as required in Regulatory Guide 1.92. The reference from Oyster Creek design or licensing basis documents (i.e. FSAR Section 3.7.2.3, Update 10, page 3.7-4, 04/97) may refer to an earlier revision of the V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-12 same Regulatory Guide. The stresses due to each response spectrum were combined using SRSS (square root of sum of the square) to obtain the resultant stresses for the seismic load case.The use of damping ratio follows the guideline of Reg Guide 1.61 [19]. For welded steel structures, the critical damping is 2% for operating basis earthquake (OBE) and 4% for safe shutdown earthquake (SSE). In the latest revision of Reg Guide 1.61 [31], for welded steel structures, the critical damping is 3%. Therefore, using 2% critical damping for OBE is conservative.

6.5 ANALYSIS

RESULTS 6.5.1 Pressure 6.5.1.1 44 psi Internal Pressure The overall membrane stresses due to an internal pressure of 44 psi are presented in Figure 6-15 (a). It is shown that the maximum stress is at a penetration in the middle spherical shell. This maximum stress is highly localized and will be treated accordingly in the ASME Code stress evaluation.

The surface stresses are presented in Figure 6-15 (b) and (c). It is shown that all the thinned bay regions have high stress. The maximum surface stress is in the locally thinned area in Bay 1, right below the vent pipe.6.5.1.2 2 psi External Pressure The overall membrane stresses are presented in Figure 6-16 (a), with the bending stresses in Figure 6-16 (b) and (c) for the top and bottom surfaces, respectively.

Report 0006004.403.RO 6-13 V Structural Integrity Associates, Inc.

The maximum stress occurs at the same penetration location as in the 44 psi internal pressure case but at a much lower magnitude.

The maximum membrane stress is in the cylindrical region instead of Bay 1 in the 44 psi internal pressure case.6.5.2 Thermal The steady state temperature distribution for the drywell at 150 'F and 292 'F with the bottom head at 70'F are shown in Figure 6-17.The steady state thermal stresses at 150 'F and 292 'F are presented in Figure 6-18 and Figure 6-19, respectively.

Disregarding the stresses in the vent header and downcomers, the maximum thermal stress is essentially at the concrete floor elevation in the bottom head region where the temperature decreases from the steady state temperature to the assumed temperature of 70 'F for the drywell embedded in the concrete.6.5.3 Gravity Loads The membrane and surface stress distribution due to the gravity loads is presented in Figure 6-20. The maximum stress is near the equipment hatch/personnel lock. This is due to the large dead load inside the personnel lock and equipment hatch.6.5.4 Mechanical and Live Loads The application of mechanical and live loads is shown in Figure 6-21.The stress intensities due to the mechanical and live loads are presented in Figure 6-22. It is shown that the highest stress intensity is at the star truss male lug.Report 0006004.403.RO 6-14 V Structural Integrity Associates, Inc.

6.5.5 Refueling

The stress intensity distribution due to refueling is presented in Figure 6-23. The maximum stress is at the lower stiffener in the cylindrical portion of the drywell. It is one of the two elevations where the water loads were applied. Also the knuckle region shows a higher stress compared to the cylindrical or spherical portion of the drywell.6.5.6 Flooding The hydrostatic pressure loading due to water flooding is presented in Figure 6-24. It is shown that at the bottom of the drywell at the concrete floor level, the hydrostatic pressure due to the water head is about 28 psi.The stress intensity distribution in the drywell bottom head is shown in Figure 6-25. The high stress area is in the sandbed thinned regions. This is attributed to a combination of high hydrostatic pressure and the thinned wall thickness in the sandbed region.6.5.7 OBE Seismic Anchor Movements The stress intensity distribution due to the seismic anchor movements at the star truss is presented in Figure 6-26. The maximum stress occurred in the star truss component where the anchor movement was applied. There is also high stress at the bottom of the drywell due to the cantilever effect.6.5.8 Seismic Loads 6.5.8.1 Modal Analysis A mode frequency analysis was performed for both refueling and flooding conditions.

For the refueling conditions, the top head was not included in the model. For the flooding condition, the added water mass was included in the model.C Structural Integrity Associates, Inc.Report 0006004.403.RO 6-15 In addition, due to the numerous modes occurring in the downcomers which are not part of the current evaluation, they were excluded in the model in order to obtain the mode frequencies for the drywell in a reasonable number of extracted modes.6.5.8.1.1 Refueling The modal frequencies for the refueling condition are presented in Table 6-6. The first significant mode frequency in the drywell is the 5th mode at 12.54 Hz. This mode is essentially a breathing mode of the cylindrical and knuckle portion of the drywell.In Table 6-6, it is shown that these modal frequencies are closely spaced. The results on modal participation factor and effective masses are summarized in Table 6-7. The highest participation factor is in the 5 h and 1 5 th modes for the global X (N-S) and Y (E-W) direction.

For the global Z direction, the highest participation factor is in the 1 0 th mode. The first 107 modes account for 90% cumulative mass as required by Reference 36.6.5.8.1.2 Flooding The modal frequencies for the flooding condition are summarized in Table 6-8. The first two mode frequencies are 3.15 Hz and 5.54 Hz. These two modes are in the vent pipes inside the suppression chamber. The first significant mode frequency in the drywell is the 3 rP mode at 5.706 Hz. This mode is a combination of breathing and bending modes of the top cylindrical portion of the drywell with some circumferential wave mode at the star truss elevation.

Due to the large added masses for the water inside the drywell, the 1 2 0 th mode frequency is 15.895 Hz. These mode frequencies are also closely spaced. The results on modal participation factor and effective masses are summarized in Table 6-9. The most significant modes frequencies are in the 2 nd to 4 th modes except for the global z-axis rotation which is at the 1 4 th Report 0006004.403.RO 6-16 V Structural Integrity Associates, Inc.

mode. For the vertical direction, the highest participation factor is in the 2nd mode. The first 47 modes account for 90% cumulative mass as required by Reference 36.6.5.8.2 Response Spectrum Analysis 6.5.8.2.1 Refueling The stress intensity due to OBE E-W response spectrum is presented in Figure 6-27. The highest stress intensity location is at a penetration (X71) in the upper spherical shell. The stress intensity due to OBE N-S response spectrum is presented in Figure 6-28. The highest stress intensity location is at the equipment hatch /personnel lock. The stress intensity to OBE vertical response spectrum is presented in Figure 6-29. The highest stress intensity location is also at the equipment hatch/personnel lock. The resultant stress from the square root sum of the square of the three response spectrum evaluation is shown in Figure 6-30. The highest stress locations are in the penetration and Lock/Hatch.

6.5.8.2.2 Flooding SSE The stress intensity due to the flooding SSE E-W response spectrum is presented in Figure 6-31.The highest stress intensity location is at the star truss in upper spherical shell. The stress intensity due to SSE N-S response spectrum is presented in Figure 6-32. The highest stress intensity location is also at the star truss location.

The stress intensity to Flooding SSE vertical response spectrum is presented in Figure 6-33. The highest stress intensity location is at the sand bed region. The resultant stress from the square root sum of the square of the three response spectrum stress is shown in Figure 6-34. The highest stress location is at the star truss.Report 0006004.403.RO 6-17 V Structural Integrity Associates, Inc.

6.5.9 External

Piping OBE Loads The external piping OBE loads include both seismic inertia and seismic anchor movements by the external piping system acting on the drywell penetrations.

The stress intensity distribution is presented in Figure 6-35.6.5.10 External Piping SSE Loads The external piping SSE loads include both seismic inertia and seismic anchor movements by the external piping system acting on the drywell penetrations.

The stress intensity distribution is presented in Figure 6-36.6.5.11 External Piping Thermal Loads The external piping thermal loads included all the normal operating thermal loads from the attached piping. The stress intensity distribution is presented in Figure 6-37.6.5.12 Flooding SSE Seismic Anchor Movements The stress distribution due to Flooding SSE Seismic Anchor Movements is presented in Figure 6-38.Report 0006004.403.RO 6-18 ~ Structural Integrity Associates, Inc.

Table 6-1: Analysis Load Cases Case l ID Description 1 Thrml Uniform 292 'F at the drywell, uniform 70'F at the embedded bottom head and steady state distribution in between 2 Thrm2 Uniform 150 'F at the drywell, uniform 70'F at the embedded bottom head and steady state distribution in between 3 Prs 1 Internal Pressure 44 psi and vent thrust 4 Prs2 External Pressure 2 psi and vent thrust 5 Grvty Gravity loads included: (a) Gravity of shell (b) Gravity of compressible material (c) Gravity of penetrations (d) Gravity of hatch/lock (e) Gravity of external piping loads 6 Mch/Live Mechanical/live loads included: (a) Weld pads loads (dead and live loads)(b) Parson's loads 7 Refuel Refueling loads 8 Flood Flooding loads -water level at 74"-6" with a water head of 92'-0" 9 Jet Jet force load (a) Spherical shell at deflector plate (b) Cylindrical shell at start truss (c) Top head 10 SAM Seismic anchor movement at star truss 11 OBE Operating basis earthquake response spectrum 12 SSE Safe shutdown earthquake response spectrum with flood water added mass 13 EPOBE External piping loads -OBE and SAM 14 EPSSE External piping loads -SSE and SAM 15 EPThrm External piping loads -Thermal 16 SSESAM SSE seismic anchor movement at start truss V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-19 Table 6-2: Suggested Pipe Support Spacing [39]Nominal Pipe Size (in) Suggested Maximum Span in Feet Water Service Steam Gas or Air Service 1 7 9 2 10 13 3 12 15 4 14 17 6 17 21 8 19 24 12 23 30 16 27 35 20 30 39 24 32 42 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-20 Table 6-3: Total Gravity Loads on Penetration due to Attached Piping and Valve I Span Pipe Wt. Water Wt. Valve Wt. Total Wt (lbs)Fsize (flb/ft) (lb/ft) f (Ibs) j wlo valve w/ valve 1 7 2.172 0.311 87.8 17.38 105.18 2 10 5.022 1.28 155.4 63.02 218.42 3 12 10.25 2.864 291.8 157.37 449.17 6 17 28.57 11.29 1069.6 677.62 1747.22 8 19 43.39 19.8 1876.8 1200.61 3077.41 10 21 64.33 31.1 2781 2004.03 4785.03 14 25 106.13 53.2 5338.6 3983.25 9321.85 16 27 136.46 69.7 6242.8 5566.32 11809.12 18 28.5 170.75 88.5 9831 7388.63 17219.63 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-21 Table 6-4: Nozzles with Applied Valve Weight Customer CBI Valve Customer CBI Valve Custome CBI Valve Custom CBI Valve Custom CBI Valve Custom CBI Valve Mk X- 1 X- 2A X- 2B X- 3A X- 3B X- 4A X- 4B X- 5A X- 5B X- 6 X- 7 X- 8 X- 9 X-10 X-11 X-12A X-12B X-13A X-13B X-14A X-14B X-15 X-16 X-17 X-17 X-18 X-19 X-20A X-20B X-21 X-22A X-22B X-22C X-22D X-22E X-22F X-22G X-23 X-24 X-24 Marking 100-A 23-X 2A 15-N36-1 19-N24-1R 19-N24-11L 23-X 4A 15-N30-1 19-N24-2R 19-N24-2L 28-X 6 18-N26-1 26-X 8 25-X 9 25-X1O 17-N18-1 25-X12A 25-X12B 22-X13A 22-X13B 22-X13A 22-X13B 13-N2-1 13-N2-1 16-N 8-8 16-N 8-8 27-X18 16-N18-2 12-N8-4 12-N8-4 12-N8-5 X-22A X-22B X-22C X-22D X-22E X-22F X-22G 12-N6-5 12-N6-4 28-X24 Wt n/a No No No No No No No No No No No No No Yes Yes No Yes Yes Yes Yes Yes Yes (1)(1)No No Yes Yes No n/a n/a n/a n/a n/a n/a n/a No (2)(2)Mk X-24 X-24 X-24 X-25 X-26 X-27 X-27 X-27 X-27 X-28 X-28 X-28 X-28 X-29 X-29 X-29 X-29 X-30 X-30 X-30 X-30 X-31 X-31 X-31 X-31 X-31 X-31 X-31 X-31 X-32 X-32 X-32 X-32 X-32 X-32 X-32 X-32 X-32 X-32 X-32 Marking Wt r Mk 28-X24 (2) X-32 12-N6-4 (2) X-32 12-N6-4 (2) X-32 12-N6-2 Yes X-32 12-N6-2 spare X-32 12-N6-2 (2) X-32 12-N6-2 (2) X-32 12-N6-2 (2) X-32 12-N6-2 (2) X-32 12-N8-2 (2) X-33 12-N8-2 (2) X-34 12-N8-2 spare X-36 12-N8-2 spare X-37 12-N8-3 (2) X-37 12-N8-3 (2) X-37 12-N8-3 spare X-37 12-N8-3 spare X-38 12-N8-6 (2) X-38 12-N8-6 spare X-38 12-N8-6 spare X-38 12-N8-6 (2) X-38 12-N8-3 (2) X-38 12-N8-3 (2) X-39 12-N8-3 (2) X-39 12-N8-3A (2) X-39 12-N8-2 (2) X-39 12-N8-2 (2) X-40 12-N8-2 (2) X-40 12-N8-2A (2) X-40 12-N8-7 (2) X-40 12-N8-7 (2) X-40 12-N8-7 (2) X-40 12-N8-7 (2) X-40 12-N8-1 (2) X-40 12-N8-1 (2) X-40 12-N8-1 (2) X-40 12-N8-1 (2) X-41 12-N8-1 (2) X-41 12-N8-1 (2) X-41 12-N8-1 (2) X-41 Marking Wt 12-N8-1 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-2 (2)12-N8-7 (2)12-N8-7 (2)12-N8-6 (2)16-N 8-9 spare 16-N 8-9 (2)16-N 8-9 (2)16-N 8-9 spare 27-X38 Yes 27-X38 Yes 27-X38 Yes 27-X38 Yes 27-X38 Yes 27-X38 Yes 27-X39 No 27-X39 No 27-X39 No 27-X39 No 12-N3-9 Yes 12-N3-9 Yes 12-N3-9 Yes 12-N3-1 Yes 12-N3-1 Yes 12-N3-1 Yes 12-N3-1 Yes 12-N3-1 Yes 12-N3-2 Yes 12-N3-2 Yes 13-N3-6 (1)13-N3-6 (1)13-N3-6 (1)13-N3-6 (1)er Mk Marking Wt er Mk Marking Wt er Mk Marking Wt X-41 13-N3-6 (1) X-50 24-X50 Yes X-70 33-X70 No X-41 13-N3-7 (1) X-50 24-X50 Yes X-71 33-X71 Yes X-41 13-N3-7 (1) X-50 24-X50 Yes X-72 33-X72 No X-41 13-N3-7 (1) X-50 24-X50 Yes X-73 39-X73 Yes X-41 12-N3-7 (1) X-50 24-X50 Yes X-73 39-X73 Yes X-41 12-N3-7 (1) X-50 24-X50 Yes X-73 39-X73 Yes X-42 26-X42-43 Yes X-50 24-X50 Yes X-73 39-X73 Yes X-43 26-X42-43 spare X-50 24-X50 Yes X-74 81-X74 n/a X-44 17-N3-13 spare X-50 24-X50 Yes X-44 17-N3-12A spare X-51A X51-A n/a X-45 14-N6-7A Yes X-51B X51-B n/a X-45 14-N6-9A Yes X-51C X51-C n/a X-45 14-N6-6A Yes X-51D X51-D n/a X-45 24-X45 Yes X-51E X51-E n/a X-45 14-N6-7 Yes X-51F X51-F n/a X-45 14-N6-9 Yes X-51G X51-G n/a X-45 14-N6-6 Yes X-52 20-X52 n/a X-46 28-X46 spare X-53 X-53 n/a X-46 17-N3-12A spare X-56 X-56 n/a X-47 12-N3-5 spare X-57 X-57 n/a X-47 12-N3-5 spare X-58 X-58 n/a X-47 12-N3-5 spare X-59 17-N3-13A Yes X-47 28-X47 spare X-60 17-N3-12A Yes X-49 21-A (3) X-60 17-N3-12A Yes X-50 24-X50 Yes X-60 17-N3-12A Yes X-50 24-X50 Yes X-60 17-N3-12A Yes X-50 24-X50 Yes X-60 17-N3-12A Yes X-50 24-X50 Yes X-60 17-N3-12A Yes X-50 24-X50 Yes X-60 17-N3-12A Yes X-50 24-X50 Yes X-61 12-N6-3 No X-50 24-X50 Yes X-62 14-N6-10 Yes X-50 24-X50 Yes X-63 26-X63 No X-50 24-X50 Yes X-63 26-X63 spare X-50 24-X50 Yes X-64 26-X64 n/a X-50 24-X50 Yes X-65 X-65 n/a X-50 24-X50 Yes X-66 18-N16-1 No X-50 24-X50 Yes X-67 18-N10-1 Yes X-50 24-X50 Yes X-68A X-68A n/a X-50 24-X50 Yes X-68B X-68A n/a X-50 24-X50 Yes X-69 X-69 n/a Note: Valve weight is not included in those penetrations with external piping loads available.

n/a: penetrations are either manhole or in compression pool (1): abandoned (2): power and control cables, no valve weight considered.

(3): vent pipe V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-22 Table 6-5: Calculation of Added Water Mass Nodal Mass Nodal Mass Volume 80% Volume Nodal Volume Area Nodal Area Elevation (ft) / Note Radius (ft) / Note (ft3) (ft))(by Height) (ft 2) (ft 2) (by area)_______ _______(lbf) (lb)10.250 22.271 12,485.7 9,988.6 9,988.6 622,288 1,347.0 1,347.0 895,436 16.375 mid level 28.093 17,406.3 13,925.1 1,347.0 22.500 31.740 25,441.9 20,353.5*

34,278.6 2,135,555 1,621.8 2,968.8 1,973,614 29.875 mid level 34.214 27,962.3 22,369.8 1,621.8 37.250 35.000 sphere 20,208.9 16,167.1 38,536.9 2,400,852 1,163.7 2,785.5 1,851,761 equator 42.542 mid level 34.598 19,278.0 15,422.4 1,163.7 47.833 33.362 27,571.0 22,056.8 37,479.2 2,334,955 1,942.6 3,106.2 2,064,985 56.667 mid level 29.120 17,641.1 14,112.9 1,876.6 65.200 top of sphere 21.067 414.0 331.2 48.7 linear 65.500 20.850 iner 3,682.4 2,946.0 17,390.0 1,083,399 459.6 2,384.9 1,585,466 interpolation 68.500 mid level 18.683 2,919.5 2,335.6 409.2 71.500 16.517 20.1 16.1 4,388.3 273,392 3.0 720.8 479,179 71.523 top of 16.500 2,545.8 2,036.7 308.6 knuckle region 74.500 Flood Level 16.500 77.125 mid level 82.750 88.750 mid level 94.750 total = 177,577.1 142,061.6 142,061.6 8,850,440 13,313 13,313 8,850,440 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-23 Table 6-6: Refueling Mode Frequencies Mode Freg (Hz) Mode Freg (Hz) Mode Freg (Hz)1 6.56970 41 27.1142 81 33.3562 2 7.12277 42 27.1660 82 33.4728 3 10.5437 43 27.2675 83 33.5383 4 10.6930 44 27.3915 84 33.7958 5 12.5429 45 27.7476 85 34.0030 6 13.9016 46 27.9721 86 34.3143 7 13.9232 47 27.9806 87 34.4872 8 16.0208 48 27.9860 88 34.7242 9 16.6904 49 28.3099 89 34.9543 10 18.4379 50 28.4232 90 34.9747 11 19.1820 51 28.5390 91 34.9879 12 19.3356 52 28.7480 92 35.0986 13 19.3561 53 28.9255 93 35.1014 14 19.8672 54 29.3505 94 35.1038 15 20.5301 55 29.3603 95 35.1049 16 20.9963 56 29.5962 96 35.1087 17 21.2506 57 29.8211 97 35.1112 18 21.2722 58 30.0008 98 35.1126 19 21.8368 59 30.0818 99 35.1173 20 22.3490 60 30.0967 100 35.1202 21 22.5510 61 30.1638 101 35.1476 22 22.6618 62 30.3430 102 35.2594 23 22.6890 63 30.5471 103 35.6192 24 23.0071 64 30.8054 104 35.6386 25 23.2269 65 31.0185 105 35.7394 26 23.4080 66 31.5174 106 35.8608 27 24.8731 67 31.6577 107 36.3911 28 25.3126 68 31.7922 108 36.4337 29 25.6547 69 31.8067 109 36.8865 30 25.7843 70 31.9815 110 36.8886 31 25.9508 71 32.0099 111 37.6037 32 26.1642 72 32.0999 112 37.7367 33 26.2338 73 32.3243 113 37.8077 34 26.3907 74 32.3969 114 38.1862 35 26.4866 75 32.5507 115 38.2728 36 26.5146 76 32.7912 116 38.5118 37 26.5951 77 32.8755 117 38.5938 38 26.7416 78 32.8819 118 38.6111 39 26.8291 79 32.9022 119 38.7440 40 26.9840 80 33.2996 120 39.3166 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-24 Table 6-7: Summary of Participation Factor and Effective Masses for Refueling DoF Highest Participation Factor 90% Cumulative Mass Mode Freg (Hz) Mode Freg (Hz)X Displacement 5th 12.54 8 6 th 34.31 Y Displacement 15th 20.53 1 0 7 th 36.39 Z Displacement 1 0 th 18.44 2 8 th 25.31 X Rotation 1 5'h 20.53 1 0 7 th 36.39 Y Rotation 19th 21.84 86th 34.31 Z Rotation 1 st 6.57 4 4 th 27.39 1 Structural Integrity Associates, Inc.Report 0006004.403.RO 6-25 Table 6-8: Flooding Mode Frequencies Mode IFreg (Hz) [Mode [Freg (Hz) Mode ]Freg (Hz)1 3.150 41 12.784 81 14.953 2 5.543 42 12.833 82 14.956 3 5.706 43 12.910 83 15.000 4 5.793 44 12.960 84 15.037 5 5.922 45 12.980 85 15.065 6 5.927 46 13.184 86 15.118 7 6.740 47 13.356 87 15.200 8 6.745 48 13.462 88 15.220 9 7.051 49 13.611 89 15.248 10 8.245 50 13.711 90 15.291 11 8.264 51 13.800 91 15.307 12 8.578 52 13.855 92 15.363 13 8.599 53 13.944 93 15.418 14 8.843 54 14.038 94 15.436 15 9.085 55 14.054 95 15.460 16 9.091 56 14.069 96 15.489 17 9.294 57 14.108 97 15.492 18 9.978 58 14.227 98 15.499 19 9.986 59 14.323 99 15.535 20 10.224 60 14.357 100 15.543 21 10.284 61 14.369 101 15.570 22 10.306 62 14.464 102 15.584 23 10.447 63 14.466 103 15.594 24 10.472 64 14.475 104 15.613 25 10.648 65 14.519 105 15.627 26 10.682 66 14.549 106 15.64 27 10.689 67 14.587 107 15.666 28 10.784 68 14.629 108 15.676 29 10.967 69 14.647 109 15.706 30 11.234 70 14.676 110 15.738 31 11.601 71 14.691 111 15.758 32 11.829 72 14.700 112 15.770 33 12.102 73 14.740 113 15.806 34 12.111 74 14.789 114 15.809 35 12.119 75 14.795 115 15.836 36 12.440 76 14.844 116 15.860 37 12.450 77 14.861 117 15.864 38 12.570 78 14.893 118 15.884 39 12.573 79 14.924 119 15.892 40 12.776 80 14.941 120 15.895 v Structural Integrity Associates, Inc.Report 0006004.403 .RO 62 6-26 Table 6-9: Summary of Participation Factor and Effective Masses for Flooding DoF Highest Participation Factor 90% Cumulative Mass Mode Freg (Hz) Mode Freq (Hz)X Displacement 4 th 5.79 4 6 th 13.18 Y Displacement 3 rd 5.71 47th 13.36 Z Displacement 2 nd 5.54 2 nd 5.54 X Rotation 3 rd 5.71 4 2 th 18.83 Y Rotation 4th 5.79 4 3 nd 12.91 Z Rotation 1 4 th 8.84 14th 8.84 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-27 CAULK PERIMETER Figure 6-1: Oyster Creek Bottom Head U Structural Integrity Associates, Inc.Report 0006004.403.RO 6-28 EL. 5'- 1 1-1/4" T- 1.'-3"'BED RfGION REMOVED 72 I IO'-3": 1 4 1 L L Coj co-------------

11'ýL' .<CORE HIOLE I(YP)10 (PLACES5)A6 A A Figure 6-2: Oyster Creek Bottom Head with Sandbed Region V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-29

-I4 c4L f 5 ' og';-" 7 , I " 7- (u) S. &3/4, .i,,M;0/TW//N pipg (LI.- o.. -..4 *4~:/~ '- ~Figure 6-3: Oyster Creek Reactor Building First Floor V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-30 Figure 6-4: Thermal Boundary Conditions V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-31 I Figure 6-5: Displacement Boundary Condition Illustration Note: Blue arrows (at skirt) represent displacement constraint in the vertical and circumferential directions at the intersection between the skirt and the bottom head of the drywell.Red triangles (inside drywell) represent displacement constraint in the radial direction of the bottom head of the drywell.Report 0006004.403.RO 6-32 V Structural Integrity Associates, Inc.

