MUAP-11002-NP, Rev. 3, 'Turbine Building Model Properties ... · 3 All Incorporated changes identified in responses to RAIs No 909-6315 Revision 3 Question Number 03.07.02-188 and

Turbine Building Model Properties, SSI Analyses, Structural Integrity Evaluation, and SSSI Analyses MUAP-11002-NP (R3)

Mitsubishi Heavy Industries, LTD

Turbine Building Model Properties, SSI Analyses, Structural Integrity Evaluation, and SSSI

Analyses

September 2013

Ⓒ2013 Mitsubishi Heavy Industries, Ltd. All Rights Reserved

Non-Proprietary Version



Revision History

Revision Page Description

0 All Original Issue

1 All Updated T/B roof height per DCD, Revision 3.

Revised analysis methodology and results to include ANSYS analyses results with fixed base condition up to 50 Hz frequency for mode superposition dynamic analysis.

Updated CSDRS compatible time history ground motions in three directions.

Removed subsurface profiles 560-100, and 560-200.

Updated subsurface profiles 270-200, 270-500, 560-500, 900-100, and 900-200 per MUAP-10001.

Updated report per NRC Request For Additional Information 766-5819 Revision 3 and 767-5821 Revision 3.

Used cut-off frequency 50 Hz for SSI analyses of all subsurface profiles.

Revised sliding and overturning analysis.

Updated all results per changes to analysis inputs (time history and subsurface profiles).

Updated reference to refer to DCD, Revision 3.

Added gap evaluation between T/B and Electrical Room, and removed gap evaluation between Turbine Building complex and R/B complex.

Updated FE model to incorporate the use of heavy weight concrete and additional concrete ballast as well as the effects of cracked concrete.

2 All Renamed the Turbine Island the T/B complex.

Combined the previously separated T/B and Electrical Room substructures onto one common substructure and extended Electrical Room portion of substructure to line up with south edge of Turbine Building.

Updated T/B complex SSI model and analyses results based on an embedded model.

Revised ANSYS combined T/B and Electrical Room model analysis results with fixed base condition using mode superposition dynamic analysis to achieve at least 90



percent dynamic mass participation.

Removed the north wall at column row AT and replaced with cantilever beam supports.

Revised various ACS SASSI structure finite element node numbers due to model changes.

Removed the Essential Service Water Pipe Chase (Tunnel) from T/B complex SSI Model.

Removed text about radius of central zone since the Essential Service Water Pipe Chase was removed from the model and there is no longer two mesh sizes within the model.

Updated the six generic layered subsurface profiles 270-200, 270-500, 560-500, 900-100, 900-200, and 2032-100 per MUAP-10006, Revision 3.

Performed T/B complex SSI analyses for the six generic layered subsurface profiles using within (in-layer) time history ground motions in three directions per MUAP-10006, Revision 3.

Renumbered all figures and tables and page numbers to refer to subsection.

Deleted Figures 1-5, 1-8, 4-1, 4-5, and 4-6, added Figures 4.2.1-1 through 4.2.1-18, 4.2.2-1, and 4.2.3-1 through 4.2.3-6.

Deleted Tables 4-9, 6-1, 7-1, 7-2, and 7-3, added Tables 2.1-3, 3.1.2-7, 3.1.2-8, 3.1.2-9, 3.1.2.10, 3.1.2-11, 3.1.2-12, and 6.4-1.

Added excavated soil volume in ACS SASSI T/B complex model for the embedded model.

Removed sliding stability evaluation.

Replaced heavy weight concrete with normal weight concrete.

Added bearing pressure and flotation evaluation.

Removed Section 7.0 (Turbine Building and Electrical Room Superstructure Gap Evaluation).

Renumbered references per order of appearance in report.

3 All Incorporated changes identified in responses to RAIs No 909-6315 Revision 3 Question Number 03.07.02-188 and No 1018-7083 Revision 3 Question Number 03.07.02-224.

Revised description of Section 4.2.1 to correct the top of Layer 1 for embedded analysis.



Revised Table 4.2.1-6 to correct values for Half Space layer.

Revised half space unit weight in Tables 4.2.1-1 through 4.2.1-5 to have consistent decimal places.

Revised Table 4.3.3-1 to correct enveloping values.

Appendix A added to address the uncracked substructure SSI results

Appendix B and C added to incorporate numerical results and conclusions concerning the SSSI effect of the R/B Complex on the response of the T/B structures.



Ⓒ 2013 MITSUBISHI HEAVY INDUSTRIES, LTD.

All Rights Reserved

This document has been prepared by Mitsubishi Heavy Industries, Ltd. (“MHI”) in connection with the U.S. Nuclear Regulatory Commission’s (“NRC”) licensing review of MHI’s US-APWR nuclear power plant design. No right to disclose, use or copy any of the information in this document, other that by the NRC and its contractors in support of the licensing review of the US-APWR, is authorized without the express written permission of MHI.

This document contains technology information and intellectual property relating to the US-APWR and it is delivered to the NRC on the express condition that it not be disclosed, copied or reproduced in whole or in part, or used for the benefit of anyone other than MHI without the express written permission of MHI, except as set forth in the previous paragraph.

This document is protected by the laws of Japan, U.S. copyright law, international treaties and conventions, and the applicable laws of any country where it is being used.

Mitsubishi Heavy Industries, Ltd. 16-5, Konan 2-chome, Minato-ku

Tokyo 108-8215 Japan



ABSTRACT

The purpose of this Technical Report (TeR) is to present the structural models, soil-structure interaction (SSI) analyses, structural integrity evaluation, stability analysis, and structure-soil-structure interaction (SSSI) analyses of the US-APWR Standard Plant Turbine Building (T/B) and Electrical Room as referenced by US-APWR Design Control Document (DCD), Chapter 3 (Reference 1).

The T/B and Electrical Room SSI analyses are carried out using the ACS SASSI computer program. The analyses include the T/B and Electrical Room superstructures supported on a common basemat embedded in a subgrade for each of the six generic subsurface profiles presented in TeR MUAP-10006 (Reference 6). The SSI analyses were performed using within (in-layer) input motions compatible with the Certified Seismic Design Response Spectra.

The structural integrity analysis of the T/B and Electrical Room based on the responses obtained from site-independent SSI analyses is presented in this report. Stability analyses presented in this report include overturning, bearing pressure and contact area ratio, and flotation.

The SSSI analyses consider the effects of the presence of the R/B complex on the seismic response of the T/B complex. Section 03.3.0 of TeR MUAP-10006 (Reference 6) presents the seismic design bases of the SSSI analyses.

The results of the T/B complex SSI analyses and SSSI analyses demonstrate that the Seismic Category II T/B complex maintains its stability and structural integrity during a seismic event such that any impact on Seismic Category I structures is precluded.


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TABLE OF CONTENTS Section Title Page No.

LIST OF FIGURES ...................................................................................................................... iv

LIST OF TABLES ........................................................................................................................ xi

1.0 INTRODUCTION ............................................................................................................ 1-1

1.1 Description of T/B Complex ........................................................................................... 1-2

1.1.1 Turbine Building and Electrical Room Substructure ............................. 1-2

1.1.2 Turbine Building Superstructure ........................................................... 1-3

1.1.3 Electrical Room Superstructure ............................................................ 1-3

1.1.4 Turbine Generator (T/G) Pedestal ........................................................ 1-4

2.0 METHODOLOGY FOR DEVELOPMENT OF T/B COMPLEX FE MODELS ................ 2-1

2.1 Structural Geometry ....................................................................................................... 2-1

2.2 Material Properties ......................................................................................................... 2-1

2.3 GT STRUDL Models Development ................................................................................ 2-2

2.3.1 Structural Discretization and Finite Element (FE) Types ...................... 2-2

2.3.2 Modeling of Dynamic Stiffness ............................................................. 2-3

2.3.2.1 Consideration of Concrete Cracking Effects ...................................... 2-3

2.3.2.2 Structural Openings .......................................................................... 2-3

2.3.3 Equivalent Dynamic Mass .................................................................... 2-3

2.3.4 Modeling of Equipment ......................................................................... 2-3

2.3.5 Fine Mesh Substructure Model ............................................................ 2-3

2.3.6 Coarse Mesh Substructure Model ........................................................ 2-4

2.4 ANSYS Model Development .......................................................................................... 2-4

2.4.1 T/B and Electrical Room Model ............................................................ 2-4

2.5 ACS SASSI Model Development ................................................................................... 2-5

3.0 VALIDATION OF T/B COMPLEX MODELS ................................................................. 3-1

3.1 Validation of the T/B and Electrical Room Models ......................................................... 3-1

3.1.1 1g Static Analysis ................................................................................. 3-1

3.1.2 Modal Analysis ..................................................................................... 3-2

3.1.3 ANSYS Mode-Superposition Analysis .................................................. 3-2

3.1.4 Fixed Base Analysis in ACS SASSI ..................................................... 3-3


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3.1.5 Comparison of Time History Analysis Results ..................................... 3-3

4.0 SOIL-STRUCTURE INTERACTION ANALYSIS ........................................................... 4-1

4.1 Methodology ................................................................................................................... 4-1

4.2 Development of Site Input Parameters .......................................................................... 4-1

4.2.1 Subsurface Profile/Properties ............................................................... 4-2

4.2.2 Excavated Soil Volume ........................................................................ 4-3

4.2.3 Ground Motion Time Histories .............................................................. 4-4

4.3 Dynamic FE Model SSI Analyses .................................................................................. 4-4

4.3.1 Approach for Estimating T/B and Electrical Room Node Maximum Displacements ..................................................................... 4-5

4.3.2 Results of Acceleration Transfer Functions .......................................... 4-6

4.3.3 Results of Maximum T/B Complex Displacements .............................. 4-6

5.0 TURBINE BUILDING AND ELECTRICAL ROOM STRUCTURAL INTEGRITY EVALUATION ................................................................................................................ 5-1

5.1 Loads and Load Combinations for Seismic Structural Integrity Evaluation of Turbine Building and Electrical Room ................................................................ 5-1

5.1.1 Dead Loads .......................................................................................... 5-1

5.1.2 Live Loads ............................................................................................ 5-2

5.1.2.1 Floor Live Loads ................................................................................ 5-3

5.1.2.2 Roof Live and Snow Loads ................................................................ 5-3

5.1.2.3 Crane Live Loads .............................................................................. 5-3

5.1.3 Static Ground Water ............................................................................. 5-3

5.1.4 Static Lateral Earth Load ...................................................................... 5-3

5.1.5 SSE Loads ........................................................................................... 5-3

5.1.6 Other Applicable Load Cases ............................................................... 5-4

5.1.6.1 Liquid Loads ...................................................................................... 5-4

5.1.6.2 Normal Pipe Reactions ...................................................................... 5-4

5.1.6.3 Normal Operating Thermal Loads ..................................................... 5-5

5.1.6.4 Accident Loads .................................................................................. 5-5

5.1.7 Load Combinations .............................................................................. 5-5

5.2 Structural Analysis Methodology Using SSI Accelerations ............................................ 5-5

5.2.1 Boundary Conditions for Analysis of GT STRUDL Superstructure and Substructure Models ............................................. 5-6


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5.3 Static and SSI Analyses Evaluation ............................................................................... 5-6

5.3.1 Structural Demands of Main Superstructure Members ........................ 5-6

5.3.2 Structural Demands for Substructure Components .............................. 5-6

5.4 Superstructure Structural Integrity Evaluation Methodology .......................................... 5-7

5.5 Substructure Structural Integrity Evaluation Methodology ............................................. 5-7

5.6 Superstructure and Substructure Structural Integrity Evaluation Results ...................... 5-7

6.0 STABILITY EVALUATION ............................................................................................ 6-1

6.1 Overturning Stability Evaluation Methodology ............................................................... 6-1

6.2 Overturning Stability Evaluation Results ........................................................................ 6-2

6.3 Bearing Pressure and Contact Area Ratio Evaluation Methodology .............................. 6-2

6.4 Bearing Pressure and Contact Area Ratio Evaluation Results ...................................... 6-3

6.5 Flotation Evaluation Methodology .................................................................................. 6-3

6.6 Flotation Evaluation Results ........................................................................................... 6-3

7.0 SUMMARY ..................................................................................................................... 7-1

8.0 REFERENCES ............................................................................................................... 8-1

APPENDIX A UNCRACKED SOIL-STRUCTURE ANALYSIS AND STABILITY EVALUATION RESULTS ............................................................................... A-i

APPENDIX B STRUCTURE-SOIL-STRUCTURE INTERACTION ANALYSIS METHODOLOGY AND RESULTS ................................................................ B-i

APPENDIX C STRUCTURE-SOIL-STRUCTURE INTERACTION (SSSI) T/B COMPLEX MAXIMUM DISPLACEMENTS AND STABILITY EVALUATION RESULTS ............................................................................... C-i


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LIST OF FIGURES

Figure Title Page No.

Figure 1.1-1 Plan Arrangement of Turbine Building Complex and Adjacent Reactor Building Complex ............................................................................................. 1-5

Figure 1.1-2 Turbine Building Complex Configuration – Elevation View Looking South ............................................................................................................... 1-6

Figure 1.1-3 Turbine Building Complex Configuration – Elevation View Looking North ................................................................................................................ 1-7

Figure 1.1.1-1 Cross Section through Turbine Building and Essential Service Water Pipe Chase ...................................................................................................... 1-8

Figure 1.1.1-2 Cross Section through Electrical Room and Essential Service Water Pipe Chase ...................................................................................................... 1-9

Figure 1.1.2-1 Cross Section through Turbine Building and Electrical Room and Reactor Building and Power Source Building ................................................ 1-10

Figure 2.1-1 Turbine Building Complex ACS SASSI Finite Element Model - Substructures .................................................................................................. 2-7

Figure 2.1-2 Turbine Building Complex ACS SASSI Finite Element Model – Interior of Turbine Building Substructure with First Floor Slab Removed .................... 2-8

Figure 3.1-1 Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons ............................................................ 3-15

Figure 3.1-2 Turbine Building Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons ................ 3-16

Figure 3.1-3 Electrical Room Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons ....................................... 3-17

Figure 3.1.1-1 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row BT-8T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in X and Y Directions, Respectively ................................................................................ 3-18

Figure 3.1.1-2 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row BT-8T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z Direction ...................................................................... 3-19

Figure 3.1.1-3 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row AT-3T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in X and Y Directions, Respectively ................................................................................ 3-20

Figure 3.1.1-4 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row AT-3T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z Direction ...................................................................... 3-21

Figure 3.1.1-5 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row AT-1T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in X and Y Directions, Respectively ................................................................................ 3-22

Figure 3.1.1-6 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row AT-1T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z Direction ...................................................................... 3-23


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Figure 3.1.2-1 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in X (East-West) Direction ......... 3-24

Figure 3.1.2-2 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in Y (North-South) Direction ........................................................................................................ 3-25

Figure 3.1.2-3 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in Z (Vertical) Direction .............. 3-26

Figure 3.1.3-1 Acceleration Transfer Functions for Fixed Base Condition for X Direction (East-West) Due to X Direction Ground Motion at Node 386 ......... 3-27

Figure 3.1.3-2 Acceleration Transfer Functions for Fixed Base Condition for Y Direction (North-South) Due to Y Direction Ground Motion at Node 386................................................................................................................. 3-28

Figure 3.1.3-3 Acceleration Transfer Functions for Fixed Base Condition for Z Direction (Vertical) Due to Z Direction Ground Motion at Node 386 .............. 3-29







Figure 3.1.3-10 Acceleration Transfer Functions for Fixed Base Condition for X Direction (East-West) Due to X Direction Ground Motion at Node 1421 ....... 3-36

Figure 3.1.3-11 Acceleration Transfer Functions for Fixed Base Condition for Y Direction (North-South) Due to Y Direction Ground Motion at Node 1421............................................................................................................... 3-37

Figure 3.1.3-12 Acceleration Transfer Functions for Fixed Base Condition for Z Direction (Vertical) Due to Z Direction Ground Motion at Node 1421 ............ 3-38

Figure 3.1.3-13 Acceleration Transfer Functions for Fixed Base Condition for X Direction (East-West) Due to X Direction Ground Motion at Node 5034 ....... 3-39

Figure 3.1.3-14 Acceleration Transfer Functions for Fixed Base Condition for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034............................................................................................................... 3-40

Figure 3.1.3-15 Acceleration Transfer Functions for Fixed Base Condition for Z Direction (Vertical) Due to Z Direction Ground Motion at Node 5034 ............ 3-41

Figure 3.1.3-16 Fixed Base Relative Displacement Time History Comparison Between Fine Mesh ANSYS Model and ACS SASSI Model, Node 386 in X, Y, and Z Directions ............................................................................................ 3-42



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Figure 3.1.3-21 Fixed Base Response Spectra Comparison Between Fine and Coarse Mesh ANSYS Models and ACS SASSI Model, Node 386 in X, Y, and Z Directions ................................................................................................... 3-47





Figure 4.2.1-1 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H1 (North-South Direction) for Subsurface Profile 270-200 ......................................................................................................... 4-35

Figure 4.2.1-2 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H2 (East-West Direction) for Subsurface Profile 270-200 ......................................................................................................... 4-36

Figure 4.2.1-3 Fourier Amplitude Spectrum for Vertical Ground Motion Time History Component for Subsurface Profile 270-200 .................................................. 4-37








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Figure 4.2.1-13. Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H1 (North-South Direction) for Subsurface Profile 900-200 ......................................................................................................... 4-47



Figure 4.2.1-16 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H1 (North-South Direction) for Subsurface Profile 2032-100 ....................................................................................................... 4-50

Figure 4.2.1-17 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H2 (East-West Direction) for Subsurface Profile 2032-100 ....................................................................................................... 4-51

Figure 4.2.1-18 Fourier Amplitude Spectrum for Vertical Ground Motion Time History Component for Subsurface Profile 2032-100 ................................................ 4-52

Figure 4.2.2-1 Excavated Soil Volume in the Combined Turbine Building Complex ACS SASSI Finite Element Model ................................................................. 4-53

Figure 4.2.3-1 Turbine Building Complex In-Layer Acceleration Time Histories for Subsurface Profile 270-200 ........................................................................... 4-54





Figure 4.2.3-6 Turbine Building Complex In-Layer Acceleration Time Histories for Subsurface Profile 2032-100 ......................................................................... 4-59

Figure 4.3-1 Selected Node Locations in Turbine Building Complex for Computing Relative Displacements ................................................................................. 4-60

Figure 4.3-2 Selected Node Locations on Turbine Building Adjacent to Electrical Room for Computing Relative Displacements ............................................... 4-61

Figure 4.3-3 Selected Node Locations on Electrical Room Adjacent to Turbine Building for Computing Relative Displacements ............................................ 4-62

Figure 4.3.2-1 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 .......................................................................... 4-63


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Figure 4.3.2-2 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 ........................................................... 4-64







Figure 4.3.2-9 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 ........................................................................ 4-71

Figure 4.3.2-10 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 ......................................................... 4-72

Figure 4.3.2-11 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 395 .......................................................................... 4-73

Figure 4.3.2-12 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 395 .......................................................................... 4-74

Figure 4.3.2-13 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 908 .......................................................................... 4-75

Figure 4.3.2-14 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 908 .......................................................................... 4-76

Figure 4.3.2-15 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 ........................................................................ 4-77

Figure 4.3.2-16 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 ........................................................................ 4-78



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Figure 4.3.2-21 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 ....................................................................................... 4-83




Figure 4.3.2-25 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 ..................................................................................... 4-87

Figure 4.3.2-26 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 395 ................................................................................................... 4-88

Figure 4.3.2-27 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 908 ................................................................................................... 4-89

Figure 4.3.2-28 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 ................................................................................................. 4-90



Figure 5.1.1-1 Turbine Building Complex Second Floor Equipment Load Map ...................... 5-8 Figure 5.1.1-2 Turbine Building Complex Third Floor Equipment Load Map .......................... 5-9 Figure 5.1.1-3 Turbine Building Complex Fourth Floor Equipment Load Map ...................... 5-10 Figure 5.1.1-4 Turbine Building Complex Roof Equipment Load Map .................................. 5-11 Figure 5.1.1-5 Turbine Building Complex Second Floor Piping and Cable Tray Load

Map................................................................................................................ 5-12 Figure 5.1.1-6 Turbine Building Complex Third Floor Piping and Cable Tray Load

Map................................................................................................................ 5-13


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Figure 5.1.1-7 Turbine Building Complex Fourth Floor Piping and Cable Tray Load Map................................................................................................................ 5-14

Figure 5.1.1-8 Turbine Building Complex Roof Piping and Cable Tray Load Map ............... 5-15 Figure 5.1.1-9 Turbine Building Complex Basemat Equipment Load Map ........................... 5-16 Figure 5.1.1-10 Turbine Building Complex First Floor Equipment Load Map ......................... 5-17 Figure 5.1.1-11 Turbine Building Complex Basemat Piping and Cable Tray Load Map ......... 5-18 Figure 5.1.1-12 Turbine Building Complex First Floor Piping and Cable Tray Load Map ....... 5-19


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LIST OF TABLES

Table Title Page No.