Drywell is free to displace and rotate in all three directions from here on.An Wxeon Cmnpay P OF SANDBED EL. 12'-3" & UPPER CURB LOWER CURB EL. 11'-0" DRYWEL "L WALL .' ,,: FLOOR EL. 10'-3" REGION E.8'-9" SEXCAVATION IN 2006.Y -:'..318/2007 Preliminary Draft Rev. 5 155 Figure 6-6: Displacement Boundary Condition Illustration in Bay 5 V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-33 Drywell is free to displace and rotate in all three directions from here on.TOP OF SANDBED EL 12'-3" & UPPER CURB-LOWER CURP EL I -("----x /N,/FLOOR EL 10'-DRYWELL.° WALL SANOBED RECIO4 EL. 9'-$Y7tEC 4- .4" *Figure 6-7: Displacement Condition Illustration in Bay 17 V Structural Integrity Associates, Inc.Report 0006004.403.R0 6-34 1 Gravity loads Figure 6-8: Bottom Head Displacement Boundary Condition Report 0006004.403.RO 6-35 V Structural Integrity Associates, Inc.

SCANe V:F1 9,ý wEW 4 'PLAN 5,-IELD WALL LATMRAL SUPPOAR7 s q, o r* :I#= -*Figure 6-9: Star Truss Connection to Shield Wall S Structural Integrity Associates, Inc.Report 0006004.403.RO 6-36 wI ?-aml, Or IL TW- .Wvs Dr LFlt L LI.v D t 1 g "rl h/.O L W 'JnUL k..L St Dm.-=, MI..L flJa.? ,o-" 'f.--,.Tm# dI ,1A PPfG" 471 "= L 404Z T~G 'EOIN E*5ECJIQPJ D~U Figure 6-10: Star Truss Male Lug Configuration Report 0006004.403.RO 6-37 ~ Structural Integrity Associates, Inc.

ELEMENTS Gravity loads Figure 6-11: Star Truss Displacement Boundary Condition V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-38 Figure 6-12: Vent Header Displacement Boundary Conditions Structural Integrity Associates, Inc.Report 0006004.403.RO 6-39 1 ELEMENTS U G i l Gravity loads Figure 6-13: Vent Header Displacement Boundary Conditions V Structural Integrity Associates, Inc.Report 0006004.403.RO 6 -40 1 Ref Figure 6-14: Refueling Loads as Applied in the Model V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-41 k4.CH.J";(a) Mid Surface (b) Top Surface!'Z1X. w- ii 2T'lNp -.64(ut4-: z1 nirA4 i24 '42 v.44 4 '1 4 (c) Bottom Surface Figure 6-15: Stress Intensity Distribution due to 44 psi Internal Pressure Report 0006004.403.RO 6-42 v Structural Integrity Associates, Inc.

(a) Mid Surface (b) Top Surface o 4 A .lA. 4 4 7. 11 Z 7 694 (c) Bottom Surface Figure 6-16: Stress Intensity Distribution due to 2 psi External Pressure Report 0006004.403.RO 6-43 v Structural Integrity Associates, Inc.

011110 I 70 Thermal stress 87.778 105.556 123.333 141.111 78.889 96.667 114.444 132.222 150 (a) 150 'F 71 011110 1 70 Thermal stress 119.333 94.667 144 168.667 218 193.333 267.333 242.667 292 (b) 292 °F Figure 6-17: Steady State Temperature Distribution Report 0006004.403.RO 6-44 V Structural Integrity Associates, Inc.

(a) Mid Surface (b) Top Surface (c) Bottom Surface Figure 6-18: Stress Intensity Distribution, Steady State Thermal at 150'F Report 0006004.403.RO 6-45 V Structural Integrity Associates, Inc.

T ý11 i (a) Mid Surface.Z'(b) Top Surface.-I L-.11.7 All (c) Bottom Surface Figure 6-19: Stress Intensity Distribution, Steady State Thermal at 292°F 6004.403 .RO 6-46 v Stiuctural Integrity Associates, Inc.Report 000O w-4 (a) Membrane Stress (b) Top Surface 1W. ::)7947 iA442 i4i'-491 (c) Bottom Surface Figure 6-20: Stress Intensity Distribution, Gravity Loads V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-47 I ELEMENTS TYPE NUM Mechanica.

iwe2" plii o I i nd I ve Load Figure 6-2 1: Application of Mechanical and Live Loads V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-48 (a) Mid Surface U (b) Top Surface (c) Bottom Surface Figure 6-22: Stress Intensity Distribution, Mechanical and Live Loads tV Structural Integrity Associates, Inc.Report 0006004.403.RO 6-49 nx cu'r:rr I :14:-.,.3271 A'S.I'. Ii IW1 21-V --:24<2 25: -2 '" 4 aElI) I Id (a) Mid[TA -IT:];31 -: 7:4-.27 AS.711 2W -.7 A-V-I: 4>1 2-1 '4 21.4-224'-(b) Top Sui AS: 117171' 11 21-12 -.74<.'35.~ -: (c) Bottom Surface Figure 6-23: Stress Intensity Distribution, Refueling Structural Integrity Associates, Inc.Report 0006004.403.RO 6-50 I F7 NUM F A PRES.361E-03 3.48 6.96 10.441 13.921 17.401 20.881 24.361 27.841 31.321 Figure 6-24: Hydrostatic Pressure Distribution due to Flooding V Structural Integrity Associates, Inc.Report 0006004.403.RO 6-51 4' 4 (a) Mid Surface Ji A (b) Top Surface 4, (c) Bottom Surface Figure 6-25: Membrane Stress Distribution, Flooding v Structural Integrity Associates, Inc.Report 0006004.403.RO 6-52 (a) Mid Surface (b) Top Surface (c) Bottom Surface Figure 6-26: Stress Intensity Distribution, Seismic Anchor Movements Report 0006004.403.RO 6-53 V Structural Integrity Associates, Inc.

NIDAL SCLJTICN STEP--21 SUB =1 SInT (AW)DMX=.01696

.241E-09 SIMN1=. 241E-09 SMX=1195 132.777 265.555 398.332 531.11 663.887 796.665 929.442 1062 1195-- -E i-CEE resoanse srectr~zn in East-West direction%

Figure 6-27: Stress Intensity Distribution, OBE E-W Response Spectrum NCDAL SCLUTIMi9 STEP=31 SUB =1 SINT (AVG)MICCLE[]M=.035388

.170E-12 SI- =.170E-12 SMX=830.048 92.228 184.455 276.683 368.91 461.138 553.365 645. 593 737.82 830.048-w- -w I--CEE response spectrnn in North-South direction Figure 6-28: Stress Intensity Distribution, OBE N-S Response Spectrum Report 0006004.403.RO 6-54 V Structural Integrity Associates, Inc.

NMDAL STIEP-41 SUB =1 SINT (AW-)DMX =. 006764 .372E-10=. 372E-10 SMX =1226 136.261 272.521 408.782 545.043 681.303 817.564 953.825 1090 1226 CEE reslpmnse spectrun in Vertical direction Figure 6-29: Stress Intensity Distribution, OBE Vertical Response Spectrum DKOAL SQLIJTICN STEP=11 SUB =1 SINT (AW)=. 112973 S149 = .244E-09 SMX =1523 S X.244E-09 169.238 338.475 507.713 676.95 846.188 1015 1185 1354 1523 Seismic for operating basis earthquake, without closure head Figure 6-30: Stress Intensity Distribution, OBE Resultant Stress Report 0006004.403.RO 6-55 v Structural Integrity Associates, Inc.

NIfAL SCLUTICN STEP=-22 SUB =1 SINT (AVG)MJ =.239615 .157E-07 SHN =.157E-07 SHX =45057 5006 10013 15019 20025 25032 30038 35045 40051 45057 SSE resmnse stectrun in East-West direction Figure 6-31: Stress Intensity Distribution, Flooding SSE E-WS Response Spectrum XMAL SCLJUTIaJ STEP=-32 SUB =1 SINT (AXG)EMX =.290188 .200E-07 SMN =.200E-07 SMX =52895 5877 11754 17632 23509 29386 35263 41140 47018 52895 SSE respnse spectrun in North-South direction Figure 6-32: Stress Intensity Distribution, Flooding SSE N-S Response Spectrum Report 0006004.403.RO 6-56 V Structural Integrity Associates, Inc.

NIAL SCLUTI(N SUB =1 SINT (AVG)MI=[_[M =. 149364 .460E-10 SMN =.460E-10 SM? =10036 1115 2230 3345 4460 5576 6691 7806 8921 10036 SSE response sTectrnn in Vertical direction Figure 6-33: Stress Intensity Distribution, Flooding SSE Vertical Response Spectrum N(fAL SOLJTICN STEP--12 SUB =1 SIT (AVG)=MX =.371894 .311E-07 SHN =.311E-07 SMX =68350 7594 15189 22783 30378 37972 45567 53161 60755 68350 Seismic for safe shutdown earthauake Figure 6-34: Stress Intensity Distribution due to OBE N-S Response Spectrum 006004.403 .RO 6-57 V Structural Integrity Associates, Inc.Report 0 NCDlAL S(LLIC~N STEP=I SUB =1 TIME=I SINT (AW)MIL 0[3MX=.147519 SMX=25247 2805 5611 8416 11221 14026 16832 19637 22442 25247 Fxternal piping~ loads for C13 I Figure 6-35: Stress Intensity Distribution, External Piping OBE Loads N*flAL SClUTICN STEP=-1 SUB =1 TIMF=1-SI= (AW)MIIIlLE 0 DMX =-.294365 SMX =50507 5612 11224 16836 22448 28060 33671 39283 44895 50507 External pDhmm loads for SSE Figure 6-36: Stress Intensity Distribution, External Piping SSE Loads Report 0006004.403.RO 6-58 V Structural Integrity Associates, Inc.

NIUAL SCLJDTICQ STEP=I SUB =1 TIME_1l S=N (AVG)MIDDJLE 0 DMX =. 137769 SMX =8022 891.365 1783 2674 3565 4457 5348 6240 7131 80221 External pipirg loads for thennal Figure 6-37: Stress Intensity Distribution, External Piping Thermal Loads WEAL SCLUTICN STEP_-I SUB -1 TIEM~jl SINT (AWG)MIDDLE 0 DMX =.174839 SMX =9815 1091 2181 3272 4362 5453 6543 7634 8725 9815 SSE Star truss SAM loads Figure 6-38: Stress Intensity Distribution, Flooding SSE Seismic Anchor Movements Report 0006004.403.RO 6-59 V Structural Integrity Associates, Inc.

7.0 ASME CODE STRESS EVALUATION This Section describes the load combinations of individual load cases and the results of the ASME Code Section III, Subsection NE, Class MC components stress evaluation.

7.1 ASME Code Requirements The original Code of Record is ASME Boiler and Pressure Vessel (B&PV) Code,Section VIII, 1962 Edition, with Nuclear Case Interpretations 1270 N-5, 1274 N-5 and 1272 N-5 [7]. The original Code of Record and Nuclear Case Interpretations do not provide stress intensity limits at different operating conditions, (i.e. post-accident conditions) and the local membrane stress due to the thickness reductions from local to general corrosion effect.To address the need for guidance for the above areas, the code stress intensity requirements and limits from ASME B&PV Code,Section III, Subsection NE, Class MC Components 1989 Edition including 1991 Winter Addenda [28] is used. This Code of Record was used in previous re-evaluation of Oyster Creek drywell stress analyses [2]. The stress intensity limits which must be satisfied are specified in Subarticle NE-3320, and duplicated in Table 7-1 and Figure 7-1 through Figure 7-4.7.2 Stress Intensity Allowables The allowable stress intensity, Smc, for the Oyster Creek drywell materials are presented in Table 7-2. The allowable stress intensities were obtained from Reference

6. If the allowable stress intensity is not available for a material, the allowable value was determined based on the rules provided in Appendix III of Reference

6. The allowable stress intensities for Class MC components are 110% of the values for the same materials in Class 2 and Class 3 components.

Also, the material yield strength, Sy and ultimate strength, Su, are presented in Table 7-3 for completeness.

V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-1 The stress intensity limits for different stress categories are summarized in Table 7-4 at 150 OF for different service conditions and materials.

The classification of different stress categories are provided in Table 7-5.7.3 Load Combinations The description of load cases is summarized in Table 7-1. The individual load cases are used for load combinations to obtain the stress during the operating conditions for different levels. An algebraic sum of the individual load cases is used in the load combinations.

The load combinations are summarized in Table 7-6. The load combinations are assigned to different service levels per References 5, 14 and 28. Only the refueling and post-accident flooding conditions are evaluated for ASME Code compliance since they are considered to be the governing cases. As listed in Table 7-6, the load cases used in the load combinations for Levels A and B are identified.

It is shown that the LC3, LC4, LC5 and LC6 have more number of load cases than LC I and LC2. LC5 and LC6 have an additional load case of refueling included compared to LC3 and LC4. In addition, previous evaluation

[2] identified that the refueling case is the governing case for service Levels A/B conditions.

Therefore, the refueling condition is bounding (i.e. LC5 and LC6) and selected for Code and buckling evaluation.

The flooding case is typically classified as a Level D condition because it follows after the LOCA condition.

However, Oyster Creek conservatively evaluates the flooding case as a Level C condition. (Chapter 3 of the Oyster Creek UFSAR defines the allowable stresses to be used for this case. These allowables are the equivalent of the ASME Code Level C allowable stresses.)

The load cases used for the flooding condition are similar to the Level C conditions with an extra load case due to flooding loads. Typical Level C conditions usually include a higher pressure, temperature and safe shut down earthquake versus Level A/B but less severe conditions than those used for the Level D conditions.

In addition, the flooding introduces a significant hydrostatic pressure at the bottom of the drywell in the sandbed regions. Therefore, the flooding case is bounding and conservative for the ASME Code service level C evaluation.

V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-2 The jet loads due to loss of coolant accident (LOCA) conditions are considered in the Level D condition

[14]. The effect ofjet loads was documented in Reference 37 and not evaluated in this report.7.4 ASME Section III Subsection MC Code Evaluation Major components in the drywell are identified for ASME Code stress evaluation.

These components include: (a) Top head shell (b) Cylindrical shell (c) Stiffeners/gussets in cylindrical shell (d) Star truss and stiffeners (e) Knuckle (f) Spherical Shell (g) Upper Beam Seat and stiffener (h) Lower Beam Seat (i) Vent Pipes (j) Sandbed Region (k) Penetrations Material properties for SA-516 Grade 70 are used for stress evaluations for all the above components, except the Upper Beam Seat, which is made from SA-516 Grade 60.For those penetrations with the external piping loads available, the code stress evaluation is performed for each penetration.

For those penetrations where no penetration loads are available, the penetrations are grouped by penetration size and evaluated as a group (3", 6", 8", 10", 14", and 18"). Penetrations in the suppression chamber, spare or abandoned drywell penetrations or manholes are not included for evaluation.

The personnel lock/equipment hatch is not included because only overall outer shells are included in the model without the detail internals, such as locks, floor, and doors. Also the drywell bolts and pins are not included for Code stress evaluation because the top head and the Report 0006004.403.RO 7-3 Structural Integrity Associates, Inc.

cylindrical shell are assumed integrally connected and the bolt preloads are not considered in the model.Following guidelines are also used for classification of stress categories.(a) Per NE-3213.9

[28], bending stress at a gross structural discontinuity is classified as secondary stress. These include bending stress due to internal pressure and external load or moment per Table NE-3217-1

[6] near nozzle, other opening, junction with head or flange, knuckle or junction to shell.(b) Per NE-3213.10

[28], a stress region may be considered local if the distance over which the membrane stress intensity exceeds 1.1 Smc does not extend in the meridional direction more than 41(Rt) where R is the minimum midsurface radius of curvature and t is the minimum thickness in the region considered.(c) Per NE-3221.3, the primary general or local membrane plus primary bend stress intensity is derived from the highest value across the thickness of a section. In addition, Note (2) in Figure NE-3221-1 and Figure NE-3221-3 state that it is for a solid rectangular section.Among the load combinations presented in Table 7-6, the refueling cases (LC5 and LC6) are the limiting cases in Levels A and B service conditions, because of the additional loads due to the refueling.

For Level C, the post-accident flooding case (LC9 and LC 10) are the limiting cases.These two load cases are selected as the bounding cases for Code stress allowable evaluation.

The Code evaluations for the different load combinations are provided in the following tables: " Table 7-7 Refueling Case, Load Combination LC5* Table 7-8 Refueling Case, Load Combination LC6* Table 7-9 Post Accident Flooding Case, Load Combination LC9" Table 7-10 Post Accident Flooding Case, Load Combination LC10 Report 0006004.403.RO 7-4 IV Structural Integrity Associates, Inc.

7.5 Fatigue

Evaluation Per NE-3221.5 (a) of Reference 28: "If the specified Service Loadings for the component meet all of the requirements of NE-3221.5 (d), no analysis for cyclic service is required.

It may be assumed that the limits on peak stress intensities as governed by fatigue have been satisfied by compliance with the applicable requirements for materials, design, fabrication, examination, and testing of this Subsection." The conditions stipulated in NE-3221.5 (d) [28] are: (1) Atmospheric-to-Service Pressure Cycle (2) Normal Service Pressure Fluctuation (3) Temperature Difference

-Startup and Shutdown (4) Temperature Difference

-Similar Material (5) Temperature Difference

-Dissimilar Materials (6) Mechanical Loads.In general, these conditions provide a limit on the number of significant service cycles, the maximum fluctuation of the pressure cycles, the maximum temperature difference under different conditions and the maximum mechanical loads applied on component.

The detailed steps in evaluating these conditions are provided in NE-3221.5 (d) (1) to NE-3221.5 (d) (6) [28].In evaluating these conditions, it is assumed that the average temperature of the drywell is 150'F. This is a reasonable assumption because it is stated in the FSAR Section 3.8.2.3, Sub-Section C, Paragraph 3 [17] that the normal operating temperature ranges from 50 'F 150 'F.The number of significant pressure/temperature fluctuation is assumed to be 200 cycles. This number of pressure/temperature cycles is assumed to include the regular startup/shutdown and leak test cycles. The startup/shown cycle is likely no more than 1 cycle per year and the leak test cycle is about 1 per 10 years. This is judged to be more than sufficient for a license renewal to 60 years. Also instead of an instantaneous coefficient of thermal expansion, an average coefficient of thermal expansion was used.Report 0006004.403.RO 7-5 ~Structural Integrity Associates, Inc.

The evaluation results are summarized in Table 7-11 categorized by the materials existed in the drywell. The values presented in Table 7-11 are the limits that the drywell operating parameters cannot exceed such that a detailed fatigue evaluation is not required.

The lower bounded number of atmospheric-to-service pressure cycles is 855. This is more than sufficient for any anticipated number of atmospheric-to-service pressure cycles for 60 years of operation.

The pressure fluctuation was calculated to be limited to no higher than 72 psi, which is higher than the design pressure of 44 psi [5]. The limit on temperature difference for startup/shutdown, similar material and dissimilar material cannot be larger than 322 OF. Since the maximum temperature for the drywell is 292 OF [5], the maximum temperature difference is under the limit. The maximum stress intensity from the mechanical loads cannot be higher than 135 ksi, which is larger than the required 3Smc limit.Since all the criteria in NE-3221.5 (d) (1) to NE-3221.5 (d) (28) are satisfied, per NE-3221.5 (d), an analysis for cyclic service is not required.7.6 Code Reconciliation The Oyster Creek drywell was designed according to the requirements of the latest edition at the time of design of Section VIII of the ASME Boiler and Pressure Vessel Code with all applicable addenda, Nuclear Code Case Interpretations 1270N-5, 1271N, 1272N-5 and other applicable case interpretations, [5, 13]. At the time of the original design and construction, the latest applicable edition was 1962 edition including Winter 1963 Addenda.The ASME Code permits the use of later editions and addenda as described in Section III, Subarticle NCA- 1140 (b). A detailed justification is provided in Reference

21. This justification includes: (1) The evolution of the Code requirements for containment vessels (2) Design, Service, Test and Stress Limits (3) Classifications of local membrane stress (4) Materials, fabrication and Examination Issues.! Structural Integrity Associates, Inc.Report 0006004.403.RO 7-6 Reference 21 concludes that: (a) ASME Code Section III did not change the basic considerations in containment design from those contained in Section VIII and Case 1272 N-5, except for the change in the forming tolerance rules. Rules were amplified and clarified.