Table 2.1-1 Turbine Building Superstructure Overall Dimensions, Top of Floor Elevation and Actual Seismic Weight for Each Floor ......................................... 2-6

Table 2.1-2 Electrical Room Superstructure Overall Dimensions, Top of Floor Elevation and Actual Seismic Weight for Each Floor ......................................... 2-6

Table 2.1-3 Turbine Building and Electrical Room Common Substructure Overall Dimensions, Top of Floor Elevation.................................................................... 2-6

Table 3.1.1-1 Seismic Weight of the Turbine Building and Electrical Room Finite Element Models .................................................................................................. 3-5

Table 3.1.1-2 Mass Properties of the Turbine Building and Electrical Room Finite Element Models .................................................................................................. 3-6

Table 3.1.2-1 T/B and Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of Fine Mesh ANSYS Model ............................................ 3-7

Table 3.1.2-2 T/B and Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of Coarse Mesh ANSYS Model ....................................... 3-7

Table 3.1.2-3 T/B and Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of Fine Mesh ANSYS Model ......................................... 3-8

Table 3.1.2-4 T/B and Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of Coarse Mesh ANSYS Model .................................... 3-8

Table 3.1.2-5 T/B and Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of Fine Mesh ANSYS Model ................................................ 3-9

Table 3.1.2-6 T/B and Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of Coarse Mesh ANSYS Model ............................................ 3-9

Table 3.1.2-7 T/B Modal Properties of Dominant Modes in X Direction (East-West) of ANSYS Model .................................................................................................. 3-10

Table 3.1.2-8 T/B Modal Properties of Dominant Modes in Y Direction (North-South) of ANSYS Model .................................................................................................. 3-10

Table 3.1.2-9 T/B Modal Properties of Dominant Modes in Z Direction (Vertical) of ANSYS Model .................................................................................................. 3-11

Table 3.1.2-10 Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of ANSYS Model ........................................................................... 3-11

Table 3.1.2-11 Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of ANSYS Model ........................................................................ 3-12

Table 3.1.2-12 Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of ANSYS Model ............................................................................... 3-12

Table 3.1.3-1 Fixed Base Maximum Relative Displacements in X Direction (East-West) Due to X Direction Ground Motion ......................................................... 3-13

Table 3.1.3-2 Fixed Base Maximum Relative Displacements in Y Direction (North-South) Due to Y Direction Ground Motion ........................................................ 3-13

Table 3.1.3-3 Fixed Base Maximum Relative Displacements in Z Direction (Vertical) Due to Z Direction Ground Motion .................................................................... 3-14

Table 4.2.1-1 Strain Compatible Dynamic Properties for 270-200 Generic Layered Subsurface Profile for the Turbine Building Complex SSI Analyses .................. 4-8

Table 4.2.1-2 Strain Compatible Dynamic Properties for 270-500 Generic Layered Subsurface Profile for the Turbine Building Complex SSI Analyses ................ 4-11


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Table 4.2.1-7 Maximum Passing Frequencies in Vertical Direction Based on Layer Thickness ......................................................................................................... 4-24

Table 4.2.1-8 Maximum Passing Frequencies in Horizontal Directions Based on Structural Finite Element Size and Excavated Soil Volume Mesh Size ........... 4-24

Table 4.2.1-9 Maximum Passing Frequencies in Horizontal Directions and Corresponding Cumulative Power .................................................................... 4-25

Table 4.3.3-1 Maximum Relative Displacement in X Direction (East-West) Relative to Free-Field Input Motion .................................................................................... 4-26

Table 4.3.3-2 Maximum Relative Displacement in Y Direction (North-South) Relative to Free-Field Input Motion ................................................................................ 4-29

Table 4.3.3-3 Summary of Governing Subsurface Profiles for Maximum Relative Displacement in X (East-West) and Y Direction (North-South) Directions ....... 4-32

Table 6.2-1 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for each Subsurface Profile ..................................................................... 6-4

Table 6.4-1 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for each Subsurface Profile ................................. 6-4


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LIST OF ACRONYMS AND ABBREVIATIONS

The following list defines the acronyms used in this document

A/B Auxiliary Building ACI American Concrete Institute AISC American Institute of Steel Construction ASTM American Society for Testing and Materials CSDRS Certified Seismic Design Response Spectra DCD Design Control Document DFT Discrete Fourier Transform EL Elevation ESWPC Essential Service Water Pipe Chase FAS Fourier Amplitude Spectra FE Finite Element FFT Fast Fourier Transformation H1 North-South, Y Direction for Turbine Building Complex Model H2 East-West, X Direction for Turbine Building Complex Model LMSM Lumped Mass Stick Model NRC Nuclear Regulatory Commission NUREG NRC Technical Report Designation (Nuclear Regulatory Commission) PGA Peak Ground Acceleration PS/B Power Source Building R/B Reactor Building SRP Standard Review Plan SSE Safe-Shutdown Earthquake SSI Soil-Structure Interaction SSSI Structure-Soil-Structure Interaction T/B Turbine Building TeR Technical Report TFI Transfer Function Interpolated TFU Transfer Function Un-Interpolated T/G Turbine Generator US-APWR United States - Advanced Pressurized Water Reactor V Vertical, Z Direction for Turbine Building Complex Model 3-D Three-dimensional


Mitsubishi Heavy Industries, LTD 1-1

1.0 INTRODUCTION

This TeR documents the soil-structure interaction (SSI) analyses, structural integrity evaluation and flotation, seismic bearing pressure and overturning analyses of the Turbine Building (T/B) and Electrical Room of the United States - Advanced Pressurized Water Reactor (US-APWR) standard plant. This TeR also documents the effects of the presence of the R/B complex on the seismic response of the T/B complex in Appendix B. The T/B and Electrical Room superstructures are supported on a common substructure (hereinafter called the T/B and Electrical Room). The T/B and Electrical Room is part of a larger group of structures called the Turbine Building complex (T/B complex) that includes the Turbine Generator (T/G) Pedestal. The T/B and Electrical Room are classified as Seismic Category II structures. The T/G Pedestal is classified as a Non-Seismic structure. As stated in the US-APWR Design Control Document (DCD), Subsection 3.7.2.4 (Reference 1), SSI effects are considered in the seismic response analysis of all major Seismic Category I and Seismic Category II buildings and structures that are part of the US-APWR standard plant. The SSI analyses were conducted using methods and approaches consistent with Nuclear Regulatory Commission (NRC) Technical Report Designation (Nuclear Regulatory Commission) NUREG-0800 Standard Review Plan (SRP) 3.7.2 (Reference 2).

The three-dimensional (3-D) fine and coarse mesh Finite Element (FE) models of the T/B and Electrical Room structures were developed using the GT STRUDL, Version 31 (Reference 3) and ANSYS Release 13.0 (Reference 4) software packages. The T/G Pedestal model Lumped Mass Stick Model (LMSM) was generated in ANSYS. The coarse mesh ANSYS T/B and Electrical Room and T/G Pedestal models were utilized to generate the T/B complex SSI model using the ACS SASSI, Version 2.3.0 software (Reference 5). Coarse and fine mesh ANSYS models were compared to confirm the two models behaved similarly. The ACS SASSI FE model was validated against the fixed base ANSYS fine and coarse mesh models by comparing results from a representative fixed base analysis in ACS SASSI with the structures resting on a half-space with very high stiffness (hard rock) to simulate fixed base conditions.

The T/B complex FE model established in ACS SASSI was analyzed as an embedded structure using the Direct Method (also known as the Flexible Volume Method). For the SSI analyses, the design input ground motions and six generic layered subsurface profiles used in the models were developed in MUAP-10006 (Reference 6). The input time histories needed for the analysis are within (in-layer) motions corresponding to each of the subsurface profiles considered.

In this report, the T/B complex SSI analyses were performed to evaluate the following:

The lateral displacements of the T/B and Electrical Room relative to the free field ground motion at elevation -24 feet 7 inches during a Safe-Shutdown Earthquake (SSE) event with a Peak Ground Acceleration (PGA) of 0.3g.

Overturning, bearing pressure, and flotation analyses results of the T/B and Electrical Room.



The sliding stability evaluation of the T/B and Electrical Room is evaluated in TeR MUAP-12002 (Reference 7).

1.1 Description of T/B Complex

As shown in Figure 1.1-1, the T/B complex is located south of the Seismic Category I Reactor Building (R/B) complex. The overall configuration of the T/B complex is depicted in Figures 1.1-2 and 1.1-3, which provide two general views of the T/B complex FE model.

1.1.1 Turbine Building and Electrical Room Substructure

The T/B and Electrical Room superstructures are supported by a common substructure. The substructure extends west of the T/B and south of the Electrical Room to form a rectangular structure with plan dimensions of 265 feet 6 inches by 374 feet 0 inches. The substructure basemat has dimensions of 265 feet 6 inches by 342 feet 8 inches. Except for the local area of the condensate pump pad, the bottom of the substructure has a constant depth of 27 feet 2 inches below the standard plant ground level (elevation 2 feet 7 inches), at elevation -24 feet 7 inches. The bottom of the condensate pump pad is 6 feet deeper than remaining portion of the substructure. The top surface of the T/B and Electrical Room substructure is at a constant elevation of 3 feet 7 inches. The substructure is designed in accordance with American Concrete Institute (ACI) 349-06 (Reference 8).

The T/B portion of the substructure consists of the following;

a reinforced concrete basement that accommodates the Circulating Water Inlet/Outlet pipes and the Condenser Vault/Pumps,

a first floor slab with thickness that varies from 1 foot 8 inches to 6 feet 7 inches, a minimum 6 feet 7 inches thick, reinforced concrete basemat, and reinforced concrete exterior/interior walls which are typically 3 feet 4 inches thick.

The following portions of the T/B substructure consist of a 28 feet 2 inch thick concrete mat:

The portion bounded by column rows 3T, 8T, BT and CT. The portion bounded by column rows 7T, 8T, CT and DT. The portion bounded by column rows 3T, 4T, GT and LT. The portion bounded by column rows 4T, 8T, KT and LT.

The Electrical Room portion of the substructure consists of a 28 feet 2 inches thick, reinforced concrete mat that extends to the south edge of the T/B portion of the substructure. North of column row BT, the T/B first floor slab and the Electrical Room mat are cantilevered over the Essential Service Water Pipe Chase (ESWPC). The slab is not supported by soil and is not in contact with the ESWPC. For the purposes of this report, removing support beneath the cantilevered slab will result in conservative results. [Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx]



1.1.2 Turbine Building Superstructure

The T/B superstructure has column row plan dimensions of 367 by 180 feet. The T/B is classified as a Seismic Category II structure that houses the non-safety related equipment of the T/G and its auxiliary systems (main condenser, feedwater heaters, moisture separator reheaters, etc.). The T/B is designed to withstand the full SSE loads, i.e., 0.3g PGA for the two horizontal directions and the vertical direction.