There were detailed changes in requirements without change in concept.(b) The limits in Section VIII and Case 1272 N-5 were incorporated in Section III, with additional provisions, and the address of local membrane stress limits.It should be noted that special requirements for jet impingement was introduced in Winter 72 Addenda [21]. The special requirements had been deleted in the 1989 Edition. Instead, guidance is provided in NE-3228.4 for impulse loads in the application of plastic analysis for relaxation of stress limits.In the treatment of stress limits, although the terminologies used in 1962 Edition Section VIII are different from those used in 1989 Edition Section III, the limits are similar. In Case 1272 N-5 of 1962 Edition Section VIII, the limit on general membrane, local membrane and general bending is 1.5 times the general membrane limit, which is 1. 1 times the allowable stress value. In the later Section III Code, the stress allowable is 1.5 Sin.Report 0006004.40 3.RO 7-7 Structural Integrity Associates, Inc.

Table 7-1: Summary of Stress Intensity Limit TABLE NE-3221-1

SUMMARY

OF STRESS INTENSITY IUMITS Loading Condition Level C Service Stress Intensity Limit Where the Level D Service Structure Is Integrai Level 0 Service

• Stress Intensity Level B Service -and Continuous, and Stress Intensity Limdt Where the Level Stress Intensity Level D Service Stress Limit Where the Structure is A Limit and Level C Limit Where the Structure Is Integral and Design Service Service Stress Structure Is Not Integral and Continuous Stress Stress Limit Where the Integral and Continuous, Continuous (Inelastic Intensity Intensity Structure Is Not and at Partial (Elastic Analysis)

Analysis)Symbol Limit Limit Integral and Continuous Penetration Welds (1) (2) (2)P1 i.05, .0S"" 1.os." 1.2S,,, or 5, 5, 1.os, Pt1.5S.,.

1.55.,. 1.5S,,, 1..85,,, or *' 1.5$, 5, P, ~ 1.5s"" 1.SSý 1.55,,., 1.85,. or S .S ,.1.35, P,. + P, (3) l4sýý 1.sS," 1.55," or 1 .5s, $, PL + Pb + Q NIA (4) 3.05, 3.US,,, (5) N/A (4) N/A (4) N/A (4)P, + Pb, + + NIA (4) S, S.(5) INA (4) N/A (4) N/A (4)NOTES: (1) Limits identified by (*) indicate a choice of the larger of two limits.(2) 5, is 85% of the general primary membrane allowable permitted in Appendix F. In the application of the rules of Appendix F, S,1, if applicable, shall be as specified in Tables 1-1.0.(3) Values shown are for a solid rectangular section. See N E-3221.3(d) for other than a solid rectangular section.(4) N/A-No evaluation required.(5) Evaluation not required for Level C Service.V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-8 Table 7-2: Code Allowable Stress Intensities Material 7 Allowable Stress Intensities, Smc (ksi)70 -F 100 -F 200 OF 300 -F SA-516, Grade 70 -- 19.3 19.3 19.3 SA-516, Grade 60 -- 16.5 16.5 16.5 SA-320, L7(4-- 27.5 27.5 27.5 USS-T'o)2 (SA-514, GradeF 27.5 27.5 27.5 SA-333, Grade 0(_1 15.1 15.1 15.1 SA-333, Grade 1 15.1 15.1 15.1 SA-312, Type 304 18.8 17.8 16.6 SA-276, Type 304(,3) 18.8 17.8 16.6 Notes: (1) Stress intensity allowable is based on Appendix III, Article 111-3000, Reference 6, using tensile strength of 110 ksi at room temperature.

(2) Stress intensity allowable not available in Reference 28, use the allowable of SA-333, Grade 1 (3) Use the allowable of SA-312, Type 304.(4) Use the allowable of SA-193 Grade B7.V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-9 Table 7-3: Material Strength T Yield Strength Sy (ksi) Ultimate Strength S, (ksi)70 OF 100 -F 200 OF 300 -F 70 OF 100 -F 200 -F 300 OF SA-516, Grade 38(3) 38 34.6 33.7 70 70 70 70 70 SA-516, Grade 32(3T 32 29.2 28.3 60 60 60 60 60 SA-320, L7(3) 105(7) 105 98 94.1 USS-T1 100(2) (1) (1) loom2 (SA-514, Grade F)SA-333, GradeO 1 (1 (1) (1) 55(4) (1) (1) (1)SA-333, Grade 1 30.0 30.0 27.3 26.6 5(3) 5 55 55 SA-312, Type 30.3(7- 30.3 25.0 22.5 75(3) 75 71 66 304 SA-276, Type 30(2) (1) (1) (1) (1) (1) (1) (1)304(_)Notes: (1) Yield strength is not available in Reference 28.(2) Yield strength is obtained from Reference 22.(3) Assumed same value at 100 'F.(4) Assumed same as SA-333, Grade 1.V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-10 Table 7-4: Code Allowable Stress Intensities (a) Service Levels A and B Pm PL PL+Pb PL+Pb+Q PL+Pb+Q+F Matl/Allowable Smc 1.,Smc 1.5Smc 3.0Smi) Sa SA-516, Grade 70 19.3 28.95 28.95 57.9 --SA-516, Grade 60 16.5 24.75 24.75 49.5 --SA-320, L7 27.5 41.25 41.25 82.5 --USS-T1 (S-14 30.25 45.38 45.38 90.75 --(SA-514, Grade F)SA-333, Grade 0 15.1 22.65 22.65 45.3 --SA-333, Grade 1 15.1 22.65 22.65 45.3 --SA-312, Type 304 18.3 27.45 27.45 54.9 --SA-276, Type 304 18.3 27.45 27.45 54.9 --Note: 1 Si is described in note (2) of Figure NE-3231-2 of Reference 28.(b) Service Level C M aterial _. ___L PL+Pb 1.2Smc 1.OSy (1) 1.8Sm, 1.5Sy (1) 1.8Smc 1.5Sy (1)SA-516, Grade 70 23.16 36.30 36.30 34.74 54.45 54.45 34.74 54.45 54.45 SA-516, Grade 60 19.80 30.60 30.60 29.70 45.90 45.90 29.70 45.90 45.90 SA-320, L7 33.00 101.50 101.50 49.50 152.25 152.25 49.50 152.25 152.25 USS-Ti 36.30 100(') 100 54.45 150(5) 150 54.45 150(') 150 (SA-514, Grade F)SA-333, Grade 0 18.12 28.65(3) 28.65 27.18 42.97(3) 42.97 27.18 42.97(3) 42.97 SA-333, Grade 1 18.12 28.65 28.65 27.18 42.97 42.97 27.18 42.97 42.97 SA-312, Type 304 21.96 27.65 27.65 32.94 41.47 41.47 32.94 41.47 41.47 SA-276, Type 304 21.96 27.65(4) 27.65 32.94 41.47(4) 41.47 32.94 41.47(4) 41.47 Notes : (1) Choice of the larger of two limits.(2) For PL+Pb+Q and PL+Pb+Q+F, evaluation not required for Level C Service.(3) Assumed same as SA-333, Grade 1.(4) Assumed same as SA-312, Type 304.(5) Yield Strength at 100 'F used.4.403 .RO 7-11 V Structural Integrity Associates, Inc.Report 00060(

Table 7-4: Code Allowable Stress Intensities (Continued)(c) Service Level D (from Appendix F of Reference 28)Matl_ Pm PL PL+Pb 2.4Smc 0.7Su (1) 1.5Pm 1.5P.SA-516, Grade 70 46.3 49 46.3 69.5 69.5 SA-516, Grade 60 39.6 42 39.6 59.4 59.4 SA-320, L7 66.0 -- 66.0 99 99 USS-TI(SA-514, Grade F) 72.6 72.6 108.9 108.9 SA-333, Grade 0 36.24 38.5 36.24 54.36 54.36 SA-333, Grade 1 36.24 38.5 36.24 54.36 54.36 SA-312, Type 304 43.92 52.5 43.92 65.88 65.88 SA-276, Type 304 43.92 52.5 43.92 65.88 65.88 Note: (1) lesser of the two limits V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-12 Table 7-5: Classification of Stress Category TABLE NE-3217-1 CLASSIFICATION OF STRESS INTENSITY IN VESSELS FOR SOME TYPICAL CASES.Vessel Component Location Origin of Stress Type of Stress Classification Cylindrical or Shell plate remote Internal pressure General membrane P, spherical shell from discontinu-Gradient through plate ities thickness Q Axial thermal Membrane Q gradient Bending Q Junction with head Internal pressure Membrane PL or flange Bending Q [Note (2)]Any shell or head Any section across External load or General membrane entire vessel moment, or in- averaged across full pýternal pressure section External load or Bending across full moment section PýNear nozzle or External load or Local membrane P, other opening moment, or in- Bending Q ternal pressure Peak (fillet or comer) F Any location Temperature difference Membrane Q between shell and Bending Q head Dished head or Crown Internal pressure Membrane P.conical head Bending P_Knuckle or junction Internal pressure Membrane PL [Note (3)]to shell Bending a Flat head Center region Internal pressure Membrane P.Bending Pb Junction to shell Internal pressure Membrane PL Bending Q [Note (2)]Perforated head Typical ligament Pressure Membrane Pm or shell in a uniform (through cross section)pattern Bending (through Pb width of ligament, but gradient through plate)Peak F Isolated or atypical Pressure Membrane Q ligament Bending F Peak F (Table NE-32 17. 1 continues on next page)V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-13 Table 7-5: Classification of Stress Category (continued)(NE-3227.5) reinforcement defined by N B-3334 loads and moments, including those attributable to restrained free end displacements of attached piping Bending (other than gross structural discontinuity stresses)averaged through nozzle thickness P.Outside the limits of reinforcement defined by NE-3334 Pressure and external axial, shear, and torsional loads other than those attributable to restrained free end displacements of the attached piping General membrane stresses Pressure and external Membrane PL loads and moments other than those Bending P, attributable to restrained free end displacements of the attached piping Pressure, and all external loads and moments Membrane Bending Peak Q F Nozzle wall Gross structural discontinuities Local membrane Bending Peak P, Q F Differential expansion Membrane Bending Peak Q Q F Cladding Any Differential Membrane F expansion Bending F Any Any Radial temperature Equivalent C distribution linear stress[Note (4)] [Note (5)]Nonlinear portion of F stress distribution Any Any Any Stress concentration F (notch effect)NOTES: (1) Qand F classifications of stresses refer to other than design condition (Fig. NE-3221-2).

(2) [f the bending moment at the edge is required to maintain the bending stress in the middle to within acceptable limits, the edge bending is classified as Pb. Otherwise, it Is classified as Q.(3) Consideration must also be given to the possibility of wrinkling and excessive deformation In vessels with a large diameter-thickness ratio.(4) Consider possibility of thermal stress ratchet.(5) Equivalent linear stress Is defined as the linear.I Structural Integrity Associates, Inc.Report 0006004.403.RO 7-14 Table 7-6: Load Combinations LC I Level Conditions Load Cases LC1 A Design/Test Prsl + Grvty + OBE + SAM LC2 A Design/Test Prs l + Grvty -OBE -SAM LC3 A/B Normal Prs2 + Grvty + Mch/Live + OBE + SAM + EPOBE + EPThrm+ Thrm2 LC4 A/B Normal Prs2 + Grvty + Mch/Live -OBE -SAM -EPOBE + EPThrm+ Thrm2 LC5 A/B Refueling Prs2 + Grvty + Mch/Live + OBE + SAM + EPOBE + EPThrm+ Thrm2 + Refuel LC6 A/B Refueling Prs2 + Grvty + Mch!Live -OBE -SAM.- EPOBE + EPThrm+ Thrm2 + Refuel LC9 C Post-Accident Prs2 + Grvty + Mch/Live + SSE + SAM(SSE) + EPSSE +_ _ _ _ _Flood LC10 C Post-Accident Prs2 + Grvty + Mch/Live -SSE -SAM(SSE)-

EPSSE + Flood V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-15 Table 7-7: Code Evaluation, Load Combination LC5, Refueling, Level A/B Component Smc P PL+Pb (ksi) 1.5Smc PL+Pb+Q (ksi) 3Smc (ksi) (ksi) (ksi) Top Bot (ksi) Top Bot (ksi)Cylindrical Shell -- 19.30 16.10 28.62 28.56 28.95 26.76 27.84 57.9 Stiffeners/Gussets 8.25(2) 19.30 24.76(2) 21.86(1,2) 24.76(1.2) 28.95 33.15 36.30 57.9 StarTruss/Stiffeners 3.28 19.30 26.41 27.47 25.39 28.95 26.71 24.67 57.9 Knuckle -- 19.30 4.17 6.98 4.90 28.95 6.75 4.71 57.9 Spherical Shell -- 19.30 9.97 16.18 11.69 28.95 17.48 11.30 57.9 Upper Beam Seat -- 16.50 7.43 8.98 7.46 24.75 8.77 7.30 49.5 Lower Beam Seat -- 19.30 9.88 14.75 15.38 28.95 14.89 15.39 57.9 Vent Pipe -- 19.30 8.92 9.60 9.18 28.95 9.63 9.02 57.9 Sandbed-Bay 1 -- 19.30 10.38 16.99 12.35 28.95 28.67 19.59 57.9 Sandbed -Bay 3 -- 19.30 9.94 17.59 12.21 28.95 30.09 19.80 57.9 Sandbed -Bay 5 -- 19.30 9.96 15.66 10.48 28.95 29.06 23.14 57.9 Sandbed -Bay 7 -- 19.30 10.08 12.67 10.30 28.95 25.49 18.09 57.9 Sandbed- Bay 9 -- 19.30 9.20 10.32 10.37 28.95 22.94 16.51 57.9 Sandbed -Bay 11 -- 19.30 9.75 9.12 10.88 28.95 20.15 14.76 57.9 Sandbed- Bay 13 -19.30 10.02 9.74 10.66 28.95 20.79 15.16 57.9 Sandbed-Bay 15 -- 19.30 9.71 11.42 10.03 28.95 23.43 16.73 57.9 Sandbed -Bay 17 -- 19.30 12.39 14.54 12.39 28.95 26.85 18.45 57.9 Sandbed- Bay 19 -- 19.30 11.37 15.98 11.57 28.95 26.50 17.03 57.9 Pen X2A & X2B -- 19.30 6.75 8.97 7.60 28.95 14.66 9.80 57.9 Pen X3A & X3B -- 19.30 9.79 9.79(1) 9.79 () 28.95 34.98 36.61 57.9 Pen X4A & X4B -- 19.30 5.12 4.98 5.97 28.95 6.82 9.67 57.9 Pen X5A & X5B -- 19.30 10.24 12.01 16.46 28.95 13.46 16.45 57.9 Pen X7 -- 19.30 1.91 4.69 5.33 28.95 4.07 4.15 57.9 Pen X8 -- 19.30 3.34 5.77 4.59 28.95 8.01 5.43 57.9 Pen X9 & XIO -- 19.30 4.19 4.73 4.50 28.95 15.78 11.87 57.9 Pen X12B -- 19.30 4.71 4.93 4.49 28.95 11.10 9.88 57.9 Pen X18 -- 19.30 2.72 9.05 6.26 28.95 20.19 13.71 57.9 Pen X63 -- 19.30 1.20 2.10 2.54 28.95 18.75 9.61 57.9 Pen X66 -- 19.30 4.69 10.15 8.27 28.95 9.99 7.99 57.9 Pen X70 -- 19.30 7.12 13.92 9.96 28.95 17.87 12.79 57.9 18" Penetrations

-- 19.30 3.58 9.50 6.26 28.95 20.19 13.71 57.9 14" Penetrations

-- 19.30 3.45 3.62 3.29 28.95 3.67 3.37 57.9 10" Penetrations

-- 19.30 3.82 3.17 4.64 28.95 3.53 4.65 57.9 8" Penetrations

-- 19.30 5.25 5.41 6.30 28.95 5.29 6.23 57.9 6" Penetrations

-- 19.30 4.79 4.59 5.88 28.95 4.58 5.88 57.9 3" Penetrations

-- 19.30 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

[28](2) Stress linearization has been used to compute the stresses.Report 0006004.403.RO 7-16 V Structural Integrity Associates, Inc.

Table 7-8: Code Evaluation, Load Combination LC6, Refueling, Levels A/B Pm Smc PL PL+Pb (ksi) 1.5Sm_ PL+Pb+Q (ksi) 3Smc Component LPb (ksi) (ksi) (ksi) Top Bot (ksi) Top Bot (ksi)Cylindrical Shell -- 19.30 14.28 14.28(l) 14.28(1) 28.95 53.34 41.59 57.9 Stiffeners/Gussets 6.42 19.30 6.35(2) 15.20(2) 16.97(2) 28.95 53.34 41.59 57.9 Star Truss/Stiffeners 4.50 19.30 21.42(2) 24.95(2) 21.40(2) 28.95 33.28 30.47 57.9 Knuckle -- 19.30 4.43 7.14 5.19 28.95 6.90 5.01 57.9 Spherical Shell -- 19.30 11.97 11.78 13.27 28.95 17.81 13.02 57.9 Upper Beam Seat -- 16.50 7.34 8.82 7.42 24.75 8.61 7.27 49.5 Lower Beam Seat -- 19.30 8.83 15.11 14.28 28.95 15.24 14.13 57.9 Vent Pipe -- 19.30 9.90 10.37 10.24 28.95 10.15 10.17 57.9 Sandbed- Bay 1 -- 19.30 8.68 14.93 10.60 28.95 25.51 18.10 57.9 Sandbed -Bay 3 -- 19.30 8.03 14.19 10.02 28.95 26.68 17.85 57.9 Sandbed -Bay5 -- 19.30 8.24 11.86 8.12 28.95 25.63 20.29 57.9 Sandbed -Bay 7 -- 19.30 9.34 10.74 9.81 28.95 23.88 16.73 57.9 Sandbed- Bay 9 -- 19.30 10.23 12.00 11.25 28.95 25.00 17.28 57.9 Sandbed -Bay 11 -- 19.30 11.86 12.79 13.02 28.95 24.59 15.81 57.9 Sandbed -Bay 13 -- 19.30 12.48 14.15 13.40 28.95 26.14 16.81 57.9 Sandbed -Bay15 -- 19.30 11.37 15.03 12.11 28.95 27.16 17.68 57.9 Sandbed -Bay 17 -- 19.30 12.49 15.58 13.09 28.95 28.01 18.42 57.9 Sandbed- Bay 19 -- 19.30 9.77 15.26 11.00 28.95 26.87 16.85 57.9 Pen X2A & X2B -- 19.30 6.78 9.07 7.79 28.95 14.77 9.98 57.9 Pen X3A & X3B -- 19.30 8.62 8.62 (1) 8.62 (') 28.95 45.24 42.60 57.9 Pen X4A & X4B -- 19.30 5.91 5.59 6.46 28.95 6.45 9.45 57.9 Pen X5A & X5B -- 19.30 7.03 7.60 10.00 28.95 12.11 10.51 57.9 Pen X7 -- 19.30 1.60 4.96 5.28 28.95 10.33 9.98 57.9 Pen X8 -- 19.30 2.26 3.27 2.38 28.95 10.26 6.43 57.9 Pen X9 & X1O -- 19.30 5.61 9.09 8.59 28.95 10.76 8.39 57.9 Pen X12B -- 19.30 5.95 6.48 5.85 28.95 6.83 5.64 57.9 Pen X18 -- 19.30 3.47 8.87 8.02 28.95 7.61 4.98 57.9 Pen X63 -- 19.30 3.09 11.53 7.11 28.95 28.68 15.32 57.9 Pen X66 -- 19.30 3.25 5.85 5.18 28.95 4.83 4.61 57.9 Pen X70 -- 19.30 6.02 7.34 7.69 28.95 11.34 9.57 57.9 18" Penetrations

-- 19.30 3.47 8.87 8.02 28.95 7.61 6.27 57.9 14" Penetrations

-- 19.30 3.63 3.86 3.52 28.95 3.86 3.58 57.9 10" Penetrations

-- 19.30 2.59 2.42 2.96 28.95 2.60 3.57 57.9 8" Penetrations

-- 19.30 5.66 7.02 6.71 28.95 6.90 6.65 57.9 6" Penetrations

-- 19.30 4.70 4.62 5.86 28.95 4.64 5.86 57.9 3" Penetrations

-- 19.30 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

[28](2) Stress linearization has been used to compute the stresses.Report 0006004.403.RO 7-17 ~ Structural Integrity Associates, Inc.