As a Seismic Category II building, the T/B is designed to not impact the function or integrity of adjacent Seismic Category I structures during an SSE event. The T/B is oriented in such a way that any plane perpendicular to the T/G axis does not intersect with the R/B. This arrangement minimizes the probability of a missile from the T/G striking the R/B, which is consistent with the guidance of Regulatory Guide 1.115 (Reference 9).

The T/B steel superstructure is a braced steel frame, metal wall panel clad structure designed in accordance with the American Institute of Steel Construction (AISC) N690-1994 (R2004) (Reference 10). The second and third floors of the T/B superstructure are constructed of concrete over metal deck with a total thickness of 6 inches. The portion of the fourth floor between column rows 3T and 4T is constructed of concrete over metal deck with a total thickness of 6 inches, and the remainder of the fourth floor is constructed of concrete over metal deck with a total thickness of 14 inches. The T/B superstructure is supported on the top slab (first floor slab) of the reinforced concrete substructure, and the superstructure loads are transferred to the supporting basemat through the substructure.

[Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx]

1.1.3 Electrical Room Superstructure

The Electrical Room superstructure has column row plan dimensions of 201 feet 3 inches by 72 feet 3 inches. The Electrical Room is a Seismic Category II structure that houses the non-safety related equipment associated with operation of the T/G and its auxiliary systems. As a Seismic Category II building, the Electrical Room is designed to not impact the function or integrity of adjacent Seismic Category I structures during an SSE event. The T/B and Electrical Room share a common substructure, but are separate distinct superstructures with an engineered clearance between the two superstructures. The Electrical Room is designed to withstand the full SSE loads, i.e., 0.3g PGA for the two horizontal directions and the vertical direction.

The Electrical Room steel superstructure is a braced steel frame, metal wall panel clad structure designed in accordance with the AISC N690-1994 (R2004) (Reference 10). The second floor of the Electrical Room superstructure is constructed of concrete over metal deck with a total thickness of 6 inches.

[Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx]



1.1.4 Turbine Generator (T/G) Pedestal

The T/G Pedestal was included in the T/B complex model for SSI analyses to account for the localized SSSI effects the T/G Pedestal may have on the T/B. The T/G Pedestal has approximate plan dimensions of 234 feet 9 inches in the north-south direction and 63 feet 8 inches in the east-west direction at the north end (under turbine) and 53 feet 10 inches in the east-west direction at the south end (under generator). The T/G Pedestal is a non-safety, non-seismic, reinforced concrete structure that supports the turbine, generator, and condenser, and is located in the center of the T/B superstructure. The T/G Pedestal is structurally independent of the T/B superstructure and substructure, separated by a seismic isolation space. The seismic isolation space at the substructure level will have two elastomeric water stops installed at two different elevations to provide a barrier so that groundwater does not seep into the T/B basement. The tabletop of the pedestal extends from the basemat to the operating level, top of floor elevation 88 feet 10 inches.



Figure 1.1-1 Plan Arrangement of Turbine Building Complex and Adjacent Reactor Building Complex



Figure 1.1-2 Turbine Building Complex Configuration – Elevation View Looking South



Figure 1.1-3 Turbine Building Complex Configuration – Elevation View Looking North



Figure 1.1.1-1 Cross Section through Turbine Building and Essential Service Water Pipe Chase



Figure 1.1.1-2 Cross Section through Electrical Room and Essential Service Water Pipe Chase



Figure 1.1.2-1 Cross Section through Turbine Building and Electrical Room and Reactor Building and Power Source Building



2.0 METHODOLOGY FOR DEVELOPMENT OF T/B COMPLEX FE MODELS

The three-dimensional (3-D) fine and coarse mesh Finite Element (FE) models of the T/B and Electrical Room structures were developed using the GT STRUDL and ANSYS software packages. The T/G Pedestal model LMSM was generated in ANSYS. Historically, the fine mesh model was developed for use in reinforced concrete structural design using GT STRUDL. The coarse mesh GT STRUDL model was developed from the fine mesh GT STRUDL model and used for the ACS SASSI SSI model. Due to limitations of GT STRUDL Version 31, the fine mesh model could only be analyzed up to a frequency of 21 Hz. To overcome this limitation, the fine and coarse mesh models were subsequently developed and analyzed using ANSYS. The coarse mesh T/B and Electrical Room model was validated against the fine mesh model in ANSYS. Validation of the models is discussed in Section 3.0 of this report.

The ACS SASSI T/B complex model was then generated by combining the ANSYS T/B and Electrical Room coarse mesh model with the ANSYS T/G Pedestal LMSM model.

2.1 Structural Geometry

Figures 1.1-2 and 1.1-3 show the elevation view looking south and elevation view looking north, respectively, of the T/B complex structures for the combined coarse mesh ACS SASSI model. Overall dimensions, top of floor elevation and actual seismic weight for each floor for the T/B superstructure are provided in Table 2.1-1. Overall dimensions, top of floor elevation and actual seismic weight for each floor for the Electrical Room superstructure are provided in Table 2.1-2.

A 3-D view of the T/B and Electrical Room substructure is shown on Figure 2.1-1. Figure 2.1-2 shows a 3-D view of the substructure with the T/B first floor slab removed. Overall dimensions for the T/B and Electrical Room substructure are listed in Table 2.1-3.

2.2 Material Properties

The T/B and Electrical Room superstructures are braced steel frames consisting of structural steel with the following properties:

Young’s Modulus, E = 4.176 x 106 kips per square foot

Poisson’s Ratio = 0.3

Unit Weight = 0.49 kips per cubic foot

Specified minimum yield stress, Fy = 50 kips per square inch (American Society for Testing and Materials (ASTM) A992 for wide-flange shapes)

Specified minimum yield stress, Fy = 50 kips per square inch (ASTM A572 for built-up plate members for plates up to and including 4 inches thick)

Specified minimum yield stress, Fy = 42 kips per square inch (ASTM A572 for built-up plate members for plates up to and including 6 inches thick)



The T/B and Electrical Room substructure and the T/G Pedestal basemat consist of normal weight, reinforced concrete material. The reinforced concrete has the following properties:

Compressive Strength of Concrete, f’c = 4,000 pounds per square inch

Young’s Modulus for Uncracked Concrete, Euncracked = 5.18 x 105 kips per square

foot (See Subsection 2.3.2.1)

Young’s Modulus for Cracked Concrete, Ecracked = 2.59 x 105 kips per square foot

(See Subsection 2.3.2.1)

Poisson’s Ratio = 0.17

Unit Weight = 0.15 kips per cubic foot

For the uncracked concrete models, the three percent material damping was used for both concrete and steel material. Four percent material damping was used for concrete and steel material for the cracked concrete models.

2.3 GT STRUDL Models Development

2.3.1 Structural Discretization and Finite Element (FE) Types

In the GT STRUDL models, the structures are modeled with north as the positive global Y-axis, east as the positive global X-axis and upward as the positive global Z-axis. The origin of the coordinate system is at the intersection point of column rows AT and 1T (refer to Figure 1.1-1). The coordinate system and the location for the origin of the coordinate system are also the same for the ACS SASSI and ANSYS models.

The T/B and Electrical Room superstructure models are developed by establishing nodes at the steel connections. The steel beams, girders, horizontal and vertical bracing, and columns are modeled as linear beam elements between the nodes.

The T/B and Electrical Room substructure model includes a combination of shell and solid block elements representing the structural walls, slabs, basemat, and massive concrete, and linear elements representing beams and columns. The condensate pump foundation is a mass concrete structure with pipe and pump can openings. The condensate pump foundation is modeled with solid block elements. At the interfaces of the shell elements and solid block elements, the shell elements are extended one row into solid elements, and share common nodes with the solid elements. The material density of these shell elements is zero. This modeling approach enables transfer of moments between shell elements and solid block elements. The walls are modeled such that the shell element center planes are located approximately at the centerline of the actual structure.



2.3.2 Modeling of Dynamic Stiffness

2.3.2.1 Consideration of Concrete Cracking Effects

In the body of this report, the stiffness of the concrete substructure is considered based on reduced (cracked concrete) stiffness. In accordance with the methodology in Subsection 2.4.2.1 of MUAP-10006 (Reference 6) for consideration of concrete cracking in the analyses of the US-APWR Seismic Category I structures, the SSI analysis of the T/B complex considers reduced (cracked concrete) stiffness as 50 percent of the nominal uncracked stiffness of the reinforced concrete members.

Appendix A of this report, provides additional SSI analysis results based on the uncracked stiffness of the substructure.

2.3.2.2 Structural Openings

All major openings in the T/B substructure walls are generated in the GT STRUDL FE model, and therefore no stiffness adjustment is required for openings.

2.3.3 Equivalent Dynamic Mass

The inertial properties include all tributary mass expected to be present at the time of the SSE. The equivalent seismic mass includes:

The mass of all of the structural elements

The mass of permanent equipment

The mass equivalent of a superimposed dead load of 50 pounds per square foot to account for minor equipment, piping and cable raceways

25 percent of the floor design live load

75 percent of the roof design snow load

2.3.4 Modeling of Equipment

Equipment stiffness is not explicitly simulated in the model. The equipment mass is applied over a representative floor area in the model. This is in accordance with the procedure specified in NUREG-0800 SRP 3.7.2 (Reference 2), Subsection 3.7.2.II.3D.

2.3.5 Fine Mesh Substructure Model

The T/B and Electrical Room fine mesh GT STRUDL substructure model was used for structural analysis and foundation design.



The mesh size for the fine mesh T/B and Electrical Room concrete substructure in GT STRUDL ranges from about 5 feet 2 inches to about 6 feet 2 inches, depending on the column row spacing. Locally, a finer mesh grid is utilized around the Circulating Water Pipe openings in the walls to provide additional refinement needed for the stress evaluations.

2.3.6 Coarse Mesh Substructure Model

The element sizes of the T/B and Electrical Room coarse mesh substructure model were increased to an average equivalent square mesh size 12 feet in the horizontal direction, resulting in a smaller model size (smaller number of elements and nodes) to facilitate performing the SSI analyses using ACS SASSI.

In the fine mesh T/B and Electrical Room substructure GT STRUDL model, the plate elements used to represent the bottom of the substructure basemat were located at the center of the basemat’s vertical dimension. Therefore, the model did not extend to the full depth of the substructure. For the coarse mesh substructure model, to appropriately simulate the interaction between the basemat and the soil, the basemat plate elements were shifted to the physical bottom of the substructure basemat. To connect the lowered substructure basemat elements, a single row of substructure wall plate elements were modeled extending from the top to the bottom of the basemat. The wall plate elements properties were set to represent those of the basemat, such that the out-of-plane bending stiffness was large enough to simulate the lateral in-plane stiffness of the basemat while keeping the in-plane stiffness, axial, and shear stiffness the same as vertical wall shell elements.

The extensions of the basemat and first floor slab beyond the exterior of the basement walls were not modeled using elements in the coarse mesh model due to the increased mesh size; however, the mass of the extensions was modeled using additional nodal masses.

2.4 ANSYS Model Development

2.4.1 T/B and Electrical Room Model

For the T/B and Electrical Room fine mesh GT STRUDL model, the modal analysis could only be performed up to a frequency of 21 Hz. The 21 Hz maximum computation frequency for the fine mesh model was associated with limitations of the current GT STRUDL version and the large model size.

Therefore, the mode-superposition dynamic analyses for the fine and coarse mesh FE models were performed using ANSYS, which is capable of performing the dynamic analyses to a frequency greater than 100 Hz for both the fine and coarse models, which resulted in achieving at least 90 percent dynamic mass participation (see Subsection 3.1.3 for mode-superposition analysis).

The ANSYS fine and coarse mesh substructure models of the T/B and Electrical Room that were previously translated from GT STRUDL were updated with additional modifications and the T/B and Electrical Room substructures were combined. The fine mesh ANSYS model was used to validate the coarse mesh ANSYS and ACS SASSI models as discussed in Section 3.



2.5 ACS SASSI Model Development

The ANSYS coarse mesh T/B and Electrical Room model was translated to an ACS SASSI compatible model. The ANSYS LMSM of the T/G Pedestal model was then translated and added to the ACS SASSI T/B and Electrical Room model to create the ACS SASSI T/B complex model.

The T/B complex model was established in ACS SASSI as an embedded model. ACS SASSI interaction nodes between the structure and the subsurface profiles were established at the bottom and along the sides of the substructure. The T/G Pedestal was modeled with a physical separation between the structure and the T/B and Electrical Room. The subsurface profiles described in Subsection 4.2 were included in the ACS SASSI model for SSI analyses. The SSI analyses were performed with 4 percent of critical damping for all structure elements.



Table 2.1-1 Turbine Building Superstructure Overall Dimensions, Top of Floor Elevation and Actual Seismic Weight for Each Floor

Location1

Overall North-South Dimension

(feet)

Overall East-West Dimension

(feet)

Top of Floor Elevation

(feet)

Model Seismic Weight (kips)

Second Floor 367.00 180.00 34.00 16,733

Third Floor 367.00 180.00 61.00 20,594

Fourth Floor 335.00 180.00 88.83 25,965

Deaerator Floor 335.00 180.00 113.50 10,690

Crane Level 335.00 143.00 138.58 3,499

Roof 335.00 143.00 169.83 9,921

Note: 1The first floor is considered part of the Turbine Building and Electrical Room common substructure and is listed in Tables 2.1-3 and 3.1.1-1

Table 2.1-2 Electrical Room Superstructure Overall Dimensions, Top of Floor Elevation and Actual Seismic Weight for Each Floor

Location1


(feet)


(feet)


(feet)


Second Floor 201.25 72.25 34.00 4,170

Roof 201.25 72.25 63.92 3,223

Note: 1The first floor is considered part of the Turbine Building and Electrical Room common substructure and is listed in Tables 2.1-3 and 3.1.1-1

Table 2.1-3 Turbine Building and Electrical Room Common Substructure Overall Dimensions, Top of Floor Elevation


(feet)


(feet)


(feet)

374.00 265.50 3.58



Figure 2.1-1 Turbine Building Complex ACS SASSI Finite Element Model - Substructures

Electrical Room



Figure 2.1-2 Turbine Building Complex ACS SASSI Finite Element Model – Interior of Turbine Building Substructure with First Floor Slab Removed



3.0 VALIDATION OF T/B COMPLEX MODELS

3.1 Validation of the T/B and Electrical Room Models

Validation of the T/B and Electrical Room models was performed to confirm the following:

The increase of element size from fine to coarse mesh has no significant impact to the model structural response, i.e., to confirm that the FE mesh of the fine and coarse models both capture the local structural responses and the structural responses of significant modes of vibration.

The fine mesh ANSYS model responds similarly to the coarse mesh ACS SASSI model under a fixed base condition.

The adequacy of the T/B and Electrical Room ANSYS model was investigated through validation analyses in compliance with the requirements of NUREG-0800 SRP 3.7.2 (Reference 2), Subsection 3.7.2.II, which consists of the following:

A 1g static analysis to compare the structural weight, the mass properties, and the stiffness of the structures between the fine and coarse mesh models.

Modal analysis to compare the dominant modes and their natural frequencies, and mass participation factors of the structures between the fine and coarse mesh models.

Mode-superposition transient dynamic analysis to investigate the displacement response for various nodes of the structures between the fine and coarse mesh models.

All of the validation analyses in ANSYS were performed using a fixed base condition. To compare with the fixed base ANSYS results, a surface mounted, coarse mesh ACS SASSI model was analyzed with the T/B complex structural FE model resting on a half-space with very high stiffness (hard rock) to simulate a fixed base condition. Relative displacements and response spectra were obtained from the SSI validation analysis in ACS SASSI at selected nodes and were compared to the results obtained from the mode-superposition dynamic analysis performed in ANSYS. For the validation, a total of 21 nodes within the combined T/B and Electrical Room FE model were reviewed and compared. The selected nodes were from both the T/B and Electrical Room as shown on Figures 3.1-1, 3.1-2, and 3.1-3.

3.1.1 1g Static Analysis

The 1g static analysis was performed for both the fine and coarse mesh T/B and Electrical Room models in ANSYS using the fixed base condition. The analysis results for the structural weight of the models, the mass properties, and the stiffness of the structure for each model were then compared.



Table 3.1.1-1 presents the seismic weight (combined structure and equipment weight) of the coarse mesh model compared to the fine mesh model. To facilitate the comparison, the structural models are broken-down into components as indicated in Table 3.1.1-1. The ratio of the individual component weights between the models were close to 1 indicating good agreement between the fine and coarse mesh ANSYS models in terms of model seismic weight.

Table 3.1.1-2 presents the mass properties of the fine mesh model compared to the coarse mesh model. These properties include the center of mass and mass moment of inertia. The ratios of the mass moment of inertias between the models were close to 1, with ratios between 0.94 and 0.98, indicating good agreement between the mass properties, center of mass, and mass moment of inertias of the fine and coarse mesh ANSYS models.

The stiffness of the fine and coarse mesh ANSYS models was compared in the X, Y, and Z directions under a 1g load condition. For the T/B and Electrical Room, the displacements of three locations were compared. Figures 3.1.1-1 through 3.1.1-6 show the displacement distribution comparisons for the X, Y, and Z directions of the three locations. The displacement for the fine and coarse mesh ANSYS models compare well, showing the models respond similarly under a 1g load condition.

3.1.2 Modal Analysis

Modal analyses were performed in ANSYS using the fixed base condition for the combined T/B and Electrical Room fine and coarse mesh models.

For the T/B and Electrical Room, Figures 3.1.2-1, 3.1.2-2, and 3.1.2-3 show the results of modal analyses for the fine and coarse mesh ANSYS models in the X, Y, and Z directions, respectively. The agreement between the dynamic mass participation of the fine and coarse mesh ANSYS models confirms that the coarse mesh ANSYS model is adequate to capture the dynamic properties of the structure. The modal properties of the first 10 modes with the largest contribution of mass participation for the X, Y and Z direction vibrations for the T/B and Electrical Room fine and coarse mesh models are shown in Tables 3.1.2-1 through 3.1.2-6.

Modal analyses were also performed in ANSYS for each of the T/B and Electrical Room superstructures. There is no comparison between fine and coarse mesh because there is only one mesh size for the superstructure models. The modal properties of the first 10 modes with the largest contribution of mass participation for the X, Y and Z direction vibrations for each of the T/B and Electrical Room models are shown in Tables 3.1.2-7 through 3.1.2-9 and 3.1.2-10 through 3.1.2-12 respectively.

3.1.3 ANSYS Mode-Superposition Analysis

Mode-superposition method was used to perform the dynamic time history analysis in ANSYS for the fine and coarse mesh models, with a constant 4 percent modal damping ratio, as a percentage of critical damping, applied to all modes. The results of the mode-superposition analysis in the ANSYS fine and coarse mesh models were also used to evaluate the translation of the structure model to ACS SASSI. The ACS SASSI analysis allows only one component input motion for each run. Therefore to allow comparison, the mode-superposition analyses in



ANSYS were performed in the same manner. The Certified Seismic Design Response Spectra (CSDRS) compatible ground motion derived from TeR MUAP-10006 (Reference 6) was used as the input motion. The ANSYS mode superposition analyses were performed for the fixed base condition. The mode-superposition analyses for both fine and coarse mesh models include more than 90 percent dynamic mass in all three directions.

Relative displacement time histories were compared between the coarse and the fine mesh ANSYS results of the T/B and Electrical Room models. Comparison of the relative displacement time histories for 5 of the 21 nodes within the T/B and Electrical Room is presented on Figures 3.1.3-16 through 3.1.3-20, and the maximum relative displacements are compared for the five selected nodes in Tables 3.1.3-1 through 3.1.3-3. Both the relative displacement time histories and the maximum relative displacements show good agreement between the fine and coarse mesh ANSYS models, indicating the dynamic response of the coarse mesh ANSYS model adequately reproduces that of the fine mesh ANSYS models.

The response spectra for the T/B and Electrical Room fine and coarse mesh ANSYS models for 5 of the 21 selected nodes within the T/B and Electrical Room are compared in Figures 3.1.3-21 through 3.1.3-25. Five percent damping was used to develop the response spectra. Overall, for the T/B and Electrical Room, good agreement was observed between the fine and coarse mesh ANSYS response spectra, indicating that the coarse mesh model appropriately matches the response of the fine mesh model.

3.1.4 Fixed Base Analysis in ACS SASSI

Fixed base time history analyses were performed for a surface mounted ACS SASSI T/B complex model to evaluate the appropriate translation of T/B complex structure models from ANSYS to ACS SASSI. The same CSDRS compatible ground motion as described in subsection 3.1.3 was used as the input motion.

Acceleration transfer functions were plotted for the selected nodes and reviewed to check if the number of frequencies included in the ACS SASSI fixed base analyses were sufficient. Figures 3.1.3-1 through 3.1.3-15 show the acceleration transfer function un-interpolated (TFU) amplitudes at discrete frequencies and the acceleration transfer function interpolated (TFI) amplitudes for 5 of the 21 selected nodes within the T/B and Electrical Room. The acceleration transfer function un-interpolated (TFU) values plotted in the figures are the calculated amplitudes at frequencies where SSI analyses were performed, while the acceleration transfer function interpolated (TFI) line was developed by interpolation between the TFU values.

The good agreement between the trend of the TFI and the TFU values at each frequency indicates that sufficient frequencies were included in the analysis to appropriately represent the acceleration transfer function. The TFI and the TFU for the remaining nodes not plotted show similar levels of agreement.