Table 7-9: Code Evaluation, Load Combination LC9, Post-Accident Flooding, Level C Comp Pm SY PL PL+Pb (ksi) 1.5Sy (ksi) (ksi) (ksi) Top Bottom (ksi)Top Head -- 36.30 1.08 1.05 1.17 54.45 Cylindrical Shell -- 36.30 23.83 23.83(" 23.83(l) 54.45 Stiffeners/Gussets 28.11 36.30 49.80 49.80(" 49.80(l) 54.45 Star Truss/Stiffeners 5.03 36.30 37.94(2.3) 38.01(2.3) 36.82(2.3) 54.45 Knuckle -- 36.30 12.01 11.42 12.62 54.45 Spherical Shell -- 36.30 37.54 40.37 37.10 54.45 Upper Beam Seat -- 30.60 13.22 18.50 10.57 45.90 Lower Beam Seat -- 36.30 22.16 32.68 27.37 54.45 Vent Pipe -- 36.30 35.08 37.33 32.73 54.45 Sandbed -Bay 1 34.53 36.30 44.03 45.93 46.68 54.45 Sandbed -Bay 3 31.11 36.30 38.71 42.57 40.67 54.45 Sandbed- Bay 5 28.22 36.30 38.41 40.13 43.28 54.45 Sandbed -Bay 7 27.94 36.30 38.84 40.00 37.73 54.45 Sandbed -Bay 9 27.80 36.30 39.00 39.57 38.25 54.45 Sandbed -Bay 11 30.20 36.30 44.60 45.14 44.01 54.45 Sandbed -Bay 13 29.78 36.30 44.04 44.52 43.62 54.45 Sandbed -Bay 15 32.52 36.30 39.63 40.47 38.85 54.45 Sandbed -Bay 17 22.86 36.30 49.15 50.65 50.27 54.45 Sandbed-Bay 19 31.71 36.30 48.34 49.95 47.13 54.45 Pen X2A & X2B -- 36.30 22.26 21.65 22.97 54.45 Pen X3A & X3B -- 36.30 12.62 12.62(') 12.62(1) 54.45 Pen X4A & X4B -- 36.30 16.95 17.02 16.94 54.45 Pen X5A & X5B -- 36.30 7.35 10.90 11.99 54.45 Pen X7 -- 36.30 7.14 10.39 14.21 54.45 Pen X8 -- 36.30 10.12 10.29 10.79 54.45 Pen X9 & XIO -- 36.30 11.70 12.05 11.69 54.45 Pen X12B -- 36.30 8.82 10.77 13.21 54.45 Pen X18 -- 36.30 3.96 12.21 9.79 54.45 Pen X63 -- 36.30 5.87 8.45 6.35 54.45 Pen X66 -- 36.30 13.39 15.45 22.10 54.45 Pen X70 -- 36.30 9.78 16.59 16.83 54.45 18" Penetrations

-- 36.30 16.12 14.61 19.68 54.45 14" Penetrations

-- 36.30 11.88 12.42 11.34 54.45 10" Penetrations

-- 36.30 15.41 14.70 16.75 54.45 8" Penetrations

-- 36.30 14.52 12.92 17.96 54.45 6" Penetrations

-- 36.30 9.91 9.94 13.10 54.45 3" Penetrations

-- 36.30 16.93 16.50 17.43 54.45 Notes: (1) Without bending stress at gross structural discontinuity per Section MC, NE-3213.9

[28](2) Stress linearization has been used to compute the stresses.(3) Shell / solid model stress reduction factor of 0.63 is applied to compute the stresses.7-18 V Structural Integrity Associates, Inc.Report 0006004.403.R0 Table 7-10: Code Evaluation, Load Combination LC1O, Post Accident Flooding Comp P _ SY PL PL+Pb (ksi) 1.5Sy (ksi) (ksi) (ksi) Top Bottom (ksi)Top Head -- 36.30 0.88 1.31 1.20 54.45 Cylindrical Shell -- 36.30 23.71 23.71(') 2 3.7 1 (l) 54.45 Stiffeners/Gussets 21.16 36.30 49.21 49.21"1 49.21(l) 54.45 Star Truss/Stiffeners 6.33 36.30 45.50(2,3) 47.55(2.3) 44.47(2.3) 54.45 Knuckle -- 36.30 11.22 13.51 11.91 54.45 Spherical Shell -- 36.30 39.91 40.19 41.84 54.45 Upper Beam Seat -- 30.60 11.49 12.91 14.11 45.90 Lower Beam Seat -- 36.30 20.59 31.69 26.11 54.45 Vent Pipe -- 36.30 35.82 37.80 34.44 54.45 Sandbed -Bay 1 31.86 36.30 43.99 43.99(') 45.12 54.45 Sandbed -Bay 3 -- 36.30 35.33 35.33(') 39.42 54.45 Sandbed -Bay 5 25.32 36.30 36.68 36.68(') 35.64 54.45 Sandbed -Bay 7 26.62 36.30 39.67 39.67(1) 39.12 54.45 Sandbed -Bay 9 28.20 36.30 42.27 42.27(l) 42.03 54.45 Sandbed -Bay 11 32.76 36.30 48.56 48.56(l) 48.11 54.45 Sandbed -Bay 13 32.77 36.30 47.34 47.34(') 46.65 54.45 Sandbed -Bay 15 29.51 36.30 40.99 40.99(') 42.58 54.45 Sandbed -Bay 17 35.42 36.30 50.06 50.06(l) 52.63 54.45 Sandbed -Bay 19 33.70 36.30 42.35 42.35(l) 42.95 54.45 Pen X2A & X2B -- 36.30 20.86 19.72 22.42 54.45 Pen X3A & X3B -- 36.30 13.64 13.64(1) 13.64(l) 54.45 Pen X4A & X4B -- 36.30 18.64 17.95 19.31 54.45 Pen X5A & X5B -- 36.30 6.72 9.93 14.61 54.45 Pen X7 -- 36.30 7.42 9.93 9.41 54.45 Pen X8 -- 36.30 8.07 9.04 8.85 54.45 Pen X9 & XO -- 36.30 9.02 13.78 10.68 54.45 PenX12B -- 36.30 11.26 15.56 11.49 54.45 Pen X18 -- 36.30 4.50 13.30 11.82 54.45 Pen X63 -- 36.30 7.05 18.21 10.13 54.45 Pen X66 -- 36.30 9.21 11.30 13.55 54.45 Pen X70 -- 36.30 7.99 9.19 11.21 54.45 18" Penetrations

-- 36.30 15.61 16.57 19.06 54.45 14" Penetrations 36.30 12.36 12.87 11.89 54.45 10" Penetrations

-- 36.30 10.45 9.42 11.98 54.45 8" Penetrations

-- 36.30 10.99 13.63 14.06 54.45 6" Penetrations

-- 36.30 10.43 10.67 10.35 54.45 3" Penetrations

-- 36.30 16.53 15.80 17.57 54.45 Notes: (1) Without bending stress at gross structural discontinuity per Section MC, NE-3213.9

[28](2) Stress linearization has been used to compute the stresses.(3) Shell / solid model stress reduction factor of 0.63 is applied to compute the stresses.V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-19 Table 7-11: Conditions Stipulated for not Requiring Analysis for Cyclic Service per ASME Code Subparagraph NE-3221.5 I A212 A 201 A333 Criteria TI Type 304 Gr B Gr B Gr 0 Allowable atmospheric-to-service 2,752 4,533 6,055 855 21,130 pressure cycles Allowable normal service 118 psi 138 psi 151 psi 72 psi 161 psi pressure fluctuation Allowable temperature difference 467 OF 451 OF 405 OF 322 OF 416 OF-start up and shutdown Allowable temperature difference 467 OF 451 OF 405 OF 322 OF 416 OF-similar material Allowable temperature difference

-dissimilar material with A201 Gr B Allowable temperature difference 3,075 OF-dissimilar material with A333 Gr 0 Allowable temperature difference 1,769 OF-dissimilar material with T1 NE-3221.5 (d) (5)Allowable temperature difference

-dissimilar material with Type 304 1,323 °F[Allowable stress intensity 155 ksi 155 ksi 135 ksi 201 ksi 201 ksi NE-3221.5 (d) (6) from mechanical loads 1 I 1 I V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-20 Primary Stress Category General Membrane Local Membrane Bending Description Average primary Average stress across Component of (Table NE-3217-1) stress across solid any solid section. primary stress section. Excludes Considers diicon- proportional to discontinultles and tinuities but not distance from concentrations, concentrations.

centroWl of solid section. Excludes dliscontinuitles and concentrations.

Synibol Wate(1)] P. P, Combination Stress Components and Allowable Limits of Stress P,, Intensities Legend 1 0 Allowable value[1111] Calculated value Use Design Loads [Note (2))NOTES: (1) The symbols P.. P, and P, do not represent single quantities, but rather sets of six quantities representing the six stress components Orj, ( 'o, rm, rj, and Tt.(2) Value shown is for a solid rectangular section. See NE-3221.3(d) for other than a solid rectangular section.FIG. NE-3221-1 STRESS CATEGORIES AND LIMITS OF STRESS INTENSITY FOR DESIGN CONDITIONS Figure 7-1: Stress Intensity Limits for Design Conditions V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-21 Primary Secondary Membrane Stress General Membrane Local Membrnme Bending Plus Bending Peak Description Average primary Average stress Component of pri- Self-equilibrating (1) Increment added (Table' NE-3217-1) stress across solid across any solid mary stress pro- stress necessary to primary or sec-section. Excludes section. Considers portional to to satisfy contlnu- ondary stress by a effects of discon- effects of discon- distance from cen- Ity of structure, concentration tinultles and con- tinultles but not troid of solid sec- Occurs at struc- (notch).centrations.

concentrations.

tion. Excludes tural discontinu-'

(2) Certain thermal effects of discon- ties. Excludes stresses which tinuities and con- local stress con- may cause fa-centrations.

centrations.

tigue but not dis-, tortion.Symbol (Note (1)D] p. PP.Q F Combination of stress components and allowable limits of stress Intensities Legend S, T P.O Allowable value L Calculated value PL +P 1.s[Note (2)][Note (3)]PL +P + Q 3Smi 3)[Note (6)1 PL+P&+Q+f S, NOTES: (1) The symbols P,., P0 Q, and F do not represent single quantities, but sets of six quantities representing the six stress components o,, ovk a,,, rt, w and T,,.(2) When the secondary stress is due to a temperature transient at the point at which the stresses are being analyzed, the value of $,, shall be taken as the average of the tabulated S., values for the highest and the lowest temperatures of the metal during the translent.

When part or all of the secondary stress Is due to mechanical load, the value of S., shall not exceed the value for the highest temperature of metal during the transient.

(3) Special rules for exceeding 3 S.L are provided In NE-3228.3.

(4) The stresses In category Q are those parts of the total stress that are produced by thermal gradients, structural discontinuities, and they do not include the primary stresses that may also exist at the same point. However, It should be noted that a detailed stress analysis frequently gives the combination of primary and secondary stresses directly and, when appropriate, the calculated value represents the total of P,. + P, + Q and not Q alone. Similarly, If the stress in category F is produced by a stress concentration, the quantity F is the additional stress produced by the notch over and above the nominal stress. For example, if a point has a nominal stress Intensity P,., and has a notch with a strems concentration factor K, then P,. :r S.1, P, = Q, Q = 0, F = P. (K-1), and the peak stress intensity equals P. + P. (K-1) -KPm. However, Pt is the total membrane stress that results from mechanical loads, Including discontinuity effects, rather than a stress increment.

Therefore, the P, value always Includes the P, contribution.

(5) S. is obtained from the fatigue curves, Figs. 1-9.0. The allowable stress Intensity for the full range of fluctuation Is 25,.(6) Value shown is for a solid rectangular section. See NE-3221.3(d) for other than a solid rectangular section.Evaluation not required for level C Service limits.FIG. NE-3221-2 STRESS CATEGORIES AND LIMITS OF STRESS INTENSITY FOR LEVEL A AND B SERVICE LIMITS; AND FOR LEVEL C SERVICE LIMITS WHERE THE STRUCTURE IS NOT INTEGRAL AND CONTINUOUS Figure 7-2: Stress Intensity Limits for Levels A and B Report 0006004.403.RO 7-22 Structural Integrity Associates, Inc.

[Notes (2) and (3)]NOTES: (Q) The symbols P., PL, and P. do not represent single quantitIes, but sets of six quantities representing the six stress components or,, (r), oe', ri, Ito TdP.(2) Values shown are for a solid rectangular section. See NE-3221.3(d) for other than a solid rectangular section.(3) Values shown are applicable when P, :5 0.67 S,. When P, > 0.67S, use the larger of the two limits,[2.5 -1.5 (PjS,)] 1.2S, or[2.5 -1.5 (P/IS)]S,"Use greater of values specified FIG. NE-3221-3 STRESS CATEGORIES AND LIMITS OF STRESS INTENSITY FOR LEVEL C SERVICE LIMITS WHERE THE STRUCTURE IS INTEGRAL AND CONTINUOUS; AND FOR LEVEL D SERVICE LIMITS WHERE THE STRUCTURE IS NOT INTEGRAL AND CONTINUOUS, AND AT PARTIAL PENETRATION WELDS Figure 7-3: Stress Intensity Limits for Level C R Structural Integrity Associates, Inc.

Primary Stress Category General Membrane Local Membrane Bending Description Average plinary Average stress across Component of primary (Table N E-3217-1) stress across solid any solid section. stress proportional to section. Excludes Considers effects of distance from centrold effects of discontinuities discontinuities but of solid section.and concentrations, not concentrations.

Excludes effects of discontinuities and concentrations.

Symbol (ote (1)1 e. P, p, Combination of stress components and allowable limits of stress intensities.

Ip .Note (2)]Legend O Allowable value LZ] Calculated value St 1.5Sf15s NOTES: (1) The symbols P., PL, and P, do not represent single quantities, but sets of six quantities representing the six stress components r,, orý, 4, o w. ', 7 ~.. .(2) S, is 85% of the general membrane allowable permitted In Appendix F. In the application of the rules of Appendix F, S,ý, if applicable, shal be as specified in Tables 1-1.0.(3) Values shown are for a solid rectangular section. See NE-3221.3(d) for other than a solid rectangular section.o Elastic analysis* Inelastic analysis FIG. NE-3221-4 STRESS CATEGORIES AND LIMITS OF STRESS INTENSITY FOR LEVEL D SERVICE LIMITS WHERE THE STRUCTURE IS INTEGRAL AND CONTINUOUS Figure 7-4: Stress Intensity for Level D V Structural Integrity Associates, Inc.Report 0006004.403.RO 7-24

8.0 BUCKLING

EVALUATION This section contains the discussion of the buckling evaluation of the drywell steel containment.

The buckling evaluation of elastic instability was performed for the drywell based on the rules outlined in Section III of the ASME Code for Class MC Components.

8.1 ASME Buckling Rules The buckling and compressive allowables are given in NE-3222 of Reference 28.The alternative to the requirements of the ASME Code Section III NE-3222 for determining allowable compressive stresses is ASME Code Case N-284-1 [24]. The buckling capacity of the shell is based on bifurcation analyses reduced by capacity reduction factors which account for: 1) The effect of imperfections and nonlinearity in geometry and boundary conditions.

2) The plasticity reduction factors which account for nonlinearity in material properties.

The basic compressive allowable stress values referred to by ASME Code Section III NE-3222.1 will correspond to a factor of safety of two in Code Case N-284-1. This factor is applied to the buckling stress values that are determined by classical analysis and reduced by appropriate capacity factors. The stability stress limits referred to by NE-3222.2 will correspond to the following factor of safety (FS): (a) For Design Conditions and Level A and B Service Limits, FS = 2.0 (b) For Level C Service Limits, the allowable stress values are 120% of the values of (a); FS = 1.67.(c) For Level D Service Limits, the allowable stress values are 150% of the values of (a); FS = 1.34.The reduction in buckling capacity due to imperfections and nonlinearity in geometry and boundary conditions is provided through the use of capacity reduction factors, ctij, where i =Report 0006004.403.RO 8-1 Structural Integrity Associates, Inc.

0, or 4)0 corresponding to the meridional direction or stress component, circumferential direction or stress component, and in-plane shear stress component, respectively, j = L, S, G corresponding to local buckling (buckling of shell plate between stiffeners or boundaries), stringer buckling (buckling between rings of shell plate and attached, meridional stiffeners, and general instability (overall collapse), respectively.

8.2 Methodology

A theoretical buckling stress, aie, is determined for the drywell by eigenvalue buckling finite element analysis for a given load case. For each eigenvalue, the analysis provides the buckling (or displacement) mode and a corresponding load factor, k. This load factor identifies the theoretical buckling stress in that given load case that would cause buckling in the drywell, for the particular buckling mode. Therefore, if the stress in the buckling region is oc, the theoretical buckling stress is: ie = C(8-1)Accounting for the imperfection and nonlinearity in geometry and boundary conditions, the allowable buckling stress, aca, is given as: Uca XOCij i7ie /FS = a.A 2 0C /FS (8-2)where aij = capacity reduction factor to account for imperfection, where i refers to direction or stress component and j refers to buckling modes FS = safety factor The capacity reduction factor, ciij in Equation (8-2), will be written as cx for simplicity.

Report 0006004.403.RO 8-2 Structural Integrity Associates, Inc.

If the elastic buckling stress exceeds the elastic limit of the material, a plasticity reduction factor, rji, can be used to account for non-linear material behavior.

Equation (8-2) can be rewritten as: ca. qja Au, IFS (8-3)8.3 Capacity Reduction Factor 8.3.1 Spherical Shell The capacity reduction factor cx, is for either uniaxial compression or biaxial compressive stress in the spherical shell. If the buckling region is under compression in the axial direction and tension in the hoop direction, a modified capacity reduction factor, cX, can be used. Equation (8-3) is modified to use a modified capacity factor to account for the tension in the hoop direction

[23]:=ca :iuamAc / FS (8-4)where am = alL + ap= a 2 L 0.6 alL = capacity reduction factor for a sphere under uniaxial compression

[4]c2L = capacity reduction factor for a sphere under equal biaxial compression (8-5)(8-6)(8-7)V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-3 ap = capacity reduction factor due to the effect of tensile stress in the orthogonal direction 1.752 1 3.24 + =P-07rh R where P -and R = shell radius t = shell wall thickness E = shell Young's modulus Cmh = shell tensile hoop stress 8.3.2 Cylindrical Shell (8-8)(8-9)For cylindrical shells under axial compression, the capacitor reduction factor can be calculated using Code Case 284-1 [24]. Per paragraph

-1511 of Reference 24, the local buckling in the meridional direction can be calculated due to the effect of R/t and length as follows: (a) Effect of R/t (x = 0.207 for R/t _>600 (8-9a)For R/t < 600, use smaller value of ot = 1.52 -0.473*logio(R/t) ox = 300 (7y/ E- 0.033 (b) Effect of length (8-9b)(8-9c)a = 0.627 if M < 1.5 (8-1Oa)V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-4 I a = 0.837 -0.14M= 0.826/(M°'

6)cL=0.207 where if 1.5< M < 1.73 if 1.73 M < 10 if M> 10 (8-10b)(8-1Oc)(8-10d)M = smaller value of li/i(Rt) or l 5 i/<(Rt)1i = distance in meridional or circumferential direction between lines of support'si = one half of the sum of the distance 1 on either side of an intermediate size stiffener.

It is easily shown from Equation (8-3) that when there is no plasticity reduction factor (i.e. when the stress is below material yield strength or mi =1) and for the buckling stress oc is equal to the allowable buckling stress Cyca, cck is equal to the factor of safety. That is, the factor of safety, FS can be simply calculated by-multiplying the capacity reduction factor ax, to the load factor X from the eigenvalue buckling analysis.8.4 Plasticity Reduction Factor Per Reference 24, when the product of the buckling stresses and the capacity reduction factor, i.e., aXcyc, exceeds the proportional limit of the fabricated material, plasticity reduction factors, Tli, is used to account for the non-linear material properties.

Per References 24, the plasticity reduction factors, ni, for either cylindrical or spherical shell under axial compression is given as: 77i = 1.0 0.45 i = 0.45 +0.18 A 1.31 1+l.15A 1 A if if if if A< 0.55 0.55 <A _< 1.6 1.6 < A < 6.25 A _> 6.25 (8-11)V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-5 where A = aka,/ay 8.5 Buckling Load Cases Sections 6.0 and 7.0 discuss the stress evaluation of the drywell for different load conditions and load combinations.

The buckling evaluation is impacted by cases where the stress condition is compressive.

Thus, for the buckling evaluation, the number of load cases can be reduced significantly to those that produce compressive loads in the shell. Further, for purposes of this evaluation, since the primary area of concern is the sandbed region, the load cases of concern are those that produce compressive stresses in the sandbed region. It should be noted that the previous evaluations performed

[1, 2] focused on the buckling capabilities in the sandbed region as it was generally concluded that the thinning in the sandbed region would potentially cause reduction of buckling capability in those regions only. However, the finite element modeling will also identify any buckling issues throughout the drywell shell for the load cases considered.

Thus the impact on the buckling margin (general wall thinning at other regions) will also be part of the evaluation.

8.5.1 Limiting

Cases For the normal operating condition, the limiting condition is the refueling condition.

During the refueling condition, the fuel pool is full of water which imposes a compressive load on the drywell shell.For the emergency condition, the limiting condition is the post-accident condition.

For this condition, the drywell is flooded (internally) with water.For each of the evaluated load cases, the loads include the gravity loads and the compressive loads along the longitudinal axis of the drywell, and the external or hydrostatic pressure.V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-6

8.6 Analysis

The model used in the stress analysis is used in the buckling evaluation with one modification:

Instead of using a seismic response spectrum, the seismic loads are simulated with a static seismic analysis using the g values from the response spectrum at the significant mode. This modification is necessary since a response spectrum analysis cannot be analyzed together with the buckling analysis.A bifurcated (eigenvalue) buckling is performed for the two loading cases described in the previous section. The boundary conditions used in the buckling analyses are similar to the structural displacement used in stress analyses.A total of 200 buckling modes were analyzed for both load cases.The analyses were performed using ANSYS 11.0 [25].8.7 Results 8.7.1 Capacity Reduction Factor Using Equations 8-4, 8-10 and Figure 8-1, the capacity reduction factors under uniaxial compression for different components or regions of the drywell were calculated.

The results are presented in Table 8-1. The identification of individual bays is shown in Figure 8-2.In calculating the M factor in Equation 8-10 for the cylindrical shell or in Figure 8-1 for the spherical shell, the length / is taken as the distance between the horizontal stiffeners, concrete floor or knuckle. For the cylindrical shell, the longest distance is between the lower star truss stiffeners (elevation

-80') and the top of the knuckle (elevation

-72'). The distance is approximately 96 inches. For the upper spherical shell, the longest distance between supports is from the bottom of the knuckle (elevation

-62') to the top of upper beam seat (elevation

-49').This distance is approximately 156 inches. For the middle and lower spherical shell, the longest Report 0006004.403.RO 8-7 V Structural Integrity Associates, Inc.

distance between supports is from the bottom of the upper beam seat (elevation

-44') to the concrete floor elevation

(- 11') for a distance of 396 inches.It is shown that for the cylindrical shell, the capacity reduction factor is 0.330. For the spherical shell, the capacity reduction factors are 0.362, 0.207 and 0.244 for the upper, middle and lower portion of the spherical shell. In the sandbed regions, outside the locally thinned areas, the capacity reduction factors are 0.220, 0.245 and 0.230 for minimum, maximum and average. In the locally thinned areas, the minimum capacity reduction factor is 0.207.8.7.2 Buckling Mode and Load Factor A total of 200 eigenvalue buckling modes were computed for both the refueling case and the flooding case.To identify the buckling mode for each region, the mode shape for each buckling mode is inspected for any visible sign of displacement.

The visual inspection begins from the first mode to the last mode. The first identified mode is used as the buckling mode for that region. The load factor associated with the identified mode is used as the eigenvalue buckling load factor for the region.The first identified buckling modes and the load factors are provided in Table 8-2 for the refueling case and the flooding case.In addition, the displacements for all the buckling modes are post-processed to obtain the maximum displacement for each region and each mode. These maximum displacements are provided in Table 8-2 and Table 8-3, for the refueling case and the flooding case, respectively.

The maximum displacements are used as a check to validate the visual identification of the buckling mode.Report 0006004.403.RO 8-8 V Structural Integrity Associates, Inc.

8.7.2.1 Refueling Case A summary of the buckling mode and the corresponding load factor for all the regions is provided in Table 8-4. The lowest buckling mode for the refueling load case is in the cylindrical portion of the drywell. It is in the area of first quadrant, between the star truss and the knuckle region. It has the lowest load factor of 7.229.In the spherical portion of the drywell, the lowest buckling mode occurs in the region between the upper beam seat and the knuckle region near the 900 azimuth. It has a load factor of 9.800.The load factor for the buckling mode in the sandbed region is 11.584. This buckling mode is not obvious, but is confirmed by the next buckling mode in the sandbed region. This buckling load factor of 11.584 is used for all sandbed regions.Among the three major components:

cylindrical shell, spherical shell and sandbed, the cylindrical shell has the lowest load factor, even though the locally thinned areas are in the sandbed. This is because for the refueling load case, the loads are concentrated at the top of the cylindrical portion of the drywell, with the head removed. Thus, the closest and most likely buckling location would be at the junction between the cylindrical portion and the knuckle portion of the drywell.8.7.2.2 Flooding Case For the flooding case, the first 10 modes are associated with the vent header and downcomers.