3.1.5 Comparison of Time History Analysis Results

The time history analysis results were compared as response spectra, relative displacement time histories and maximum relative displacements for the ANSYS fine and coarse mesh



models as well as the ACS SASSI model for 5 of 21 selected nodes within the T/B and Electrical Room. The 5 percent damped response spectra were compared in Figure 3.1.3-21 through 3.1.3-25. The relative displacement time histories were compared for the fine mesh ANSYS model and the ACS SASSI model in Figure 3.1.3-16 through 3.1.3-20. The comparison of the maximum relative displacements of three models is provided in Table 3.1.3-1 through 3.1.3-3 for three directions.

As indicated in the comparison of the response spectra and the maximum relative displacements, the results from the ANSYS coarse mesh model closely matched the results from the ANSYS fine mesh model. Along with comparison results from 1-g static analysis and the modal analysis, it indicates that the mesh size used in the ANSYS coarse mesh model is adequate to capture the structural responses of the ANSYS fine mesh model.

The comparison for the relative displacement time histories and response spectra indicates that the results from the ACS SASSI model and the ANSYS fine mesh modes have comparable general trends. Based on the comparisons of both relative displacement and response spectra, it is concluded that the structure model was appropriately translated from ANSYS to ACS SASSI and that the structure model in ACS SASSI is able to capture similar structure response as the ANSYS fine mesh model.



Table 3.1.1-1 Seismic Weight of the Turbine Building and Electrical Room Finite Element Models

Structural Component


Ratio (1)/(2)

Fine Mesh (1)

Coarse Mesh (2)

Superstructure – Turbine Building1 87,404 N/A

Superstructure – Electrical Room1 7,392 N/A

Common Substructure 234,999 243,023 0.97

Total 329,795 337,819 0.98

Note: 1 The fine and coarse mesh models of superstructure are identical; comparison is not applicable (N/A)



Table 3.1.1-2 Mass Properties of the Turbine Building and Electrical Room Finite Element Models

Model Direction

Mass Center Coordinates (feet)

Mass Moment of Inertia about the Center of Mass

(kip-feet-sec2)

Fine Mesh

Coarse Mesh

Fine Mesh

(1)

Coarse Mesh

(2) Ratio (1)/(2)

Combined T/B and Electrical Room

X 122.86 120.4 1.48E+08 1.51E+08 0.98

Y -190.92 -189.79 8.17E+07 8.55E+07 0.96

Z 15.545 13.97 1.85E+08 1.90E+08 0.97

T/B Superstructure1

X 161.27 0.3596E+08 N/A

Y -185.68 0.1489E+08 N/A

Z 82.407 0.4166E+08 N/A

Electrical Room Superstructure1

X 35.430 0.9245E+06 N/A

Y -101.06 0.2114E+06 N/A

Z 43.507 0.1011E+07 N/A

T/B and Electrical Room Substructure

X 111.33 108.29 0.9140E+08 0.9374E+08 0.98

Y -195.70 -193.97 0.4271E+08 0.4525E+08 0.94

Z -10.203 -11.541 0.1331E+09 0.1377E+09 0.97

Note: 1 The fine and coarse mesh models of superstructure are identical; comparison is not applicable (N/A)



Table 3.1.2-1 T/B and Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of Fine Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)

Participation Factor

(percent) Effective Mass

(kips-second2/foot)

Cumulative Percent Participating Modal Mass

(percent of total mass)

20 1.323 0.756 24.262 2050.858 24.262

55 2.445 0.409 2.188 184.909 26.857

63 2.782 0.359 1.001 84.596 28.006

84 3.089 0.324 1.424 120.340 29.537

2188 28.308 0.035 1.910 161.419 42.701

3223 45.010 0.022 0.950 80.296 61.851

3290 46.265 0.022 0.857 72.478 67.553

3297 46.436 0.022 1.119 94.606 68.816

3305 46.580 0.021 1.409 119.066 72.036

3431 49.341 0.020 0.777 65.666 80.351

Table 3.1.2-2 T/B and Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of Coarse Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



20 1.333 0.750 23.202 2049.983 23.202

58 2.471 0.405 2.104 185.934 25.632

63 2.786 0.359 0.912 80.586 26.704

85 3.091 0.323 1.389 122.737 28.217

2709 35.868 0.028 0.926 81.787 45.764

2767 36.752 0.027 0.673 59.458 51.534

2775 36.879 0.027 0.792 70.018 52.971

3040 41.666 0.024 0.713 62.969 67.273

3121 43.175 0.023 0.808 71.393 75.357

3224 44.946 0.022 0.936 82.661 82.071



Table 3.1.2-3 T/B and Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of Fine Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



42 1.674 0.597 3.116 263.386 3.174

46 1.821 0.549 13.510 1142.002 16.685

48 1.959 0.511 10.436 882.173 27.121

71 2.905 0.344 1.171 98.966 28.528

90 3.218 0.311 1.743 147.346 30.616

2208 28.661 0.035 1.065 90.061 42.237

2726 36.250 0.028 1.161 98.166 52.373

3399 48.648 0.021 1.066 90.079 75.580

3420 49.151 0.020 1.166 98.601 78.767

3423 49.198 0.020 1.148 97.025 80.546

Table 3.1.2-4 T/B and Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of Coarse Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



42 1.676 0.597 3.058 270.224 3.111

46 1.820 0.549 12.141 1072.683 15.252

48 1.962 0.510 10.639 939.995 25.891

71 2.906 0.344 1.124 99.300 27.258

90 3.229 0.310 1.440 127.240 28.980

2428 31.303 0.032 1.430 126.329 44.120

3040 41.666 0.024 1.036 91.523 65.757

3100 42.818 0.023 0.720 63.652 71.118

3154 43.694 0.023 0.803 70.953 75.887

3293 46.426 0.022 0.607 53.615 81.850



Table 3.1.2-5 T/B and Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of Fine Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



64 2.826 0.354 2.151 181.816 2.419

145 3.993 0.250 0.894 75.568 4.188

156 4.066 0.246 1.977 167.092 7.280

157 4.068 0.246 1.252 105.844 8.532

222 4.520 0.221 0.658 55.653 12.755

4490 69.053 0.014 1.501 126.881 48.969

4945 77.994 0.013 1.002 84.705 66.693

4979 78.670 0.013 0.725 61.302 69.883

4987 78.796 0.013 0.685 57.945 71.550

5096 81.167 0.012 1.416 119.685 84.148

Table 3.1.2-6 T/B and Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of Coarse Mesh ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



64 2.828 0.354 2.061 182.054 2.296

157 4.071 0.246 2.795 246.908 7.715

223 4.530 0.221 1.016 89.746 12.424

4304 66.917 0.015 1.111 98.203 50.905

4306 66.947 0.015 1.502 132.695 52.777

4314 67.024 0.015 1.109 97.979 55.921

4511 70.340 0.014 1.510 133.427 68.633

4513 70.392 0.014 1.146 101.267 70.366

4519 70.517 0.014 1.269 112.090 71.892

4546 71.067 0.014 2.488 219.848 79.502



Table 3.1.2-7 T/B Modal Properties of Dominant Modes in X Direction (East-West) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



33 1.457 0.686 70.199 1907.520 70.199

44 1.808 0.553 2.050 55.703 72.249

58 2.824 0.354 1.575 42.792 75.507

59 2.850 0.351 0.720 19.551 76.227

78 3.142 0.318 1.632 44.337 78.718

79 3.155 0.317 1.576 42.823 80.294

80 3.197 0.313 2.158 58.640 82.452

90 3.384 0.295 1.260 34.250 84.310

124 3.929 0.255 0.610 16.585 87.677

222 4.689 0.213 0.701 19.048 90.120

Table 3.1.2-8 T/B Modal Properties of Dominant Modes in Y Direction (North-South) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



33 1.457 0.686 0.370 10.061 0.370

44 1.808 0.553 30.089 817.616 30.460

45 1.903 0.526 27.462 746.230 57.922

47 2.042 0.490 24.380 662.483 82.304

55 2.589 0.386 0.429 11.668 82.798

59 2.850 0.351 0.402 10.912 83.284

65 2.936 0.341 3.787 102.904 87.178

251 4.989 0.200 0.618 16.789 90.402

259 5.040 0.198 0.316 8.586 90.988

308 5.415 0.185 0.314 8.534 92.328



Table 3.1.2-9 T/B Modal Properties of Dominant Modes in Z Direction (Vertical) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



58 2.824 0.354 4.016 109.129 4.483

59 2.850 0.351 1.800 48.906 6.283

144 4.098 0.244 1.814 49.283 11.620

147 4.117 0.243 2.422 65.824 15.217

153 4.166 0.240 8.198 222.754 25.028

166 4.271 0.234 1.815 49.313 27.429

204 4.544 0.220 1.485 40.345 35.208

221 4.655 0.215 2.738 74.388 39.388

272 5.143 0.194 1.186 32.216 45.197

559 7.515 0.133 1.310 35.600 67.781

Table 3.1.2-10 Electrical Room Modal Properties of Dominant Modes in X Direction (East-West) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



5 2.524 0.396 78.446 180.235 78.446

11 3.439 0.291 4.630 10.639 83.321

12 3.552 0.282 1.625 3.733 84.946

16 4.306 0.232 0.745 1.712 86.067

18 4.502 0.222 0.892 2.048 87.104

19 4.521 0.221 1.091 2.507 88.195

34 6.428 0.156 1.145 2.630 89.897

44 7.155 0.140 0.796 1.830 91.201

45 7.216 0.139 0.843 1.936 92.044

76 11.834 0.085 1.173 2.694 94.919



Table 3.1.2-11 Electrical Room Modal Properties of Dominant Modes in Y Direction (North-South) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



9 3.173 0.315 0.997 2.290 0.997

10 3.262 0.307 69.699 160.139 70.696

11 3.439 0.291 0.804 1.848 71.501

17 4.435 0.225 3.153 7.243 74.953

20 4.757 0.210 10.610 24.378 85.891

21 4.935 0.203 3.668 8.427 89.559

22 5.043 0.198 1.074 2.468 90.633

47 7.337 0.136 1.411 3.241 93.008

72 11.442 0.087 0.497 1.142 93.875

85 12.992 0.077 1.063 2.442 95.294

Table 3.1.2-12 Electrical Room Modal Properties of Dominant Modes in Z Direction (Vertical) of ANSYS Model

Mode Frequency

(Hz) Period

(second)



(kips-second2/foot)



24 5.477 0.183 7.441 17.097 7.725

28 5.822 0.172 18.703 42.971 26.466

37 6.754 0.148 2.585 5.938 35.308

41 6.935 0.144 10.587 24.324 45.991

43 7.047 0.142 4.809 11.048 50.800

55 8.355 0.120 2.468 5.671 58.215

57 8.953 0.112 5.381 12.363 63.737

163 27.245 0.037 2.673 6.142 79.424

167 27.730 0.036 2.490 5.720 82.356

170 27.941 0.036 2.757 6.335 85.179



Table 3.1.3-1 Fixed Base Maximum Relative Displacements in X Direction (East-West) Due to X Direction Ground Motion

Selected Node

Number

Maximum Displacement1 (inches)

Ratio2 ANSYS

ACS SASSI (3)

Fine Mesh (1)

Coarse Mesh (2) (1)/(2) (1)/(3)

386 0.0214 0.0211 0.0213 1.01 1.01

635 1.6651 1.6218 1.4859 1.03 1.12

661 3.4690 3.4501 2.8890 1.01 1.20

1421 2.6308 2.4863 2.0686 1.06 1.27

5034 0.8340 0.8610 0.7272 0.97 1.15

Notes: 1 Maximum displacement values are rounded to the nearest 0.0001 inch. 2 The ratio is based on unrounded values.