The load factor for the buckling mode in the sandbed is 7.162.The buckling mode in the cylindrical portion of the drywell is very similar to those in the refueling case. It is mainly in the region between the knuckle and the star truss, in the first quadrant.Report 0006004.403.RO 8-9 Structural Integrity Associates, Inc.

The first buckling mode for the spherical region is associated with the lower portion of the sphere, and the load factor is 7.344.For the flooding case, there is no bifurcation failure in the upper and middle spherical shell in the first 200 eigenvalue buckling modes. For the buckling evaluations of these two regions, the load factor of 14.704 associated with buckling mode 200 is conservatively used.8.8 Buckling Stress and Safety Factor 8.8.1 Refueling Case The buckling stresses in the cylindrical portion of the drywell are shown in Figure 8-3. It is shown in the buckled region, the axial (meridional) stress (S,) is all compressive with the maximum of 3.41 ksi at the penetration.

The hoop stress (Sy) in the buckled region is also compressive.

Per Reference 6, Article -1730, it is conservative to assume that there is no interaction between meridional and hoop compression.

To reduce the conservatism in this evaluation, the tensile hoop stress in the orthogonal direction was used in evaluating the safety factor. The presence of tensile hoop stress has the effect of increasing the capacity reduction factor [23], which results in the increase of the buckling safety factor.The buckling stresses in the upper, middle, and lower spherical portions of the drywell are shown in Figure 8-4, Figure 8-5, and Figure 8-6, respectively.

In the buckling region, the corresponding maximum compressive meridional stresses are 3.91 ksi, 4.78 ksi, and 4.52 ksi.The buckling stresses in the sandbed region of the drywell are shown in Figure 8-7. The maximum compressive meridional stress for the entire sandbed region is 5.51 ksi. In the same region, the hoop stress is about 4.60 ksi tension.Report 0006004.403.RO 8-10 V Structural Integrity Associates, Inc.

The buckling stress plots for the Bay 1 through Bay 19 in the sandbed region are provided in Figure 8-8 through Figure 8-17, respectively.

The maximum axial and hoop stresses for the individual sandbed bays are provided in Table 8-7.With the above stresses, the appropriate capacity reduction factors (Section 8.7.1), the load factors (Section 8.7.2), and the safety factors for buckling are calculated using the equations in Section 8.2. The results are summarized in Table 8-5 for the cylinder, upper/ middle /lower spherical regions, and the safety factors for individual bays of the sandbed region are provided in Table 8-7.For the cylindrical portion of the drywell, the safety factor is 3.39. In the upper / middle / lower spherical shell regions, the safety factors are 4.27 / 3.60 / 3.60, respectively.

It should be noted that when calculating the capacity reduction factor for the cylinder, Miller's approach for the capacity reduction factor for a sphere was used [23]. This is based on the tests showing that internal pressure (i.e. tensile hoop stress) increases the axial buckling stress as long as the failure stress remains elastic. Table 8-7 presents the safety factors for individual bays in the sandbed region. The lowest safety factor is 3.54 for Bay 3.The safety factors at the three regions of the drywell are larger than the ASME Code required safety factor of 2.00 for Level A/B service conditions.

8.8.2 Flooding

Case The plots of the buckling stresses for the flooding case are provided in Figure 8-18 through Figure 8-22, for the cylindrical region, upper / middle / lower spherical regions, and the sandbed region, respectively.

Detailed buckling stress plots for the individual sandbed bays are provided in Figure 8-23 through Figure 8-32.The results of the buckling safety factor evaluations are presented in Table 8-6 and Table 8-8.Table 8-6 provides the safety factor evaluation summary for the cylindrical region, upper /Report 0006004.403.RO 8-11 V Structural Integrity Associates, Inc.

middle / lower spherical regions. Table 8-8 presents the safety factors for individual bays in the sandbed region.With reference to Table 8-6, the buckling safety factors for the cylindrical region and upper /middle / lower spherical regions are 3.46, 7.57, 4.76 and 2.22, respectively.

The smallest buckling safety factor for an individual bay in the sandbed region is 2.02, for Bay 19, as shown in Table 8-8.These safety factors are larger than the Code required safety factor of 1.67 for Level C service condition, and significantly exceed the required safety factor of 1.34 for Level D service condition.

8.9 Discussions

and Conclusions The effect of locally thinned areas in the sandbed region on the drywell buckling was evaluated.

Per References 24 and 28, the required safety factor for buckling is 2.0 for Level A/B and 1.67 for Level C. The buckling evaluation was performed for two service loading conditions:

refueling (Level A/B) and post-accident flooding (Level C). The eigenvalue (bifurcation) buckling approach was used. The evaluation examined the buckling safety factor for three main regions of the drywell, cylindrical portion, spherical portion and the sandbed region. The procedures follow the requirements of Code Case 284-1 [24] with guidelines from References 23 and 26 to account for the effect of tensile hoop stress in a spherical shell on the capacity reduction factor and the revised equations for the plasticity reduction factor.The capacity reduction factor is 0.330, 0.362 / 0.207 / 0.244, and 0.207 in the cylindrical, upper /middle / lower spherical and sandbed regions of the drywell, respectively.

The sandbed region's capacity reduction factor was conservatively based on the thinnest wall thickness among the locally thinned areas and the general area in any bay.Table 8-9 summarizes the buckling safety factors for the different regions of the drywell.Report 0006004.403.RO 8-12 V Structural Integrity Associates, Inc.

For the refueling case, the minimum safety factor calculated is 3.39, which is associated with the cylindrical region. The minimum safety factor for the spherical region is 3.60. The minimum safety factor for the sandbed region is 3.54 in Bay 3. All these safety factors satisfy the Service Level A and B minimum required safety factor of 2.0.For the post-accident flooding case, the minimum safety factor for the sandbed region is 2.02 in Bay 19. The minimum safety factor for the spherical and the cylindrical regions are 2.22 and 3.46, respectively.

All these safety factors satisfy the licensed Service Level C and D minimum required safety factors of 1.67 and 1.34, respectively.

In conclusion, the eigenvalue buckling analyses show that the computed safety factors satisfy the ASME Code limits.Report 0006004.403.RO 8-13 V Structural Integrity Associates, Inc.

Table 8-1: Capacity Reduction Factor Under Uniaxial Compression Region RM R/t 1tlL (in) (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 1l' 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 11' 420 0.950 396 19.82 --- 0.229 Above 11' 420 1.185 396 17.75 --- 0.245 Bayi 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 11' 420 0.826 396 21.26 --- 0.220 Bay 19 ____Below 11' 420 0.826 396 21.26 --- 0.220 Bay 1 Local tI) 420 0.696 396 23.16 --- 0.209 Bay 13 Local tl) 420 0.658 396 23.82 --- 0.207 Bay 15 Local(l) 420 0.711 396 22.92 --- 0.210 Local () 420 0.663 396 23.73 --- 0.207 Bay 17 ____Local (1) 420 0.850 396 20.96 --- 0.222 Bay 19 Local (1) 420 0.720 396 22.77 --- 0.211 Note: (1) The local regions refer to the thinned areas within the individual bays.Report 0006004.403.RO 8-14 Structural Integrity Associates, Inc.

Table 8-2: Refueling Case Load Factors and Maximum Displacements Mode # Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay 3 Bay5 Bay 7 Bay 9 Bay I1 Bay 13 Bay 15 Bay 17 Bay 19 1 7.229 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 7.459 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 3 7.460 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 7.465 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 7.943 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 7.990 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 8.078 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 8.096 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 8.677 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 8.827 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 9.230 1.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 9.292 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 9.590 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 9.736 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 9.800 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 10.005 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 10.096 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 10.272 0.05 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 10.285 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 10.343 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 10.372 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 10.388 0.13 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 10.399 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 10.543 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 10.652 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 10.729 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 10.839 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 10.862 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 10.923 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 10.962 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 11.079 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 11.150 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 11.181 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 11.186 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 11.378 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 36 11.382 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 37 11.383 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 11.450 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 39 11.469 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 40 11.474 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 41 11.528 0.00 0.03 1.08 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 42 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 43 11.553 0.03 1.44 0.36 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 44 11.583 0.01 0.27 1.11 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 11.584 0.05 1.43 0.78 0.08 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 46 11.658 0.00 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 47 11.682 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 48 11.698 0.00 0.11 1.31 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 11.716 0.05 1.59 0.32 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 11.722 1.08 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 8-15 V Structural Integrity Associates, Inc.Report 0006004.403.R0 Table 8-2: Refueling Case Load Factors and Maximum Displacements (continued)

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay II Bay 13 Bay 15 Bay 17 Bay 19 51 11.724 0.01 0.06 1.04 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 11.787 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 53 11.797 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 54 11.798 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 55 11.887 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 56 11.903 0.04 1.29 0.36 0.05 0.07 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.06 57 11.917 0.01 0.22 1.16 0.32 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 58 11.932 0.01 0.13 0.01 0.29 1.26 0.10 0.01 0.00 0.00 0.00 0.01 0.01 0.11 1.00 59 11.935 0.07 1.36 0.19 0.18 0.80 0.06 0.00 0.00 0.00 0.00 0.00 0.01 0.07 0.63 60 11.987 0.04 1.36 0.20 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 61 11.993 0.00 0.09 1.09 0.25 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 62 12.050 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 63 12.070 0.01 0.20 1.13 0.25 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 64 12.074 0.01 0.34 1.03 0.18 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 65 12.080 0.07 1.34 0.54 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 66 12.110 0.06 1.31 0.25 0.04 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67 12.167 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 68 12.176 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 69 12.184 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 70 12.196 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 71 12.236 0.28 1.29 0.30 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 72 12.242 1.21 0.05 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73 12.244 0.17 0.21 1.11 0.25 0.00 0.00 0.00 0.00 0.00 [ 0.00 0.00 0.00 0.00 0.00 74 12.315 0.02 0.19 1.27 0.19 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 75 12.324 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 76 12.347 0.01 0.15 1.02 0.23 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00 77 12.388 0.06 0.80 1.03 0.27 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 78 12.392 0.13 1.43 0.70 0.23 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 79 12.418 1.08 0.03 0.19 0.08 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 80 12.419 0.84 0.17 1.06 0.45 0.01 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.01 0.01 81 12.435 0.06 0.26 1.03 0.44 0.00 0.00 0.00 0.00 0.00 T 0.00 0.00 0.00 0.00 0.00 82 12.439 0.32 1.34 0.25 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 83 12.443 1.05 0.07 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 84 12.461 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 85 12.494 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 0.00 86 12.500 0.13 1.27 0.86 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 87 12.516 0.01 0.03 0.04 0.26 0.30 0.02 0.00 0.00 0.00 0.00 0.01 0.02 0.73 1.27 88 12.517 0.04 0.61 1.04 0.38 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.21 0.37 89 12.528 0.03 0.58 1.13 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 90 12.541 0.02 0.31 1.15 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 91 12.578 0.01 0.22 1.15 0.22 0.00 0.00 0.00 0.00 0.00 J 0.00 0.00 0.00 0.00 0.01 92 12.594 0.15 0.37 1.13 0.27 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 93 12.596 1.00 0.01 0.03 0.01 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 94 12.607 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 95 12.645 0.08 1.37 0.74 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 12.721 0.07 1.30 0.56 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 97 12.769 0.01 0.08 1.06 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 12.779 1.04 0.03 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 99 12.780 0.06 0.09 1.06 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 12.802 0.12 0.10 1.05 0.30 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-16 Table 8-2: Refueling Case Load Factors and Maximum Displacements (continued)

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 19 101 12.803 1.07 0.01 0.08 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102 12.809 0.02 0.25 1.13 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 12.839 1.14 0.63 0.44 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 104 12.840 1.06 1.52 1.07 0.15 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 105 12.865 1.07 0.44 0.56 0.25 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 106 12.866 1.07 0.33 0.44 0.20 0.00 0.00 0.00 0.00 0.00 l 0.00 0.00 0.00 0.00 0.00 107 12.881 0.04 0.33 1.11 0.15 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 108 12.882 0.11 1.44 1.04 0.33 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 109 12.908 0.02 0.60 1.04 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 110 12.928 0.04 1.38 0.61 0.20 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 111 12.937 0.02 0.49 1.07 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112 12.966 0.07 1.37 0.86 0.25 0.12 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.11 113 12.969 0.01 0.27 1.15 0.40 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 114 12.974 0.02 0.32 1.05 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 12.976 0.01 0.02 0.01 0.50 1.31 0.63 0.02 0.01 0.00 0.01 0.01 0.01 0.26 1.12 116 13.022 0.01 0.54 1.07 0.42 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 13.027 0.02 0.51 1.10 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 13.032 0.02 0.58 1.01 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 13.042 0.06 1.45 1.06 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 13.070 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 0.00 121 13.086 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 0.00 122 13.110 0.33 1.35 0.85 0.32 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 123 13.111 0.03 0.00 0.01 0.42 1.26 0.67 0.01 0.00 0.00 0.00 0.00 0.00 0.18 0.86 124 13.113 1.04 0.03 0.02 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 125 13.185 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 13.193 0.01 0.43 0.93 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 13.225 0.02 0.46 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 13.249 0.01 0.23 1.08 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 129 13.276 0.01 0.23 1.28 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 13.288 0.01 0.28 1.01 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 131 13.297 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 0.00 132 13.332 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 0.00 133 13.341 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 0.00 134 13.365 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 0.00 135 13.374 0.05 0.52 1.02 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 136 13.381 0.03 0.27 1.07 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 137 13.401 0.03 0.23 1.19 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 138 13.411 1.12 0.27 0.43 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 139 13.413 1.12 0.36 0.55 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 140 13.431 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 0.02 141 13.441 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 0.00 142 '13.463 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 0.01 143 13.474 0.00 0.01 0.01 0.58 0.18 0.08 0.00 0.00 0.00 0.01 0.01 0.05 0.96 1.31 144 13.489 0.04 1.24 0.72 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 145 13.499 0.02 0.58 1.03 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 146 13.547 0.03 0.43 1.11 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 147 13.564 0.06 1.32 0.88 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 148 13.597 0.01 0.49 1.13 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 13.603 0.02 0.58 1.15 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 13.641 0.03 1.28 0.86 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-17 Table 8-2: Refueling Case Load Factors and Maximum Displacements (concluded)

Load Cylinder Sphere Sandbed Region Mode # F c ylndrophr Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 J Bay II Bay 13 Bay 15 Bay 17 Bay 19 151 13.668 0.00 0.13 1.12 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 152 13.694 0.01 0.19 1.01 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 153 13.703 0.01 0.26 1.11 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 154 13.721 0.06 1.18 0.63 0.28 0.00 0.00 0.00 0.00 0.00 T 0.00 0.00 0.00 0.00 0.00 155 13.731 0.09 1.13 0.93 0.26 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 156 13.749 0.01 0.24 1.05 0.40 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0,00 0.00 0.00 157 13.757 0.06 1.27 1.06 0.39 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 158 13.767 0.03 0.53 1.06 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 159 13.794 0.04 0.69 1.08 0.27 0.01 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 160 13.807 0.30 1.45 0.95 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 161 13.834 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 0.00 162 13.845 0.38 0.82 1.03 0.34 0.00 0.00 0.00 0.00 0.00 ] 0.00 0.00 0.00 0.00 0.00 163 13.860 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 0.00 164 13.871 0.16 0.75 1.10 0.40 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 165 13.879 0.00 0.00 0.01 0.23 1.27 0.31 0.00 0.00 0.00 0.00 0.00 0.03 0.29 0.98 166 13.884 0.06 1.14 1.08 0.38 0.00 0.00 0.00 0.00 0.00 l 0.00 0.00 0.00 0.00 0.00 167 13.894 0.04 0.54 1.19 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168 13.938 0.05 1.18 0.63 0.14 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 169 13.942 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 0.00 170 13.968 0.01 0.16 1.01 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 171 13.976 0.09 1.11 1.17 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 13.982 0.01 0.23 1.01 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 14.020 0.05 0.69 1.04 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 174 14.044 0.03 0.65 1.02 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 175 14.064 0.05 1.42 10.79 0.24 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 176 14.108 0.03 0.55 0.89 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 177 14.116 0.02 0.38 0.86 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178 14.134 0.00 0.01 0.01 0.31 0.04 0.01 0.00 0.00 0.00 0.02 0.02 0.65 1.27 0.07 179 14.141 0.03 0.58 1.13 0.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 180 14.152 0.04 1.34 0.86 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.04 0.00 181 14.1561 0.06 0.96 0.83 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 182 14.199 0.03 0.31 1.05 0.36 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 183 14.214 0.06 0.30 1.02 0.27 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 184 14.217 0.04 0.26 1.16 0.27 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 185 14.230 0.32 0.60 1.19 0.34 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.00 186 14.236 1.07 0.04 0.06 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187 14.252 0.07 0.47 1.08 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 188 14.270 0.04 0.59 1.02 0.26 0.12 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 189 14.277 0.06 0.62 1.02 0.26 0.25 0.17 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.03 190 14.281 0.01 0.02 0.02 0.51 1.31 0.88 0.02 0.01 0.00 0.01 0.01 0.01 0.05 0.17 191 14.336 1.03 0.09 0.05 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192 14.343 0.68 1.16 0.87 0.22 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 193 14.351 0.08 0.52 1.08 0.34 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 194 14.379 0.05 0.39 1.01 0.27 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.00 195 14.392 1.00 0.08 0.11 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 196 14.395 0.33 0.80 0.87 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 197 14.414 0.13 1.02 1.05 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 198 14.444 0.24 1.07 1.07 0.39 0.00 0.00 0.00 0.00 0.00 [ 0.01 0.01 0.00 0.01 0.00 199 14.453 1.01 0.03 0.05 0.02 0.01 0.00 0.00 0.00 0.00 L 0.01 0.01 0.00 0.00 0.00 200 14.469 0.15 1.02 1.01 0.39 0.00 0.00 0.00 0.00 0.00 [ 0.01 0.01 0.00 0.00 0.00 Report 0006004.403.R0 8-18 V Structural Integrity Associates, Inc.

Table 8-3: Flooding Case Load Factors and Maximum Displacements Mode # Load Cylinder Sphere Sandbed Region Modene #Sherector_

Factor Upper Middle Lower Bayl Bay3 Bay5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 1 6.524 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 6.655 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 6.684 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 6.768 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 6.793 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 6.794 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 7 6.854 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 6.946 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 6.971 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 10 7.073 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 11 7.162 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 12 7.175 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 13 7.279 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 14 7.285 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 15 7.344 0.01 0.02 0.02 0.23 1.26 0.36 0.03 0.01 0.01 0.02 0.02 0.05 0.56 1.19 16 7.354 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 17 7.363 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 7.365 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 7.428 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 7.502 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 21 7.615 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 22 7.671 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 7.706 0.00 0.00 0.01 0.22 0.73 0.42 0.02 0.00 0.00 0.01 0.01 0.07 0.93 1.26 24 7.761 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 25 7.796 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 7.805 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 27 7.956 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 28 8.024 0.01 0.01 0.01 0.19 1.26 0.94 0.04 0.01 0.01 0.03 0.03 0.04 0.29 0.64 29 8.082 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 30 8.142 0.00 0.00 0.00 0.01 0.00 0,00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 31 8.177 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 32 8.220 0.01 0.01 0.02 0.30 0.04 0.03 0.01 0.02 0.25 1.26 1.24 0.23 0.07 0.06 33 8.231 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.04 0.04 0.01 0.01 0.01 34 8.314 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 35 8.352 0.00 0.00 0.00 0.01 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.03 36 8.363 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 37 8.405 0.01 0.02 0.02 0.33 1.11 0.35 0.02 0.01 0.01 0.11 0.10 0.21 0.92 1.31 38 8.410 0.00 0.00 0.00 0.02 0.06 0.02 0.00 0.00 0.00 0.01 0.01 0.01 0.04 0.06 39 8.467 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.01 40 8.490 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 41 8.603 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 42 8.606 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 8.623 0.01 0.01 0.02 0.44 1.24 0.52 0.03 0.00 0.02 0.10 0.24 0.96 1.23 1.30 44 8.688 0.00 0.00 0.00 0.01 0.03 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 45 8.703 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.01 46 8.719 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 47 8.781 0.01 0.01 0.01 0.28 0.53 0.37 0.03 0.01 0.03 0.11 0.39 1.04 1.27 0.84 48 8.817 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 0.00 49 8.871 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 0.01 50 8.993 0.01 0.01 0.01 0.28 0.31 0.23 0.02 0.07 1.07 1.26 0.90 0.89 0.27 0.12 Report 0006004.403.R0 8-19 V Structural Integrity Associates, Inc.

Table 8-3: Flooding Case Load Factors and Maximum Displacements (continued)

Mode # Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 51 9.029 0.01 0.01 0.01 0.38 1.30 1.00 0.08 0.04 0.65 0.76 0.57 0.57 0.30 0.60 52 9.035 0.01 0.02 0.02 0.33 1.12 0.87 0.09 0.06 0.71 0.82 1.26 1.26 0.56 0.59 53 9.049 0.00 0.00 0.00 0.02 0.02 0.01 0.00 0.00 0.01 0.03 0.09 0.09 0.03 0.01 54 9.118 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 55 9.135 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 56 .9.148 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 9.169 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 58 9.206 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 59 9.222 0.00 0.00 0.00 0.10 1.27 0.45 0.02 0.00 0.00 0.01 0.05 0.08 0.41 1.21 60 9.234 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.01 61 9.238 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 62 9.300 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 9.332 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 9.396 0.01 0.01 0.01 0.46 0.01 0.01 0.00 0.01 0.43 1.30 1.26 0.19 0.02 0.01 65 9.546 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 9.547 0.02 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 9.624 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.01 68 9.629 0.00 0.00 0.00 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.01 69 9.655 0.01 0.01 0.01 0.39 0.03 0.02 0.00 0.00 0.01 0.03 0.19 0.91 1.31 0.06 70 9.727 0.00 0.00 0.00 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.01 71 9.810 0.00 0.00 0.00 0.02 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.02 72 9.890 0.00 0.00 0.00 0.01 0.02 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.02 0.02 73 9.976 0.00 0.00 0.00 0.02 0.03 0.02 0.02 0.00 0.00 0.00 0.01 0.01 0.02 0.02 74 10.076 .1.05 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.03 0.00 0.00 75 10.078 0.07 0.00 0.01 0.21 0.05 0.02 0.01 0.00 0.10 0.21 0.67 0.66 0.06 0.05 76 10.087 0.00 0.00 0.00 0.04 0.03 0.02 0.01 0.00 0.02 0.04 0.12 0.12 0.03 0.04 77 10.134 0.01 0.01 0.01 0.11 0.60 0.35 0.25 0.04 0.15 0.18 0.06 0.14 0.55 0.65 78 10.161 0.04 0.01 0.01 0.42 0.10 0.05 0.03 0.13 1.09 1.31 0.22 0.15 0.09 0.10 79 10.174 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 10.219 0.00 0.00 0.00 0.02 0.12 0.04 0.02 0.01 0.00 0.00 0.01 0.04 0.16 0.19 81 10.263 0.00 0.00 0.00 0.02 0.05 0.08 0.06 0.00 0.01 0.01 0.01 0.02 0.09 0.10 82 10.367 0.00 0.00 0.00 0.09 0.29 0.42 0.32 0.03 0.01 0.01 0.00 0.04 0.16 0.20 83 10.419 0.00 0.00 0.00 0.04 0.11 0.18 0.14 0.02 0.02 0.01 0.01 0.01 0.10 0.14 84 10.506 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.00 0.01 0.02 0.02 0.01 0.01 0.01 85 10.567 0.00 0.00 0.00 0.02 0.07 0.09 0.08 0.02 0.02 0.01 0.01 0.01 0.05 0.07 86 10.604 0.00 0.01 0.01 0.13 0.46 0.64 0.52 0.06 0.04 0.02 0.02 0.02 0.30 0.35 87 10.632 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 10.710 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 10.791 0.00 0.00 0.00 0.15 0.03 0.04 0.05 0.28 0.28 0.76 0.84 0.46 0.10 0.03 90 10.811 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.03 0.03 0.08 0.09 0.05 0.01 0.00 91 10.826 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 10.864 0.00 0.00 0.00 0.02 0.01 0.01 0.01 0.05 0.05 0.04 0.04 0.03 0.02 0.02 93 10.940 0.01 0.01 0.01 0.22 0.03. 0.06 0.18 0.69 0.69 0.15 0.14 0.10 0.05 0.04 94 10.973 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 95 11.057 0.00 0.00 0.00 0.04 0.02 0.01 0.03 0.14 0.14 0.02 0.03 0.02 0.01 0.02 96 11.090 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.00 0.00 97 11.158 0.00 0.00 0.00 0.09 0.30 0.31 0.11 0.03 0.02 0.01 0.01 0.02 0.26 0.29 98 11.159 0.00 0.00 0.00 0.03 0.12 0.12 0.04 0.03 0.03 0.01 0.01 0.01 0.09 0.12 99 11.196 0.01 0.01 0.01 0.35 0.72 0.47 0.25 0.04 0.08 0.19 0.37 1.02 1.27 0.91 100 11.266 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.01 0.01 0.01 0.02 0.01 8-20 v Structural Integrity Associates, Inc.Report 0006004.403.R0 Table 8-3: Flooding Case Load Factors and Maximum Displacements (continued)

Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 101 11.300 0.00 0.00 0.00 0.01 0.02 0.02 0.01 0.00 0.02 0.02 0.02 0.02 0.04 0.03 102 11.468 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 0.00 103 11.482 0.00 0.00 0.00 0.03 0.07 0.06 0.07 0.07 0.06 0.08 0.19 0.23 0.11 0.08 104 11.518 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 11.532 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 11.535 0.01 0.00 0.00 0.05 0.11 0.11 0.05 0.03 0.04 0.10 0.32 0.39 0.20 0.12 107 11.599 0.01 0.02 0.02 0.41 0.13 1.10 1.26 1.25 0.40 0.11 0.08 0.05 0.08 0.08 108 11.621 0.00 0.00 0.00 0.01 0.00 0.02 0.03 0.03 0.01 0.00 0.00 0.00 0.00 0.00 109 11.707 0.00 0.00 0.00 0.01 0.01 0.04 0.03 0.02 0.03 0.02 0.03 0.02 0.01 0.01 110 11.743 0.00 0.00 0.00 0.02 0.01 0.05 0.04 0.04 0.05 0.05 0.05 0.01 0.00 0.01 111 11.861 0.01 0.01 0.01 0.30 0.85 1.28 0.83 0.74 0.21 0.26 0.69 0.89 0.79 0.55 112 11.912 0.00 0.00 0.01 0.38 0.42 1.30 1.17 1.03 0.33 0.30 0.29 0.53 0.43 0.31 113 12.077 0.00 0.00 0.01 0.22 0.49 0.69 0.44 0.42 1.27 1.17 1.06 0.62 0.56 0.42 114 12.130 0.00 0.00 0.01 0.30 0.55 0.89 0.39 0.25 0.85 0.77 0.82 1.26 0.99 0.70 115 12.193 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 12.249 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 12.357 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 12.403 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 0.01 119 12.405 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 12.424 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 12.429 0.02 0.00 0.01 0.24 0.07 0.09 0.06 0.71 0.91 1.19 1.30 0.71 0.16 0.08 122 12.433 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 0.00 123 12.476 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 0.00 124 12.537 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.01 125 12.563 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.01 0.00 0.00 0.01 0.00 0.01 126 12.584 0.01 0.01 0.02 0.37 0.30 0.32 0.12 1.30 1.31 0.45 0.27 0.24 0.25 0.32 127 12.606 0.00 0.00 0.01 0.35 1.20 1.27 0.37 0.59 0.59 0.28 0.21 0.36 0.98 1.27 128 12.628 0.00 0.00 0.00 0.01 0.03 0.03 0.01 0.00 0.00 0.00 0.00 0.01 0.02 0.03 129 12.746 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 0.01 130 12.758 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 0.00 131 12.826 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 0.01 132 12.863 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 0.00 133 12.921 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 0.00 134 12.932 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.01 0.00 135 12.949 0.01 0.01 0.01 0.36 0.21 0.18 0.07 0.04 0.13 0.28 0.58 1.29 0.88 0.17 136 12.979 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 137 12.998 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.03 0.02 0.01 138 13.011 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 0.01 139 13.044 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 0.00 140 13.054 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 13.095 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 0.01 142 13.103 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 13.120 0.01 0.01 0.01 0.19 0.18 0.10 0.10 0.17 0.44 0.69 1.29 1.28 0.42 0.25 144 13.154 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.01 0.02 0.03 0.06 0.06 0.02 0.01 145 13.202 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 0.01 146 13.239 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 147 13.303 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 0.00 148 13.313 0.01 0.01 0.02 0.37 0.16 0.11 1.31 1.31 0.29 0.11 0.05 0.05 0.09 0.16 149 13.324 0.00 0.00 0.00 0.03 0.01 0.00 0.09 0.09 0.02 0.01 0.00 0.00 0.00 0.01 150 13.359 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 V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-21 Table 8-3: Flooding Case Load Factors and Maximum Displacements (concluded)

Mode # Load Cylinder Sphere Sandbed Region Factor Upper Middle Lower Bay I Bay3 Bay5 Bay7 Bay9 Bay 11 Bay 13 Bay 15 Bay 17 Bay 19 151 13.377 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 13.435 0.00 0.00 0.00 0.02 0.08 0.04 0.02 0.02 0.00 0.01 0.01 0.03 0.05 0.08 153 13.444 0.00 0.00 0.01 0.09 0.42 0.21 0.09 0.09 0.02 0.03 0.07 0.15 0.24 0.43 154 13.517 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 0.00 155 13.542 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 0.01 156 13.564 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.01 157 13.618 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 0.00 158 13.620 0.00 0.00 0.00 0.01 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.02 159 13.663 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 0.00 160 13.681 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.01 0.01 161 13.715 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 0.00 162 13.730 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 0.00 163 13.740 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 0.01 164 13.764 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 0.00 165 13.784 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 0.01 166 13.809 0.00 0.00 0.01 0.23 1.20 0.80 0.35 0.12 0.38 0.27 0.11 0.20 0.86 1.27 167 13.834 0.00 0.01 0.01 0.39 0.22 0.14 0.16 0.39 1.29 0.92 0.23 0.12 0.15 0.23 168 13.846 0.00 0.00 0.00 0.03 0.03 0.02 0.01 0.03 0.09 0.06 0.02 0.02 0.02 0.03 169 13.865 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 0.01 170 13.871 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 0.00 171 13.882 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 13.924 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 173 14.008 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 174 14.029 0.00 0.00 0.00 0.01 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 175 14.068 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 0.00 176 14.074 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 14.153 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 14.218 0.00 0.00 0.00 0.01 0.02 0.04 0.03 0.01 0.00 0.00 0.00 0.00 0.01 0.01 179 14.232 0.00 0.00 0.00 0.01 0.03 0.05 0.04 0.01 0.00 0.00 0.00 0.01 0.02 0.03 180 14.240 0.00 0.00 0.01 0.18 0.60 1.02 0.76 0.12 0.02 0.04 0.05 0.13 0.33 0.53 181 14.258 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 0.00 0.01 0.01 0.00 182 14.266 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 0.00 183 14.314 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 0.01 184 14.321 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 14.343 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 0.01 186 14.375 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 14.417 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 0.00 188 14.419 0.01 0.00 0.00 0.01 0.01 0.01 0.03 0.05 0.05 0.02 0.02 0.01 0.01 0.01 189 14.429 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 0.00 190 14.449 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.04 0.04 0.01 0.01 0.01 0.00 0.00 191 14.471 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 0.00 192 14.502 0.01 0.02 0.02 0.70 1.26 0.42 0.30 0.55 0.53 0.34 0.28 0.17 0.34 1.25 193 14.515 0.00 0.00 0.00 0.12 0.21 0.08 0.06 0.12 0.12 0.05 0.03 0.02 0.06 0.21 194 14.529 0.00 0.00 0.00 0.05 0.09 0.04 0.09 0.21 0.20 0.12 0.09 0.05 0.03 0.09 195 14.537 0.00 0.00 0.00 0.02 0.04 0.02 0.06 0.13 0.13 0.08 0.06 0.04 0.01 0.04 196 14.577 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.02 0.02 0.02 0.02 0.01 0.00 0.00 197 14.581 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 0.00 198 14.624 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 14.694 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 14.704 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 v Structural Integrity Associates, Inc.Report 0006004.403.R0 8-22 Table 8-4: Buckling Load Factor Refueling Case Flooding Case Region Buckling Load Buckling Load Mode Factor Mode Factor Cylindrical 1 7.229 56 9.148 Upper 15 9.800 200(1) 14.704 Spherical Middle 25 10.652 200 (1) 14.704 Lower 32 11.150 15 7.344 Bay 1 45 11.584 11 7.162 Bay 3 45 11.584 11 7.162 Bay 5 45 11.584 11 7.162 Bay 7 45 11.584 11 7.162 Bay 9 45 11.584 11 7.162 Bay 11 45 11.584 11 7.162 Bay 13 45 11.584 11 7.162 Bay 15 45 11.584 11 7.162 Bay 17 45 11.584 11 7.162 Bay 19 45 11.584 11 7.162 Note: (1) With reference to Table 8-3, no significant mode (up to 200) is identified for these regions. Conservatively, the load factor for mode 200 is used.Report 0006004.403.RO 8-23 Structural Integrity Associates, Inc.

Table 8-5: Refueling Buckling Evaluation (except Sandbed Region)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 X, Load FactorMj) 7.229 9.800 10.652 11.150 CW/CXUL, Capacity Reduction Factor 0.330 0.362 0.207 0.244 crl, Meridional Compressive Stress (ksi) 3.41 3.91 4.78 4.52 C02, Hoop Tension Stress (ksi) 9.41 2.29 4.61 4.22 Pbar 0.106 0.049 0.098 0.053 cp, Capacity Reduction Factor (due to tensile effect) 0.139 0.074 0.131 0.079 cý, Modified Capacity Reduction Factor 0.469 0.436 0.338 0.323 A , Parameter ( = txm k ol /cxl) 0.318 0.460 0.474 0.448 rI, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 ao, Theoretical Buckling Stress (ksi) 11.55 16.71 17.20 16.27 SF, Safety Factor 3.39 4.27 3.60 3.60 The load factor is taken from Table 8-4.Notes: (1)V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-24 Table 8-6: Flooding Buckling Evaluation (except Sandbed Region)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 X, Load Factor (1 9.148 14.704 14.704 7.344/QIL, Capacity Reduction Factor 0.330 0.362 0.207 0.244 cyl, Meridional Compressive Stress (ksi) 2.61 2.65 4.73 10.48 C72, Hoop Tension Stress (ksi) 2.65 6.66 16.15 22.59 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 a,, Modified Capacity Reduction Factor 0.378 0.533 0.492 0.502 A, Parameter ( = cun X o/oy) 0.249 0.572 0.943 1.065 i1, Plasticity Reduction Factor 1.000 0.967 0.657 0.603 rio, Theoretical Buckling Stress (ksi) 9.02 20.07 22.50 23.29 Notes: (1)The load factor is taken from Table 8-4.Report 0006004.403.RO 8-25 V Structural Integrity Associates, Inc.

Table 8-7: Refueling Buckling Evaluation, Sandbed Region Bay (1')Bay 3 Bay 5 Bay 7 Bay 9 Bay 11 Bay 13(1) Bay 15(')Bay 17(') Bay 19(" 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 c 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) 11.584 11.584 11.584 11.584 11.584 11.584 11.584 11.584 11.584 11.584 oC/(IL, Capacity Reduction Factor 0.209 0.229 .0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 a 1 I, Meridional Compressive Stress (ksi) 5.03 4.74 4.38 4.37 4.13 4.42 4.72 4.76 5.51 5.24 G 2 , Hoop Tension Stress (ksi) 3.82 3.33 3.38 3.45 3.44 3.93 3.96 3.81 4.60 4.02 Pbar 0.079 0.051 0.046 0.048 0.050 0.066 0.087 0.078 0.100 0.081 ct, Capacity Reduction Factor (due to tensile effect) 0.111 0.076 0.070 0.073 0.076 0.095 0.119 0.109 0.133 0.112 am, Modified Capacity Reduction Factor 0.320 0.305 0.308 0.308 0.308 0.318 0.326 0.319 0.340 0.323 A, Parameter ( = am k oa,/ a) 0.513 0.462 0.430 0.430 0.405 0.449 0.491 0.484 0.598 0.541 r1, Plasticity Reduction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.933 1.000 eri,, Theoretical Buckling Stress (ksi) 18.63 16.77 15.61 15.60 14.72 16.31 17.83 17.57 20.24 19.62 SF, Safety Factor 3.70 3.54 3.56 3.57 3.56 3.69 3.78 3.69 3.67 3.74 Notes: (1) The thickness for these bays corresponds to the localized thinned area.(2) The load factor is taken from Table 8-1.Report 0006004.403.RO 8-26 I Structural Integrity Associates, Inc.

Table 8-8: Flooding Buckling Evaluation, Sandbed Region Bay 1(i')Bay 3 Bay 5 Bay 7 Bay9 Bay 11 Bay 13") Bay 15(') Bay 17('1 Bay 190')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 ayy, 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) 7.162 7.162 7.162 7.162 7.162 7.162 7.162 7.162 7.162 7.162 c/ClL, Capacity Reduction Factor 0.209 0.229 0.238 0.235 0.232 0.223 0.207 0.210 0.207 0.211 cyl, Meridional Compressive Stress (ksi) 11.78 9.45 9.95 10.04 10.20 11.18 11.33 10.13 11.43 12.23 92, Hoop Tension Stress (ksi) 23.26 19.15 17.54 18.09 18.81 21.38 20.85 21.09 25.50 21.94 Pbar 0.484 0.292 0.237 0.253 0.274 0.360 0.459 0.430 0.557 0.441 ap, Capacity Reduction Factor (due to tensile effect) 0.330 0.263 0.235 0.244 0.254 0.291 0.323 0.315 0.348 0.318 a,,, Modified Capacity Reduction Factor 0.539 0.492 0.473 0.479 0.486 0.514 0.530 0.525 0.555 0.529 A,Parameter(=amok,/

cry) 1.253 0.917 0.928 0.948 0.979 1.134 1.185 1.049 1.251 1.277 rl, Plasticity Reduction Factor 0.539 0.671 0.665 0.654 0.640 0.577 0.560 0.609 0.540 0.532 (ri,, Theoretical Buckling Stress (ksi) 24.52 22.33 22.40 22.53 22.73 23.75 24.08 23.19 24.51 24.68 SF, Safety Factor 2.08 2.36 2.25 2.24 2.23 2.12 2.13 2.29 2.14 2.02 Notes: (1) The thickness for these bays corresponds to the localized thinned area.(2) The load factor is taken from Table 8-1.Structural Integrity Associates, Inc.Report 0006004.403.RO 8-27 Table 8-9: Summary of Buckling Safety Factors (a) Refueling Case Safety Level A/B Factor Allowable Cylindrical 3.39 2.00 Upper 4.27 2.00 Spherical Middle 3.60 2.00 Lower 3.60 2.00 Sandbed(0' 3.54 2.00 (1) The buckling safety factor is associated with Bay 3.(b) Flooding Case Region Safety Level C Factor Allowable Cylindrical 3.46 1.67 Upper 7.57 1.67 Spherical Middle 4.76 1.67 Lower 2.22 1.67 Sandbed(1) 2.02 1.67 (1) The buckling safety factor is associated with Bay 19.V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-28 0.8 0.6 S\ UNtaxl7 compromion (f OA 0.2 EquW biaxial compresion 0.0 1I I I I I I 1 .0 4 a 12 16 20 24 28 Figure 8-1: Capacity Reduction Factors for Local Buckling of Stiffened and Unstiffened Spherical Shells [24]C Structural Integrity Associates, Inc.Report 0006004.403.RO 8-29 SerGen-EL 87 0 31 270'1.7 An Exelon Company centered 1P1 Eit.I I'(TYP)-ORAIN iNE{IYP or 5)9o" 5 KEY PLAN Figure 8-2: Identification of Bay Numbers in the Sandbed Region Report 0006004.403.RO 8-30 1 Structural Integrity Associates, Inc.

NODAL SOLUTION STEP=I SUB =1 TIME=i SZ (AVG)MIDDLE RSYS=101 DMX -.194994 SMN =-3411 SMX -10138-3411 -400.067 2611 5622 8633-1906 1105 4116 7127 10138 Eigenvalue buckling of refueling loads (a) Axial Stress NODAL SOLUTION STEP=I SUB =1 TIME-i SY (AVG)MIDDLE RSYS=11 DMX -.194994 SMN =-4333 SMX -9410 4829 7893 6356 9410-2806 248.04 Eigenvalue buckling of refueling loads 3302 (b) Hoop Stress Figure 8-3: Refueling Buckling Stress, Cylindrical Region Report 0006004.403.RO 8-31 v Structural Integrity Associates, Inc.

NODAL SOLUTION STEP=i SUB =1 TIME=1 MIDDLE RSYS=102 DMX -.139573 SMN =-3911 SMX =445.129-3911 -2943 -1975 -1007 -38.888-3427 -2459 -1491 -522.905 445.129 Eigenvalue buckling of refueling loads (a) Meridional Stress NODAL SOLUTION STEP-1 SUB -1 TIME=1 SY (AVG)MIDDLE RSYS=102 DMX -.139573 SMN =-2522 SMX =2286-2522 -1453 -384.742 683.639 1752-1987 -918.933 149.448 1218 2286 Eigenvalue buckling of refueling loads Hoop Stress Figure 8-4: Refueling Buckling Stress, Upper Spherical Region Report 0006004.403.RO 8-32 v Structural Integrity Associates, Inc.

NODAL SOLUTION STEP=1 SUB =1 TIME=1 SZ (AVG)MIDDLE RSYS=102 DMX =.144108 SMN =-4784 SMX =1226-4784 -3448 -2113 -777.035 558.653-4116 -2781 -1445 -109.191 1226 Eigenvalue buckling of refueling loads (a) Meridional Stress NODAL SOLUTION STEP=1 SUB =1 TIME=1 SY (AVG)MIDDLE RSYS=102 DMX -.144108 SMN =-4454 SMX =4610-4454-3447 Eigenvalue buckling-2440 -425.482-1433 of refueling loads 1589 3603 581.593 2596 4610 (b) Hoop Stress Figure 8-5: Refueling Buckling Stress, Middle Spherical Region V Structural Integrity Associates, Inc.Report 0006004.403.RO 8-33 NODAL SOLUTION STEP=1 SUB =1 TIME=1 SZ (AVG)MIDDLE RSYS=102 DMX =.124398 SMN =-4516 SMX =646.765 A/-4516-4510-3943 Eigenvalue buckling-3369 -2222-2795 of refueling loads-1074 73.0B4-1648-500.598 646.765 (a)Meridional Stress NODAL SOLUTION STEP=1 SUB -1 TIME=1 Sy (AVG)MIDDLE RSYS=102 DMX =. 124398 SMN =-1077 SMX =4221 M-1077 99.949 1277 2455 3632-488.722 688.62 1866 3043 4221 Eigenvalue buckling of refueling loads (b) Hoop Stress Figure 8-6: Refueling Buckling Stress, Lower Spherical Region Report 0006004.403.R0 v Structural Integrity Associates, Inc.8-34 NODAL SOLUTION STEP=I SUB =1 TIME=I SZ (AVG)MIDDLE RSYS=102 DMX =014 SMN -7.8 SMMX-5506 -4409 -3313 -2217 -1120-4958 -3861 -2765 -1668 -572.081 Eigenvalue buckling of refueling loads (a) Meridional NODAL SOLUTION STEP-I SUB =1 TIME=i SY (AVG)MIDDLE RSYS=102 DMX -.091344 SMN =-1952 "-1952 -497.251 957.761 2413 3868-1225 230.255 1685 3140 4595 Eigenvalue buckling of refueling loads Hoop Stress Figure 8-7: Refueling Buckling Stress, Sandbed Region Report 0006004.403.RO 8-35 v Structural Integrity Associates, Inc.

hNlAL SCLUTIQM STEP=l SUB -1 TIMD-I Sz (AV)RSYS-102[J]¶X =.091344 SM4 =-5026 SMX =11-5026 -4180 -3333 -2487 -1641-4603 -3757 -2910 -2064 -1217 Buckling, Refueling (a) Meridional Stress NMAL SCILTION S'IEP-1 SUB -1 TIME-I sY (AW)R-YS-=102 EAK -.091344 SHN =-1952 S =3821-1952 -669.252 613.759 1897 3180-1311 -27.746 1255 2538 3821 Buckling, Refueling Figure 8-8: (b) Hoop Stress Refueling Buckling Stress, Bay 1 Sandbed Region U Structural Integrity Associates, Inc.Report 0006004.403.RO 8-36 NCPL STEP=1i SUB -1 TIME-I sz (AVG)RSYS-102 DMX = .085245 SNN =-4741 SMX =-868.664-4741 -3880 -3020 -2159 -1299-4310 -3450 -2590 -1729 -868.664 Bucklim, Refuelinc (a) Meridional Stress NCDAL SC.UrICN STEP-i SUB =1 TIME-1 SY (AV)RSYS-102 EM -.085245 SN =-1742 SMX =3327-1742 -615.248 511.015 1637 2764-1178 -52.116 1074 2200 3327 Buckling, (b) Hoop Stress Figure 8-9: Refueling Buckling Stress, Bay 3 Sandbed Region Report 0006004.403.RO 8-37 v Structural Integrity Associates, Inc.