Table 3.1.3-2 Fixed Base Maximum Relative Displacements in Y Direction (North-South) Due to Y Direction Ground Motion

Selected Node

Number


Ratio2 ANSYS

ACS SASSI (3)

Fine Mesh (1)

Coarse Mesh (2) (1)/(2) (1)/(3)

386 0.0190 0.0184 0.0166 1.03 1.15

635 1.0307 0.9866 0.9275 1.04 1.11

661 2.9681 2.9314 2.6023 1.01 1.14

1421 1.1371 1.1204 0.9965 1.01 1.14

5034 0.9196 0.9048 0.8101 1.02 1.14




Table 3.1.3-3 Fixed Base Maximum Relative Displacements in Z Direction (Vertical) Due to Z Direction Ground Motion

Selected Node

Number


Ratio2 ANSYS

ACS SASSI (3)

Fine Mesh (1)

Coarse Mesh (2) (1)/(2) (1)/(3)

386 0.1276 0.1292 0.1076 0.99 1.19

635 0.2121 0.2038 0.1560 1.04 1.36

661 0.0909 0.0887 0.0717 1.02 1.27

1421 0.0833 0.0808 0.0697 1.03 1.20

5034 0.1183 0.1155 0.0917 1.02 1.29




Figure 3.1-1 Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons



Figure 3.1-2 Turbine Building Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons



Figure 3.1-3 Electrical Room Node Locations for Fixed Base Relative Displacement Time History and Response Spectra Comparisons



-30

20

70

120

170

0 1 2 3 4 5 6

Ele

va

tio

n(f

t)

Lateral displacement (inches) at Column BT-8T(See Figure 1.1-2 for column row locations)

ANSYS Coarse Mesh (X Direction) ANSYS Fine Mesh (X Direction) ANSYS Coarse Mesh (Y Direction)ANSYS Fine Mesh (Y Direction)

Base of column

Top of column

Figure 3.1.1-1 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row BT-8T of Fine and Coarse Mesh ANSYS Models Under 1g

Load Applied in X and Y Directions, Respectively



-30

20

70

120

170

0 0.05 0.1 0.15 0.2

Ele

va

tio

n(f

t)

Vertical displacement (inches) at Column BT-8T(See Figure 1.1-2 for column row locations)

ANSYS Coarse Mesh (Z Direction)

ANSYS Fine Mesh (Z Direction)

Base of column

Top of column

Figure 3.1.1-2 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row BT-8T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z

Direction



-30

20

70

120

170

0 1 2 3 4 5 6

Ele

va

tio

n(f

t)

Lateral displacement (inches) at Column AT-3T(See Figure 1.1-2 for column row locations)


Base of column

Top of column

Figure 3.1.1-3 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row AT-3T of Fine and Coarse Mesh ANSYS Models Under 1g




-30

20

70

120

170

0 0.05 0.1 0.15 0.2 0.25 0.3

Ele

va

tio

n(f

t)

Vertical displacement (inches) at Column AT-3T(See Figure 1.1-2 for column row locations)



Base of column

Top of column

Figure 3.1.1-4 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row AT-3T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z

Direction



-30

20

70

120

170

0 1 2 3 4 5 6

Ele

va

tio

n(f

t)

Lateral displacement (inches) at Column AT-1T(See Figure 1.1-2 for column row locations)


Base of column

Top of column

Figure 3.1.1-5 X (East-West) and Y (North-South) Direction Displacement Comparisons at Turbine Building Column Row AT-1T of Fine and Coarse Mesh ANSYS Models Under 1g




-30

20

70

120

170

0 0.05 0.1 0.15 0.2 0.25 0.3

Ele

va

tio

n(f

t)

Vertical displacement (inches) at Column AT-1T(See Figure 1.1-2 for column row locations)



Base of column

Top of column

Figure 3.1.1-6 Z (Vertical) Direction Displacement Comparison at Turbine Building Column Row AT-1T of Fine and Coarse Mesh ANSYS Models Under 1g Load Applied in Z

Direction



0

10

20

30

40

50

60

70

80

90

100

0 20 40 60 80 100 120

Mo

dal

Mas

s o

f To

tal D

ynam

ic M

ass

(%)

Frequency (Hz)

ANSYS Coarse Mesh (X-Direction)

ANSYS Fine Mesh (X-Direction)

Figure 3.1.2-1 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in X (East-West) Direction



0

10

20

30

40

50

60

70

80

90

100

0 20 40 60 80 100 120

Mo

dal

Mas

s o

f To

tal D

ynam

ic M

ass

(%)

Frequency (Hz)

ANSYS Coarse Mesh (Y-Direction)

ANSYS Fine Mesh (Y-Direction)

Figure 3.1.2-2 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in Y (North-South) Direction



0

10

20

30

40

50

60

70

80

90

100

0 20 40 60 80 100 120

Mo

dal

Mas

s o

f To

tal D

ynam

ic M

ass

(%)

Frequency (Hz)

ANSYS Coarse Mesh (Z-Direction)

ANSYS Fine Mesh (Z-Direction)

Figure 3.1.2-3 Comparison of Turbine Building and Electrical Room Fine and Coarse Mesh ANSYS Dynamic Mass Participation in Z (Vertical) Direction



0.00

2.00

4.00

6.00

8.00

10.00

12.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]

Node 00386-Transfer Function Un-Interpolated (TFU)

Node 00386-Transfer Function Interpolated (TFI)

Figure 3.1.3-1 Acceleration Transfer Functions for Fixed Base Condition for X Direction (East-West) Due to X Direction Ground Motion at Node 386



0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]



Figure 3.1.3-2 Acceleration Transfer Functions for Fixed Base Condition for Y Direction (North-South) Due to Y Direction Ground Motion at Node 386



0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]



Figure 3.1.3-3 Acceleration Transfer Functions for Fixed Base Condition for Z Direction (Vertical) Due to Z Direction Ground Motion at Node 386



0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

0.50

1.00

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2.00

2.50

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3.50

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4.50

5.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

1.00

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3.00

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9.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

2.00

4.00

6.00

8.00

10.00

12.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

2.00

4.00

6.00

8.00

10.00

12.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

2.00

4.00

6.00

8.00

10.00

12.00

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0.01 0.1 1 10 100

Am

pli

tud

e

Frequency [Hz]






-0.025

-0.020

-0.015

-0.010

-0.005

0.000

0.005

0.010

0.015

0.020

0.025

0 5 10 15 20 25

Rel

ativ

e D

isp

lace

men

t (i

n)

Time (second)

Relative Displacement in X Direction Due to X Direction Ground Motion

ACS SASSI_Node 386ANSYS Fine_Node 2864

-0.025

-0.020

-0.015

-0.010

-0.005

0.000

0.005

0.010

0.015

0.020

0 5 10 15 20 25

Rel

ativ

e D

isp

lace

men

t (i

n)

Time (second)

Relative Displacement in Y Direction Due to Y Direction Ground Motion


-0.150

-0.100

-0.050

0.000

0.050

0.100

0.150

0 5 10 15 20 25

Rel

ativ

e D

isp

lace

men

t (i

n)

Time (second)

Relative Displacement in Z Direction Due to Z Direction Ground Motion


Figure 3.1.3-16 Fixed Base Relative Displacement Time History Comparison Between Fine Mesh ANSYS Model and ACS SASSI Model, Node 386 in X, Y, and Z Directions



-2.000

-1.500

-1.000

-0.500

0.000

0.500

1.000

1.500

2.000

0 5 10 15 20 25

Rel

ativ

e D

isp

lace

men

t (i

n)

Time (second)



-1.500

-1.000

-0.500

0.000

0.500

1.000

1.500

0 5 10 15 20 25

Rel

ativ

e D

isp

lace

men

t (i

n)

Time (second)



-0.250

-0.200

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0.000

0.050

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0.200

0 5 10 15 20 25

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ativ

e D

isp

lace

men

t (i

n)

Time (second)






-4.000

-3.000

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-1.000

0.000

1.000

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0 5 10 15 20 25

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ativ

e D

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men

t (i

n)

Time (second)



-4.000

-3.000

-2.000

-1.000

0.000

1.000

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4.000

0 5 10 15 20 25

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ativ

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lace

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n)

Time (second)



-0.100

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-0.060

-0.040

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0.000

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0.040

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0.100

0 5 10 15 20 25

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ativ

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n)

Time (second)






-3.000

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-1.000

0.000

1.000

2.000

3.000

0 5 10 15 20 25

Rel

ativ

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isp

lace

men

t (i

n)

Time (second)



-1.500

-1.000

-0.500

0.000

0.500

1.000

1.500

0 5 10 15 20 25

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ativ

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isp

lace

men

t (i

n)

Time (second)



-0.100

-0.080

-0.060

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0.020

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0.060

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0 5 10 15 20 25

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ativ

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isp

lace

men

t (i

n)

Time (second)






-1.000

-0.800

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0 5 10 15 20 25

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n)

Time (second)



-1.200

-1.000

-0.800

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0.000

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0 5 10 15 20 25

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lace

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t (i

n)

Time (second)



-0.150

-0.100

-0.050

0.000

0.050

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0.150

0 5 10 15 20 25

Rel

ativ

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isp

lace

men

t (i

n)

Time (second)






0.0

0.5

1.0

1.5

2.0

2.5

0.1 1 10 100

Sp

ectr

al A

ccel

erat

ion

(g

)

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ANSYS Coarse_Node 386ACS SASSI_Node 386ANSYS Fine_Node 2864

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Response Spectra in Z Direction Due to Z Direction Ground Motion


Figure 3.1.3-21 Fixed Base Response Spectra Comparison Between Fine and Coarse Mesh ANSYS Models and ACS SASSI Model, Node 386 in X, Y, and Z Directions



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4.0 SOIL-STRUCTURE INTERACTION ANALYSIS

4.1 Methodology

The SSI analyses of the US-APWR T/B complex were performed using the ACS SASSI computer software to solve the seismic response of a SSI system in the frequency domain.