Nt3MA SCLMT INl SUB -1 TI!MI-1 SZ (AW)MI[IME RSYS-102 DMX =.075283 SHN -4381 SMt --687.504-4381 -3560 -2740 -1919 -1098-3971 -3150 -2329 -1508 -687.504 Buckliag, Refue1iITg (a) Meridional Stress NCJAL SCLUTIO1N SIEP-1 SUB =1 SY (AVA)RSYS=102 r1X =.075283%V --1491 S-E -3379-1491-949.935 aicklirM, Refuelirm-408.834 673.368 132.267 1214 1756 2838 2297 3379 (b) Hoop Stress Figure 8-10: Refueling Buckling Stress, Bay 5 Sandbed Region Report 0006004.403.RO 8-38 V Structural Integrity Associates, Inc.

NICDAL SCLUTICN STEP=-1 SUB =1 TIlE=I sz (AV)RSYS=102 EMX =. 067315 SMN --4370 SMX --572.081-4370 -3526 -2682 -1838 -994.076-3948 -3104 -2260 -1416 -572.08)Bucklirm, Refuelirm (a) Meridional Stress bUY\L SQILJTIC1N STEF1P-SUB =1 SY (AU)PSYS=-102 U7=.067315 S!M -1206 SMX =3449 I --1206 -171.456 863.045-688.706 345.794 1380 Buckling, Refueling 1898 2932 2415 3449 (b) Hoop Stress Figure 8-11: Refueling Buckling Stress, Bay 7 Sandbed Region Report 0006004.403.RO 8-39 V Structural Integrity Associates, Inc.

N=iL S(X1JTICN STEP=1 SUB =1 TIvI=1 Sz (AV)SYS-102[E =. 059046 S4N =-4134 SMX =-618.332-4134 -3353 -2571 -1790 -1009-3743 -2962 -2181 -1400 -618.332 Bucklinc, Refuelinq (a) Meridional Stress NMAL SCLTICN S¶IEP=-I SUB =1 SY (AW.)RSYS-102 DM= -.059046 SMN --1074 S =3435 I E-1074-572.85 Backlinr, Refuelincr

-71.878 930.065 429.093 1431 1932 2934 2433 3435 (b) Hoop Stress Figure 8-12: Refueling Buckling Stress, Bay 9 Sandbed Region Report 0006004.403.RO 8-40 V Structural Integrity Associates, Inc.

NCDAL ScIU.TICN STEP--1 SUB =1 UIUI RSYS-102 W -.062ý316 S!MV =-750.409 L I I-4421-4013&icklirn, Refueling-3605 -2789 -1974-3197 -2382-1158-1566 -750.40S (a) Meridional Stress 1NXJAL SLUJTIC1N STEPP=I SUB -1 TINE-I SY RSYS=102 Jh1X -.062316 SHN -1065 SMI -3930-1065 45.03 1155 2265 3375-510.028 600.088 1710 2820 3930 Bucklinx, Refueliim (b) Hoop Stress Figure 8-13: Refueling Buckling Stress, Bay 11 Sandbed Region Report 0006004.403.RO 8-41 V Structural Integrity Associates, inc.

NIOAL ScOLTICN STEP-1 SUB =1 Sz (AVG)RSYS=102 M=.067196 SMN =-4724 SMX =-639.235-4724 -3816 -2909 -2001 -1093-4270 -3362 -2455 -1547 -639.235 Buckling, Refuelinq (a) Meridional Stress NODAL SCOUTIOIN SEP--1 SUB =1 TIME-I SY (AV)PSYS=102 DMX 067196 SKJ=-1167 SMX -3959-1167 -27.962 1111 2251 3390-597.599 541.675 1681 2820 3959 Bucklirn, Refuelirg (b) Hoop Stress Figure 8-14: Refueling Buckling Stress, Bay 13 Sandbed Region V Structural Integrity Associates, Inc.Report 0006004.403.RO 8 -42 NCDAL SCXIJTICN STEP=1i SUBS =1 TIME--1 SZ (AWK)MIDLEU RSYS=-102 M -.078879 SHN-46 SMX -582-4763-4299 Bucklinrr, Refuelinxj

-3835-2907 -1980 -1052-3371 -2444 -1516 -588.27 (a) Meridional Stress 1NDJAL SCLT3TICN S¶IEP-1 SUB =1 SY (AW)MIDDLE RSYS=102[MX =.078879 SMN -1450 SMX =3814 1 0-1450-864.844 Bucklicrm.

Refuelincr

-280.037 889.576 304.77 1474 2059 3229 2644 3814 (b) Hoop Stress Figure 8-15: Refueling Buckling Stress, Bay 15 Sandbed Region 1.403.RO 8-43 V Structural Integrity Associates, inc.Report 000600O tNJJAL SX.IJTICN S'IEP-1 SUB -1 TIME-1 RSYS-102 C -.08923 SHNJ --5506 SMX =-926.347-50 -48 37025 13 BUcklirM, Refuelimrc

-4488-3470-3979-2453-1435-2962-1944-926.34-, (a) Meridional Stress INCDAL SQLL3TICN SUB -1 TIME)=I sY (AVG)RSYS=102 D4W -. 08923 SM? -1660 SMX -4595-1660 -269.94 1120 2510 3900-964.972 425.093 1815 3205 4595 Buckling, Refueling (b) Hoop Stress Figure 8-16: Refueling Buckling Stress, Bay 17 Sandbed Region Report 0006004.403 .R0 8-44 V Structural Integrity Associates, Inc.

NDAL STEP-1I SUB =1 TIHE-1 Sz (AW)RSYS=102 DMX -. 091344 SMN =-5235 SMX =-1211-5235 -4341 -3446 -2552 -1658-4788 -3894 -2999 -2105 -1211 Bucklir=.

Refuelim (a) Meridional Stress MAL SCXL1TICN STEP-I SUB =1 TIME-I SY (AW)Mi=RSYS-102 EM =. 091344 SMN -1764 SWX =4022-1764-1121 Buckling, Refueling-478.458 807.371 164.457 1450 2093 3379 2736 4022 (b) Hoop Stress Figure 8-17 Refueling Buckling Stress, Bay 19 Sandbed Region Report 0006 004.403.RO 8-45 V Structural Integrity Associates, Inc.

NDAL SCXIJTICQ STEP-I SUB =1 TIE-1 SZ (AVG)RSYS-101[aMX -4 SM 261 SMX =1511-2610 -1693 -776.411 140.597 1058-2152 -1235 -317.907 599.101 1516 Buckling, Flooding (a) Meridional Stress NCDfAL S=IUTNSUB -1 TIME-il SY (AVG)-3832 -2390 -948.977 492.289 1934-3111 -1670 -228.344 1213 2654 Bucklirg, Flooding (b) Hoop Stress Figure 8-18: Flooding Buckling Stress, Cylindrical Region Report 0006004.403.RO 8-46 v Structural Integrity Associates, Inc.

NODAL SOLUTION STEP'1 SUB =1 TIME=1 Sz (AVG)MIDDLE RSYS=102=.380627 SMN =-2647-2647 -1563 -480.066 603.304 1687-2105 -1022 61.619 1145 2228 Eigenvalue buckling of flooding loads (b) Meridional Stress NODAL SOLUTION STEP=1 SUB =1 TIME=1 SY (AVG)MIDDLE RSYS-102 DM =.380627 SMN =-226.302 SMX =6656 4m m-226.302 1303 2832 4362 5891 538.394 2068 3597 5127 Eigenvalue buckling of flooding loads (b) Hoop Stress Figure 8-19: Flooding Buckling Stress, Upper Spherical Region v Structural Integrity Associates, Inc.Report 0006004.403.RO 8-47 NODAL SOLUTION STEP=1 SUB =1 TIME=1 Sz (AVG)MIDDLE RSYS=102=.399048 SMN =-4727 SMB =4172-4727 -2749 -771.48 1206 3184-3738 -1760 217.306 2195 4172 Eigenvalue buckling of flooding loads (c) Meridional Stress NODAL SOLUTION STEP=1 SUB =1 TIME=1 SY (AVG)MIDDLE RSYS=102 DX-.399048 5MN =-1328=16147-1328 2555 6438 10322 14205 613.264 4497 8380 12263 16147 Eigenvalue buckling of flooding loads (b) Hoop Stress Figure 8-20: Flooding Buckling Stress, Middle Spherical Region Report 0006004.403.RO 8-48 IV Structural Integrity Associates, Inc.

NODAL SOLUTION STEP=I SUB =1 TIME-I SZ (AVG)MIDDLE RSYS=102 DMX =.399505 SMN --10481 SMX -6560-10481-8588 Eigenvalue buckling-6694 -2908 879.38-4801 -1014 of flooding loads 4666 2773 6560 (d) Meridional Stress NODAL SOLUTION STEP=1 SUB -1 TIME=1 SY (AVG)MIDDLE RSYS=102 DMX =.399505 SMN -2.882 SMX =22593 5023r -10043 2.882 2513 Eigenvalue buckling 5023 10043 7533 of flooding loads 15063 20083 12553 17573 22593 (b) Hoop Stress Figure 8-21: Flooding Buckling Stress, Lower Spherical Region L403 R0 8-49 V Structural Integrity Associates, Inc.Report 0006004 NODAL SOLUTION STEP=I SUB =1 TIME-I sz (AVG)MIDDLE RSYS-102 DMX =457 SMN=-23 SMX -1274 H-12234 -9232 -6231 -3229 -226.68-10733 -7732 -4730 -1728 1274 Eigenvalue buckling of flooding loads (a) Meridional Stress NODAL SOLUTION STEP=I SUB =1 TIME=1 SY (AVG)MIDDLE RSYS=102 DmX -.405877 SMN =-3296 SMX =25504-3296 3104 9504 15904 22304-96. 294 6304 19104 25504-3296 3104 9504-96.294 6304 Eigenvalue buckling of flooding loads 15904 19104 22304 25504 12704 (b) Hoop Stress Figure 8-22: Flooding Buckling Stress, Sandbed Region Report 0006004.403.RO 8-50 10 Structural Integrity Associates, Inc.

NMAL SCLTIrfICN STEP=1 MJB =1 TIMFI=1 Sz (AW)RSYS-102 EMX =. 405875 Si -11783 SM =645.275 A-11783_10402 Bucklinq, FloodiirQ-9021 -6259 -3497 -735.615-7640 -4878 -2117 645.275 (a) Meridional Stress UJ3AL SaICIN STIEP-1 SUB =1 TIME-1I sY (AW.)MI=RSYS-=102 EM -.405875 SMN =-3068 ST-% =23259 A-3068 2783-142.559 Bucklinq, Floodinm 8633 14484 5708 11558 20334 17409 23259 (b) Hoop Stress Figure 8-23: Flooding Buckling Stress, Sandbed Bay 1 Report 0006004.403.RO 8-51 V Structural Integrity Associates, Inc.

NCDJAL ScUJICN STEP-i1 SUB -1 TIME-1 SZ (AW-)RSYS-102 SME44.7 I-9449-8349 Bucklinq, FlocodnIT-7249-5050-6150-2851-652.308 447.217-3951-1752 (a) Meridional Stress NCD3AL SiUTICNq STEP-I SUB =1 TIW-_I SY (AVG)RSYS-102 DMX =. 374711 S4 -3107 SMX =19154-3107 1840-633.16 Bucklirg, Flooding 6787 11734 4314 9261 16681 14207 19154 (b) Hoop Stress Figure 8-24: Flooding Buckling Stress, Sandbed Bay 3 Report 0006004.403.RO 8-52 v Structural Integrity Associates, Inc.

NMlAL SCJUJrICN STEP-1 SUB =1 TII,=--SZ (A'A3)RSYS=102 EM4 -. 331121 SMN =95 SV =3817-9952-8764 Bucklirn, Floodinr-7576-5201-2825-6389-4013-449.611-1637 738.175 (a) Meridional Stress!NUMAL SCUITIC1 STEP-1 SUB -1 SY (AW)RSYS=102[]MX -.331121 SM3 =-2857 R-4X -17542-2857 1676-590.547 Bucklirn, Flocdig 6209 10742 3943 8476 15276 13009 17542 (b) Hoop Stress Figure 8-25: Flooding Buckling Stress, Sandbed Bay 5 Report 0006004.403.RO 8-53 1V Structural Integrity Associates, Inc.

I NMAL SCfLTTICQ STEP-1 SUB -1 TIW-F-I SZ (AW)RSYS=I102 CMX =.324758 S1I --10042 SMX -945.341-10042 -7600 -5159 -2717 -275.43-8821 -6379 -3938 -1496 945.341 Buckling, (a) Meridional Stress NCDAL SCLU~TIQTJ STEP--I SUB =1 TIM-PI SY (AW)PSYS-102[IX =.324758 SHN =-2487 SMX -18093 I --2487 2086-200.242 Buckling, Flooding 6660 11233 4373 8946 15806 13520 18093 (b) Hoop Stress Figure 8-26: Flooding Buckling Stress, Sandbed Bay 7 Report 0006004.403.RO 8-54 V Structural Integrity Associates, Inc.

NICDAL SCLLTICIN STEP=-1 SUB =1 TIfE-1 Sz (AW)MII]3L RSYS=102 DMX =.352288 SN --10197 SMX -926.434-10197 -7725 -5253 -2781 -309.526-8961 -6489 -4017 -1545 926.434 Buck-lirg, Flooinrg (a) Meridional Stress MflAL S=uTIrCN STEP=1 SUB -1 SY (AV)RSYS=102 DMX -.352288 SM =-2481 SMX =18813-2481 2251 6983 11715 16447-114.705 4617 9349 14081 18813 Bucklirn, Flododin (b) Hoop Stress Figure 8-27: Flooding Buckling Stress, Sandbed Bay 9 Report 0006004.403.RO 8-55 v Structural Integrity Associates, Inc.

NIMAL SCULTICN SUB -1 TIMD_-I RSYS=I102 CMX -.371737 SM =-11177 SMX=I1045-11177 -8461 -5745 -3029 -312.781-9819 -7103 -4387 -1671 1045 Buckling, Flooding (a) Meridional Stress NUAL SOLUTICN STEP=-1 SUB -1 TIME-I SY HIE=X RSYS=I-02[h4X =.371737 SMN --2326 SMX -21375-2326 2941 8208 13475 18742 307.662 5575 10841 16108 21375 Bucklirxi.

Flocdirn (b) Hoop Stress Figure 8-28: Flooding Buckling Stress, Sandbed Bay 11 Report 0006004.403.RO 8-56 Structural Integrity Associates, Inc.

NCDAL SCLUMNci S¶EP=-1 SUB =1 TIME-1 Sz (AW)l4IULE RSYS=-102 EMX -.371737 SM4 =-11329 SMX =952.556-11329-9965 Buckling, FloodirM-8600-5871-7235 -4506-3141-412.089-1777 952.556 (a) Meridional Stress NCDfAL SaL=ICNS STEP=-1 SUB =1 TIlE-I SY (AW)RSYS=102 DMx -.371737 SMN =-2521 SMX =20846-2521 2672 75.735 Bucklirm, Floodinq 7865 5268 13057 18250 10461 15654 20846 (b) Hoop Stress Figure 8-29: Flooding Buckling Stress, Sandbed Bay 13 Report 0006004.403.RO 8-57 Structural Integrity Associates, Inc.

NClDAL S=IJCia STEP=1l sz (AW3)IPSYS=-102

=M -.374391 SHN =-10128 SMC =802.162 I I-10128-8913 BucklinM, Floodirn-7699-5270-6484 -4056-2841-412.26-1627 802.162 (a) Meridional Stress NCJAL SC.LIJTICN STEP=1l SUB =1 SY (AW)RSYS=102 EV =-.374391 SM =-2837 SMX =21090-2837 2480 7797 13115 18432-178.185 5139 10456 15773 21090 Buc-klirg, Flooding (b) Hoop Stress Figure 8-30: Flooding Buckling Stress, Sandbed Bay 15 Report 0006004.403.RO 8-58 Structural Integrity Associates, Inc.

NOJDAL SCIL1TICN S¶LEP=1l SUB =1 Sz (zA%)RSYS=102 IDMX = .403513 SHN~ =-11431 514K =664.189-11431 -8743 -6056 -3368 -679.753-10087 -7399 -4712 -2024 664.189 Buckling, Floodirg (a) Meridional Stress NOJDAL SCJUJTIN STEP--1 SUB =SY (AVG)RSYS=-102£1MX = .403513 SMN =-2938 S4K -25504-2938 222.07 Bucklirn, Floodirn 3382 9703 6542 12863 16023 22343 19183 25504 (b) Hoop Stress Figure 8-31: Flooding Buckling Stress, Sandbed Bay 17 Report 0006004.403.RO 8-59 v Structural Integrity Associates, Inc.

SXJJAL S=ICUK1 STEP--1 SUJB -1 sz (AW)RSYS=-102 MX-.405877 SM4 =-12231-12231-10779 Bucklim. Flocdim-9326-6421-7874-3516 -610.997-4969 -2064 841.516 (a) Meridional Stress CDAL SGTICIN STEP-1 SUB =1 TIMI-1 SY (AVW)RSYS=102 EHX =.405877 SMN --3110 SMX =21936-3110 2456 8022 13587 19153-327.154 5239 10804 16370 21936 Buckling.

Flocdirm (b) Hoop Stress Figure 8-32: Flooding Buckling Stress, Sandbed Bay 19 Report 0006004.403.RO 8-60 V Structural Integrity Associates, Inc.

9.0 PENETRATION

EVALUATION There are 208 penetrations in the drywell. These are summarized in Tables 5-3 and 5-4. The sizes of these penetrations vary from 36" to 1" in diameter except the vent openings (X-49) and Equipment Hatch (X-l). The penetrations details are shown in Reference

3. The majority of the penetrations, 161 out of 208, are 8" or less in diameter.

There are 20 penetrations with a 24" diameter.There are nineteen penetrations that are in the suppression chamber. Also there are two manhole openings, X-64 and X-52.The penetration material is A-333 Grade 0, as shown in Table 5-3, except some of the penetrations with A-201 B and two penetrations (X13 & X14) have stainless steel (A3 12, Type 304). The reinforcing plate material is A-212 B.9.1 Design of Penetrations It is stated in Reference 5 that: 'Bums & Roe reviewed and approved all nozzle and penetrations designs prior to release for fabrication.

This included materials, specifications, fabrications procedures, and quality control requirements as well as design calculations.

The designs fulfill the requirements of the ASME Boiler and Pressure Vessel Code,Section III for Class B vessels for all modes of plant operation, including any design accident conditions.'

There are four types of penetration design as described in Reference

5. These are identified as Type 1, Type 2, Type 3 and Electrical Penetrations.

These four types of penetrations are described verbatim from Reference 5 as follows: Type 1 Penetrations Report 0006004.403.RO 9.1 V Structural Integrity Associates, Inc.

Type 1 pipe penetrations are those which must accommodate thermal movement and experience relatively high thermal stress. These are the high temperature lines such as the steam and feedwater system lines. These pipes are capable of exerting a reaction force due to line thermal expansion or containment movement which cannot be restrained by the containment shell and are therefore provided with a bellows expansion seal. Where necessary, these lines are anchored outside the containment to limit the movement of the line relative to the containment.

This design assures integrity of the penetration during plant operation.

The penetration nozzle passes through the concrete and is welded to the primary containment vessel. The process line which passes through the nozzle is free to move axially, with the bellows expansion joint accommodating the movement.

A guard pipe immediately surrounds the processes line and is designated to protect the bellows and maintain the penetration seal should the process line fail within the penetration.

A seal arrangement is also provided which will permit periodic leakage testing of these penetrations.

Type 2 Penetrations Type 2 pipe penetrations are those in which the piping or ventilation duct penetrations are welded directly to the nozzle. Bellows and guard pipes are not necessary in this design, since the thermal stresses are small and are accounted for in the design limits. Typical of this type of penetration are the shutdown cooling piping and standby liquid control piping.Type 3 Penetrations Type 3 pipe penetrations are those pipe lines which penetrate the containment, where the reactive forces can be restrained directly by the containment shell and are provided with full strength attachment welds between the pipe and the containment shell. These penetrations are designed for long-term integrity without use of a bellows seal. Typical of this type of penetration are the containment spray supply piping and the core spray supply piping.Report 0006004.403.RO 9-2 V Structural Integrity Associates, Inc.

Electrical Penetrations The electrical penetrations include electrical power, signal, and instrument leads.Although two types of electrical penetrations are shown, they are basically of the same design. Electrical penetrations require a special design to achieve minimum leakage because of the problem imposed by creepage of electrical insulation.

The penetration nozzle is welded to the primary containment vessel, and the ends are field welded in place during installation.

A bonding resin is utilized in the seals where the cable merges. This arrangement provides a leak-tight configuration which is leak tested after installation, and provides a means for periodic leak testing thereafter.

It should be noted that one noticeable difference between Types 1, 2 and 3 is that Type 3 penetration has an integral insert plate while Types 1 and 2 have a reinforcing plate welded on to the drywell.9.2 Code Requirements for Openings and Reinforcements

9.2.1 Section

VIII, 1962 Edition The rules governing the requirements of openings and reinforcements are in Paragraph UG-36 of Reference

7. In summary, it is stated in Paragraph UG-36 (b) that: 'Properly reinforced openings in, cylindrical and spherical shells are not limited as to size and shall comply with the provisions which follow, and with the additional provisions of Par. UA-7.'In addition, it is stated in Paragraph UG-36 (c) that: '(2) All openings shall be reinforced to satisfy' the requirements of Par.UG-37, except as given in (3) below.(3) Single openings in vessels not subject to rapid fluctuations in pressure do not required reinforcement other than that inherent in the construction under the following conditions:

V Structural Integrity Associates, Inc.Report 0006004.403 .RO93 9-3 (a) Welded or brazed attachment not larger than: 3 in. pipe size -in vessel shells or heads 3/8 in. or less 2 in. pipe size -in vessel shells or heads over 3/8 in.(b) Threaded, studded, or expanded connections in which the hole cut in the shell or head is not greater than 2 in. pipe size.'The rules of reinforcement required for openings in shell and formed heads are given in Par. UG-37, Reference 7.The pressurization of the drywell due to operating condition should not be classified as rapid pressurization except in the design basis accident where the pressure increases during the postulated accident from about 5 psig to above 30 psig in more than 20 seconds, (Reference 5 Figures 1-2 and 1-3, Pages 1-5 and 1-6) due to a line break in a loss of coolant accident.9.2.2 Section VIII, 1989 Edition The rules governing the requirements of openings and reinforcements are in Article D-5 of Reference

6. It is stated in Part AD, AD-5 10 that: '(a) A single opening has a diameter not exceeding 0.2"1(Rmt), or if there are two or more openings within any circle of diameter 2.5\'(Rmt), then the sum of the diameters of such unreinforced openings shall not exceed 0.25 4(Rmt).(b) No two unreinforced openings shall have their centers closer to each other, measured on the inside of the vessel wall, than 1.5 times the sum of their diameters.(c) No unreinforced opening shall have its center closer than 2.54J(Rmt) to the edge of a locally stressed area in the shell, where Rm is the mean radius and t is the nominal thickness of the vessel shell or head at the location of the opening(s);

locally stressed area means any area in the shell where the primary local membrane stress exceeds 1.1 Sm, but Report 0006004.403.RO 9-4 V Structural Integrity Associates, Inc.

excluding those areas where such primary local membrane stress is due to an unreinforced opening.'In addition, the required reinforcement for openings in shells and formed head has to be satisfied as stated in Part AD, AD-540 of Reference 15.The maximum penetration sizes that do not require reinforcement area are summarized using criteria from different ASME Code Editions.

Any penetration less than 2" does not require reinforcement independent of editions of Code. Using ASME Section VIII, '89 Edition, the penetration size can be as large as 3" before reinforcement is needed. It should also be noted that only pressure loading is required for the opening and reinforcement evaluation.

9.2.3 Section

III, 1989 Edition The rules governing the requirements of openings and reinforcements are in NE-3330 of Reference 28 which states that stress analysis is not required for pressure loading if the rules of NE-3330 are met. The major requirement in NE-3330 is the 'Reinforcement Requirements for Openings in Shells and Formed Heads' stated in NE-3332.It is also stated in NE-3332.1 that: ,... single circular openings need not be provided with reinforcement if the openings have diameters equal to or less than 2 '/2 in.'9.3 Code Compliance Reference 29 raises a concern that 'the design of Penetration did not meet ASME Section III, 1980 requirements'.

Report 0006004.403.RO 9-5 V Structural Integrity Associates, Inc.

The objective of Reference 29 was: '1. Determine what does not meet ASME Section III, 1980- Review Previous Material.2. Determine Significance

3. Develop Alternatives.'

The results of Reference 29 (summarized):

'Penetrations listed on Table 1 (Ref. 29) and noted as not complying with ASME III, 1980 are indicated by 16 mark numbers.The welding details did not precisely conform. However full penetration weld were always provided between vessel shell and nozzle and area replacement always met ASME III, 1980.Nevertheless, approximate analyses were preformed for internal pressure which indicated ASME III NE-3331 was satisfied obviating the need for conformance to rules of NE-3330.In short, the non-compliances with rules of NE-3330, ASME III, 1980 are minor in nature. However, the analyses indicate compliance in accordance with NE-3331 (a), ASME III, 1980.Note: External loads on piping penetrations has been addressed by GPUN Memo 5320-90-151 (July 26/90) as required by NE-331 1.'9.4 Area of Reinforcement Requirements In the current evaluation, the rules of ASME Code Section III, NE-3330.are used. The openings and reinforcement for metal containment are specified in NE-3330. Specifically, the required Report 0006004.403.RO 9-6 Structural Integrity Associates, Inc.

area of reinforcement is defined in NE-3332.2.

The boundaries of the area reinforcement are defined in NE-3334.9.5 Area of Reinforcement Calculation The area reinforcement calculation is facilitated using a spreadsheet that calculates the required area and the limits of boundaries for reinforcement defined under the rules of different editions of ASME Pressure Vessel and Boiler Code.The drywell wall thicknesses are based on the minimum measured general thickness as described in Reference

4. Nominal wall thicknesses of the penetrations and reinforcing/insert plates were used. In addition for conservatism, the fillet welds between the penetration and insert plates and between the insert plates and drywell shell are not included in the area reinforcement evaluation.

9.6 Area of Reinforcement Calculation Results The results of the area reinforcement calculation are summarized in Table 9-1. It is shown that the metal area requirements are satisfied for all penetrations.

In addition, there are significant margins between the available metal areas and the required metal areas.There are some openings that are in close proximity to each other such that they may have to be evaluated as multiple openings according to NE-3335.1.

To be classified as multiple openings, the openings have to be spaced within two times their average diameters.

It was determined that all penetrations identified as possible multiple openings have the distances between the penetration centers larger than the requirements in NE-3335. 1.Subarticle NE-3335.1 (1) states: 'When the distances between the centers of the openings is greater than 1 1/3 times their average diameter, the area of reinforcement between them shall be not less than 50% of the total required for these openings.'

V Structural Integrity Associates, Inc.Report 0006004.403.RO 9-7 9.7 Code Reconciliation The original code of record for Oyster Creek is ASME Boiler and Pressure Vessel Code,Section VIII, 1962 Edition [7]. The current penetration evaluation is based on ASME Boiler and Pressure Vessel Code,Section III, Subsection MC, 1989 Edition [28].The requirements in Reference 7 for openings and reinforcement are stated in Paragraphs UG-36 to UG-46. The requirements in Reference 28 for openings and reinforcement are stated in Subarticle NE-3330. Penetrations not requiring reinforcement are summarized in Table 9-2.Section III and Section VIII use similar equations to specify the maximum penetration size that would require no reinforcement.

A = dtr Section VIII, '62 Edition (9-1)A = dtr F Section III, Subsection MC, '89 Edition (9-2)Even though the equation (9-2) has an additional correction F, the Section III, '89 Edition Code recommends a value of F = 1.00 be used. Therefore,Section VIII. '62 Edition and Section III,'89 Edition both require the same area of reinforcement.

The limit of reinforcement measured along the vessel wall is very similar in both Codes (Par.UG-40 (b),Section VIII vs Subparagraph NE-3334.1 (a),Section III). There is an additional requirement in Section III (2/3 of required reinforcement within a specific distance, Subparagraph NE-3334.1 (b)) that is not in Section VIII.The limit of reinforcement measured normal to the vessel wall for Section VIII, '62 Edition is specified in Par. UG-40 (c) which is very similar to requirements specified in Section III, '89 Edition, Subparagraph NE-3334.2 (c).Section III also provides more specific requirements based on the penetration configuration.

Metal available for reinforcement is specified in Par. UG-40 (d),Section VIII, '62 Edition. In Section III, '89 Edition, it is specified in Paragraph NE-3335. The areas available include metal Report 0006004.403.RO 9-8 Structural Integrity Associates, Inc.

in vessel and penetration wall above the required thickness, metal in welds and metal in reinforcing plates, all within the area limits. One additional requirement is in Section III (NE-3335 (d)) that the mean coefficient of thermal expansion of metal to be included as reinforcement shall be within 15% of the value of the vessel wall material.

Since the reinforcing plate material is the same as the drywell material (A212-B), there is no difference in the mean coefficient of thermal expansion.

9.8 Discussions

and Conclusions An area reinforcement evaluation was performed for the Oyster Creek Drywell according to the rules specified in ASME Boiler and Pressure Vessel Code,Section III, Subsection MC, Subarticle NE-3330. In this evaluation, the 'minimum measured general thickness' on the drywell (i.e. cylindrical, knuckle and spherical plates) was used. Nominal thickness was used on the penetrations and reinforcing plates. No allowance for future corrosion was considered.

The results of the evaluation show that the area reinforcement requirement is satisfied for all penetrations.

It also shows that the requirements for multiple openings are met. In addition, a reconciliation on the requirements was performed between Section VIII, '62 Edition and Section III, '89 Edition. There are no differences in the required reinforcing area (Section III has more requirements in the limits of area reinforcements which had no effect on this evaluation).

Report 0006004.403.RO 9-9 ~ Structural Integrity Associates, Inc.

Table 9-1: Area Reinforcement Calculation Results Penetration Identification Area Reinforcement (in2)Marking CBI Marking Elevation Azimuth Size Required Available X-38 27-X38 72'-11" & 73'-9" 2090 to 2150 3 1.68 5.42 X-39 27-X39 72'-11' & 73'-9" 550-30' & 610-30' 3, 1.68 5.42 12-N3-1, 42'-0", 44'-0" 200, 250, 2100, 215°, &X-40 12-N3-2 & & 46'- 0" 3000 3 2.08 7.12 12-N3-9 13-N3-6 & 13- 19'-9" & 20'-6" 470, 61°, 1910, 2050, & 3 2.08 9.69 X N3-7 2770 X-42 26-X42-43 61'-9" 580-30'. 3 1.78 4.60 X-43 26-X42-43 62'-4" 580-30' 3 1.78 4.60 17-N3-13 91'-0" 250 & 3350 3 1.96 5.94& 17-N3-12A 28-X46 86'-0" 1200 3 1.96 4.50 17-N3-12A 86'-0" 3300 3 1.96 6.27 12-N3-5 47'-0" 3200, 3250 & 3300 3 2.08 7.12 28-X47 47'-0" 3350 3 2.08 5.19 X-50 24-X50 47'-0" & 48'-6" 2840 to 3060 3 1.78 4.58 X-59 17-N3-13A 90'-0" 250 3 1.96 6.26 X-60 17-N3-12A 90'-0" 300 to 60' 3 1.96 6.87 X-73 39-X73 72'-6" & 73'-6" 450 & 2250 3 1.68 5.42 X-6 28-X6 87'-9" 1500 6 3.12 8.25 X-23 12-N6-5 43'-0" 3300 6 3.61 8.40 12-N6-4 47"-0" 150, 2340 & 3150 6 3.61 8.40 28-X24 47'-0" 1010 & 1620 6 3.31 6.98 X-25 to 12-N6-2 44'-0" 30°' 350 40°, 450 550 6 3.61 8.40 X-27 & 600 2190_19', 2250-05', X-45 14-N6-6, 7A, ~ 35'-10.25" 2350-03', 2190-19', 6 3.61 12.96 14-N6-6A, 7A, & 36'-11.75" 2250-05'9A& 2350-03" X-45 24-X45 36'-5" 2130-8' 6 3.37 19.10 X-61 12-N6-3 42' 550 6 3.31 6.97 X-62 14-N6-10 90'-0" 3150 6 3.35 6.42 V Structural Integrity Associates, Inc.Report 0006004.403.RO 9-10 Table 9-1: Area Reinforcement Calculation Results (cont'd)Penetration Identification Area Reinforcement (in 2)Oc CBI Marking Elevation Azimuth size Required Available X-38 27-X38 72'-11" & 73'-9" 209' to 215' 3 1.68 5.42 X-39 27-X39 72'-11' & 73'-9" 550-30' & 610-30' 3 1.68 5.42 12-N3-1, 42'-0", 44'-0" 200, 250, 2100, 2150, &X-40 12-N3-2 & & 46'- 0" 3000 3 2.08 7.12 12-N3-9 13-N3-6 & 13- 19'-9" & 20'-6" 470, 610, 1910, 2050, & 3 2.08 9.69 N3-7 2770 X-42 26-X42-43 61'-9" 580-30' 3 1.78 4.60 X-43 26-X42-43 62'-4" 58o-305 3 1.78 4.60 17-N3-13 91'-0" 250 & 3350 3 1.96 5.94& 17-N3-12A 28-X46 86'-0" 1200 3 1.96 4.50 17-N3-12A 86'-0" 3300 3 1.96 6.27 X-47 12-N3-5 47'-0" 3200, 3250 & 3300 3 2.08 7.12 28-X47 47'-0" 3350 3 2.08 5.19 X-50 24-X50 47'-0" & 48'-6" 2840 to 3060 3 1.78 4.58 X-59 17-N3-13A 90'-0" 250 3 1.96 6.26 X-60 17-N3-12A 90'-0" 300 to 600 3 1.96 6.87 X-73 39-X73 72'-6" & 73'-6" 450 & 2250 3 1.68 5.42 X-6 28-X6 87'-9" 1500 6 3.12 8.25 X-23 12-N6-5 43'-0" 3300 6 3.61 8.40 12-N6-4 47"-0" 15°, 2340 & 3150 6 3.61 8.40 28-X24 47'-0" 1010 & 1620 6 3.31 6.98 X-25 to 12-N6-2 44'-0" 30', 350, 40', 450, 550 6 3.61 8.40 X-27 & 600 14-N6-6, 7 9 2190-19', 2250-05', 35'-10.25" 2350-03', 2190-19 6 3.61 12.96 X-45 14-N6-6A, 7A, & 36'-11.75" 2250-05'9A& 2350-03" X-45 24-X45 36'-5" 2130-8' 6 3.37 19.10 X-61 12-N6-3 42' 550 6 3.31 6.97 X-62 14-N6-10 90'-0" 3150 6 3.35 6.42 C Structural Integrity Associates, Inc.Report 0006004.403.RO 9-11 Table 9-2: Penetration Size Not Requiring Area Reinforcement Code j Penetration Note Size 3" Vessel shells or heads 3/8 in or VIII, '62 less Edition Par. UG-36(c)(3)(a) 2" Vessel shells or heads over 3/8 in.Vill, '89 2 1/4" Cylindrical Shell Edition Part AD, AD-510 2 'V2" Upper Spherical Shell Ein3" Lower Spherical Shell III, '89 Edition NE-3332.1 2 12" _V Structural Integrity Associates, Inc.Report 0006004.403.R0 9-12 10.0

SUMMARY

AND CONCLUSIONS The evaluations contained in this summary report document the basis of acceptability of the Oyster Creek Steel Drywell Containment with the observed wall thinning in the sandbed region based on wall thickness measurements obtained during the October 2006 refueling outage, as confirmed by measurements obtained during the October 2008 refueling outage. In comparison to previous analyses, this evaluation more accurately quantifies the margin of the drywell with respect to buckling and ASME Code Stress Allowables.

The evaluation used a detailed three-dimensional finite element model that was refined to model the non-symmetric conditions.

The level of detail in this model is significantly greater than earlier models.This evaluation clearly demonstrates that, even with the conservative assumptions that remain in the analysis as identified in this report, the Oyster Creek drywell shell meets ASME Code Allowable Stresses for all conditions analyzed and has factors of safety that are well above those in the current license basis analysis.Conservative approaches and assumptions have been included in the evaluations contained in this report. Notable conservatisms include the following:

• Seismic Response Spectra The drywell is supported at two locations; at 10'-3" base, and at 82'-9" star truss location.The seismic spectra at 82'-9" start truss support location are significantly higher than the spectra at 10'-3" base. The bounding seismic response spectra are used as the seismic input for the drywell. This introduces significant conservatism in the seismic response of the structure." Post Accident Flooding Case Contributing Water Mass 100% of the water is included as added mass in the drywell in the seismic analysis.

In a seismic event, substantial portion of the water will be acting on the bioshield wall, which Report 0006004.403.RO 10-1 V Structural Integrity Associates, Inc.

has been conservatively neglected.

The assumption that the entire seismic energy of the water is absorbed by the drywell is conservative.

Welded Steel Structure Damping Ratio The original NRC Regulatory Guide 1.92 (issued in October 1973) recommends that the damping ratio to be used in Operating Basis Earthquake for welded steel structure is 2%.Revision 1 of Regulatory Guide 1.92 (issued in March 2007) recommends a 3% damping value for welded structures.

The use of an increased damping value will reduce the component stresses in the refueling case, in which the Operating Basis Earthquake is included as one of the load cases.Service Level C Limits versus Service Level D Limits The Post Accident Flooding Case is evaluated using the Service Level C Limits, which are significantly lower than the Service Level D Limits. Post Accident Flooding condition is a highly unlikely event, and is generally categorized as a Service Level D event. Using the Service Level D Limits would have yielded additional margins on the analysis results for the Post Accident Flooding Load Case.* Support Provided by Star Truss / Bioshield Wall There are a total of 8 Star Trusses connecting the drywell to the bioshield wall at 82'-9" elevation.

The structural support provided by the Star Truss / Bioshield Wall has been conservatively neglected from the analyses.

The structural support will take on some load, which is a conservatism in the analyses, especially the buckling analysis.* Sizes of Locally Thinned Areas The sizes of the locally thinned areas in the sandbed region have been conservatively mapped. An extended circular boundary has been drawn to enclose the postulated locally thinned areas. This generally results in a larger, thinner area being modeled in the analysis producing conservative analysis results in the sandbed region.Report 0006004.403.RO 10-2 V Structural Integrity Associates, Inc.

11.0 REFERENCES

1. CB&I Report, 'Structural Design of the Pressure Suppression Containment Vessels,'Chicago Bridge & Iron Co. Contract #9-0971, , SI File OC-15Q-207.

2. General Electric Report, 'An ASME Section VIII Evaluation of Oyster Creek Drywell for Without Sand Case, Part 1, Stress Analysis,'

DRF #00664, Index No. 9-3, Rev. 0, February 1991, SI File OC-15Q-2 10.3. Chicago Bridge & Iron Company Drawings, Jersey Central Power & Light Co., Oyster Creek, NJ, File No. OC-15Q-201 and 202 Drawing No. 9-0971 a. Sh. No. 2, Rev. 10 b. Sh. No. 2A, Rev. 4 c. Sh. No. 3, Rev. 2 d. Sh. No. 4, Rev. 1 e. Sh. No. 7, Rev. 5 f. Sh. No. 14, Rev. 3 g. Sh. No. 17, Rev. 4 h. Sh. No. 19, Rev. 2 i. Sh. No. 27, Rev. 1 j. Sh. No. 28, Rev. 2 k. Sh. No. 29, Rev. 7 1. Sh. No. 30, Rev. 5 m. Sh. No. 31, Rev. 5 n. Sh. No. 32, Rev. 2 o. Sh. No. 33, Rev. 4 p. Sh. No. 36, Rev. 4 q. Sh. No. 39, Rev. 1 r. Sh. No. 42, Rev. 1 s. Sh. No. 146, Rev. 1 t. Sh. No. 40, Rev. 1 u. Sh. No. 61, Rev. 6 v. Sh. No. 38, Rev. 1 w. Sh. No. 35, Rev. 4 x. Sh. No. 34, Rev. 4 y. Sh. No 12-38 z. Sh. No. 6, Rev. 3 aa. Sh. No. 21, Rev. 2 ab. Sh. No. 1, Rev.2 ac. No. 146, Rev.1 1 Drawing No: 4086-4, Rev. 4 Report 0006004.403.RO 11- Structural Integrity Associates, Inc.

4. Exelon Document Tech Eval 330592-27-27, "Representative Drywell Thickness," SI File No. OC-15Q-234.

5. Ralph Parsons Report, "Oyster Creek Nuclear Power Plant Unit No. 1, Primary Containment Design Report," Ralph M. Parsons Co for General Electric Co.6. ASME, Boiler and Pressure Vessel Code,Section III, Appendices, 1989 Edition.7. ASME, Boiler and Pressure Vessel Code,Section VIII, 1962 Edition, with applicable addenda.8. ASTM International, Annual Book of ASTM Standards, Section One, Volume 01.04, West Conshohocken, PA, 2004.9. ASTM International, Annual Book of ASTM Standards, Section One, Volume 01.04, West Conshohocken, PA, 1967.10. ASTM Designation:

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12. ANSYS Mechanical, Revision 8.1, (with Service Pack 1) ANSYS Inc., June 2004 13. Oyster Creek Nuclear Generating Station, FSAR, Rev. 13, Chapter 6, April 2003, SI File OC-15Q-205.

14. Oyster Creek Nuclear Generating Station, FSAR, Update 7, Chapter 3, December 1992, SI File OC- 15Q-205..15. ASME Boiler and Pressure Vessel Code,Section VIII, 1989 Edition 16. EQE International Report, 'Design Basis Seismic Response Analysis for the Oyster Creek Nuclear Generating Station Reactor, Intake, and Turbine Buildings, Volumes I, II and III,' Report No. 50069-R-001, September 1995, SI File OC-15Q-202.

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ABS Consulting Calculation No. 1817851 -C-00 1, Rev. 1, 4/7/008, SI File OC-15Q-239.

Report 0006004.403.RO 11-2 Structural Integrity Associates, Inc.

19. Regulatory Guide 1.61, 'Damping Values for Seismic Design of Nuclear Power Plant,'U. S. Nuclear Regulatory Commission, October 1973.20. EQE Calculation No. 200494-C-001, "OCNGS Reactor Building and Turbine Building Displacements," Revision 0, SI File OC-15Q-213.

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November 1990, SI File OC-15Q-219.

22. ASTM International, Annual Book of ASTM Standards, Section one, Volume 01.04, West Conshohocken, OA, 1995.23. Miller Report, "Applicability of ASME Code Case N-284-1 to Buckling Analysis of Drywell Shell," June 15, 2006, SI File OC-15Q-222

24. ASME Boiler and Pressure Vessel Code,Section III, Case N-284-1, "Metal Containment Shell Buckling Design Method, Class MC,Section III, Division 1," March 1995.25. ANSYS, Release 11.0, ANSYS, Inc., June 2007.26. Miller, "Research Related to Buckling of Nuclear Components," 7th International Conference on Structural Mechanics in Reactor Technology, Chicago, Ill.27. Burns and Roe Drawing 4114, 'Reactor Building Containment Vessel Penetrations, Rev.6, SI File OC-15Q-232.

28. ASME, Boiler and Pressure Vessel Code,Section III, Division 1, Subsection NE, Class MC Components, 1989 Edition, with Winter 1991 addenda.29. GPU Nuclear Document, "O.C. Drywell Penetration Reinforcement," No. C- 1302-187-5320-007, Rev. 1, SI File OC-15Q-217.

30. Baumeister, T., Avallone, E. and Baumeister, T., "Marks' Standard Handbook for Mechanical Engineers," Eight Edition, McGraw-Hill, 1978.31. Regulatory Guide 1.61, "Damping Values for Seismic Design of Nuclear Power Plants," Rev. 1, Office of Nuclear Regulatory Research, U. S. Nuclear Regulatory Commission, March 2007.32. Crane, ALOYCO valve catalog, Corrosion Resistant Valves, Cullman, AL, SI File OC-15Q-237.11-3 .qtructural Intpnritv Assnciatte.s Inr.Report 0006004.403.RO 0 Inc

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35. Beyer, W., "CRC, Standard Mathematical Tables," 2 6 th Edition, CRC Press, Boca Raton, Florida, 1982.36. Regulatory Guide 1.92, "Combining Modal Response and Spatial Components in Seismic Response Analysis," Revision 2, Office of Nuclear Regulatory Research, U. S.Nuclear Regulatory Commission, July 2006.37. U.S. Nuclear Regulatory Commission, 'SEP Evaluation of Effect of Pipe Break on Structures, Systems and Components Inside Containment, Topic III-5.A for the Oyster Creek Nuclear Power Plant,' Docket No. 50-219.38. SI Report, "Oyster Creek Drywell Sandbed Region Wall Thinning Sensitivity Analysis," Report No. 0006004.402, Revision 0, September 2008.39. USA Standard Code for Pressure Piping, USAS B31.1.0, "Power Piping," 1983 Edition with 1984 Addenda, American Society of Mechanical Engineers.

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Report 0006004.403.RO 11-4 V Structural Integrity Associates, Inc.

Enclosure 2 Sensitivity Analysis for Three-Dimensional Structural Analysis