In summary, the SSI analysis methodology implemented for the T/B complex consisted of the following basic elements:

Modifying the layer thicknesses of the generic subsurface profiles presented in MUAP-10006 (Reference 6) to comply with the meshing of the coarse mesh T/B complex structural model.

Incorporating the subsurface profiles into ACS SASSI model.

Generating excavated soil volume and embedding the T/B complex model into the subsurface profiles.

Performing SSI analyses in ACS SASSI for the generic layered subsurface profiles using the Direct Method (Flexible Volume Method). For each SSI analysis, acceleration transfer functions were computed using discrete frequencies. Confirmation was then made that sufficient frequencies were included by inspecting the relationship between the interpolated and un-interpolated acceleration transfer functions.

Processing the SSI analysis results to obtain relative displacement time histories for each input ground motion component at selected points of interest. The input ground motions are the within (in-layer) acceleration time histories (two horizontal and one vertical) applied at the bottom of the T/B complex substructure at elevation -24 feet 7 inches.

Computing the final relative displacement time histories of selected T/B and Electrical Room nodes by combining algebraically, at each time-step, the three independent displacement time history components. The maximum relative displacements are extracted from the final relative displacement time histories as the absolute maximum value of the displacement series.

4.2 Development of Site Input Parameters

To be consistent with the SSI analysis of the R/B complex, the same six generic subsurface profiles developed in TeR MUAP-10006 (Reference 6) were used for the SSI analysis of the T/B complex.



4.2.1 Subsurface Profile/Properties

For the T/B complex SSI analysis, six generic subsurface profiles with strain compatible properties from the ground surface (grade elevation 2 feet 7 inches) to hard rock were obtained from the six subsurface profiles (median profiles) developed in TeR MUAP-10006 (References 6).

As presented in Subsection 1.1.1 of this TeR, the bottom elevation of the T/B complex FE model is at elevation -24 feet 7 inches, which is 27 feet 2 inches below the ground surface (elevation 2 feet 7 inches). Because the FE models were analyzed as embedded structures, the layer in which the bottom of the FE model sits was subdivided at elevation -24 feet 7 inches.

For layers between the ground surface and above elevation -24 feet 7 inches (including the subdivided layer), the layer thicknesses were adjusted to match the FE mesh vertical dimensions of the embedded portion of the coarse mesh FE model. The approach used to generate equivalent layers is exemplified for shear wave velocity using the following equation:

n

i si

i

n

ii

s

v

d

dv

1

1

(Equation 4.2-1)

Where:

di is the thickness of the ith layer

vsi is the corresponding shear wave velocity of the ith layer.

The compression wave velocity was also calculated in this same manner. Calculation of the unit weight and damping was done using a weighted average based on the layer thicknesses.

For layers below elevation -24 feet 7 inches, the subsurface profiles were divided to meet the minimum passing frequency consistent with analysis cut-off frequency of 50Hz. In accordance with the ACS SASSI manual (Reference 5), the thickness of each subsurface layer was limited to less than 20 percent of the wave length of the material the wave is passing through at the highest (or cut-off) frequency, fn, of analysis. The maximum recommended thickness, dmax, of a subsurface profile layer, with a given shear wave velocity, Vs, was evaluated by solving the following equation:

n

s

f

Vd

5max

(Equation 4.2-2)

Based on the 50 Hz cut-off frequency used for the SSI analysis, the strain compatible subsurface material properties and layer thicknesses for the six subsurface profiles used for SSI analyses of the T/B complex are provided in Tables 4.2.1-1 through 4.2.1-6. The top of Layer 1 in Tables 4.2.1-1 through 4.2.1-6 is located at the elevation of 2 feet 9 inches to match the SSI structure mesh for the embedded analysis. The layer thicknesses for all the subsurface profiles



below elevation -24 feet 7 inches shown in the tables satisfy the requirement of Equation 4.2-2 as indicated in the tables. The maximum passing frequency in the vertical direction compared to the 50 Hz cut-off frequency for each of the six subsurface profiles is listed in Table 4.2.1-7.

Equation 4.2-2 can also be applied to determine the maximum passing frequency based on the mesh size. The mesh size of 12.0 feet is based on the average equivalent square element size in the horizontal direction for the excavated soil volume for the T/B complex ACS SASSI FE model. Based on shear wave velocities from Tables 4.2.1-1 through 4.2.1-6 the maximum passing frequency in the horizontal direction for each generic subsurface profile is then calculated using Equation 4.2-2 with results presented in Table 4.2.1-8. As indicated in the table, all the maximum passing frequencies based on the mesh size are less than the cut-off frequency of 50 Hz for all the subsurface profiles except the 2032-100 subsurface profile.

As noted in Tables 4.2.1-7 and 4.2.1-8 the smallest maximum passing frequency in both the vertical and horizontal directions is 18.3 Hz for the 560-500 subsurface profile. To evaluate the frequency content of the input motion, the Fourier Amplitude Spectra (FAS) of three components (two horizontal and one vertical) of input ground motions are calculated through the Fourier analysis using the Fast Fourier Transformation (FFT) algorithm and are presented in Figures 4.2.1-1 through 4.2.1-18. The FAS expresses the frequency contents of a ground motion and shows how the amplitude (energy) of the motion is distributed with respect to frequency content. As shown in Figures 4.2.1-1 through 4.2.1-18, the dominant frequency contents where the input earthquake energy is greatest (largest amplitude) for the three motion components are between approximately 0.2 and 5 to 10 Hz. The amplitudes beyond 18 Hz are less than 5 to 10 percent of the peak amplitude in the FAS, depending on subsurface profile.

To evaluate the input motion’s frequency content of interest, Figures 4.2.1-1 through 4.2.1-18 also show the cumulative power for each FAS as a function of frequency from 0 to 50 Hz. Table 4.2.1-9 lists the horizontal cumulative power associated with the least horizontal passing frequency for each subsurface profile respectively. As shown in the table, the mesh is capable of transmitting more than 98 percent of the cumulative power from the standard plant seismic input motions.

Based on Tables 4.2.1-7, 4.2.1-8, and 4.2.1-9, the mesh size of the SSI models is capable of transmitting the frequency content of interest for the SSI T/B complex SSI analysis.

4.2.2 Excavated Soil Volume

To perform the SSI analysis as an embedded analysis, an excavated soil volume was generated. The excavated soil volume, presented in Figure 4.2.2-1, represents the free field soil component that is replaced by the T/B complex substructures. At the bottom and lateral surfaces of the excavated soil volume, the excavated soil and T/B complex substructure share the same nodes at four sides of the exterior walls to create an embedded model. As a result, the excavated volume soil elements share the same mesh size as substructure elements in both horizontal and vertical directions. Since the basemat of the T/G pedestal is separated from the T/B and Electrical Room combined basemat, the excavated soil volume for the T/G pedestal was developed separately from the excavated soil volume of the T/B and Electrical Room. The dynamic soil properties of the excavated soil volumes are the same as the properties of the



adjacent soil layers in free field. All nodes in the excavated soil volume are defined as the interaction nodes for the SSI analyses using the Direct Method (Flexible Volume Method).

4.2.3 Ground Motion Time Histories

The ground motion time histories used in this analysis were derived from TeR MUAP-10006 (Reference 6) using the Mt Baldy, California recording of the January 17, 1994, Northridge earthquake as the seed ground motion. For the T/B complex SSI analyses, the time history ground motions were applied as within (in-layer) ground motions at the bottom of the T/B and Electrical Room substructure, at elevation -24 feet 7 inches. The in-layer time histories were developed based on the CSDRS and consistent with the approach discussed in TeR MUAP-10006 (Reference 6).

Figures 4.2.3-1 through 4.2.3-6 present the acceleration time histories used as input ground motion for the SSI analyses. The time step and histories are 0.005 second and 22.080 seconds, respectively, which results in a total of 4,417 time steps (including the zero time step). According to the ACS SASSI User Manual (Reference 5), the FFT is used to compute the Discrete Fourier Transform (DFT) and its inverse. For the FFT, the number of the Fourier points (time steps) needs to be a power of 2. The number of Fourier points used for the T/B complex SSI analysis is 2 to the power of 13 (213) or 8,192. The number of Fourier points is 3,775 more than the total number of time steps of the input time history. Therefore, trailing zeros are added to the end of the input time history as a quiet zone (Reference 5). The trailing zeros result in an 18.875 second duration quiet zone. According to Tables 3.1.2-1 through 3.1.2-12, the predominant periods of the T/B and Electrical Room are less than 1 second. Even though the predominant periods will be slightly higher after considering the SSI, the quiet zone is long enough for the structures to come to rest after the entire duration of the acceleration time history.

4.3 Dynamic FE Model SSI Analyses

The SSI analysis results are provided as the maximum relative displacements at the selected nodes of the T/B and Electrical Room that are obtained from the analysis of the six generic subsurface profiles. The maximum relative displacements were computed with respect to the input ground motion in the free-field at elevation -24 feet 7 inches.

Sixty-six node locations were selected to investigate the T/B and Electrical Room dynamic behavior in terms of the maximum relative displacements. The node locations are shown on Figures 4.3-1 through 4.3-3 and are summarized as follows:

27 nodes along the north T/B complex wall located nearest to the R/B complex. Nodes were selected at each column and floor level. Nodes above elevation 60 feet 6 inches were not selected because of the increased distance from the R/B complex.

4 nodes at the top four corners of the T/B.

20 nodes on the T/B wall adjacent to the Electrical Room (not counting 3 nodes common with north T/B complex wall). Nodes were selected from the lowest three



T/B floors at each column and floor elevation, because the lower three T/B floors correspond to the height of the Electrical Room.

15 nodes on the Electrical Room wall adjacent to the T/B (not counting 3 nodes common with the north T/B complex wall). Nodes were selected at each column and floor level.

4.3.1 Approach for Estimating T/B and Electrical Room Node Maximum Displacements

The maximum T/B and Electrical Room node displacements were estimated as the node displacements relative to a reference node defined in the free field at EL -24 feet 7 inches and were calculated using the ACS SASSI RELDISP module. The RELDISP module computes node relative displacements based on a direct analytical approach in complex frequency domain. Before computing node displacements relative to the reference node, the total acceleration transfer functions at the T/B and Electrical Room nodes were computed using the ACS SASSI MOTION module.

The relative displacements using the ACS SASSI RELDISP module are computed using the following steps:

Define the free-field reference node, and the T/B and Electrical Room nodes where the displacements relative to the reference node are to be estimated.

Compute acceleration transfer functions for the free-field reference node and the acceleration transfer functions for the T/B and Electrical Room nodes using the ACS SASSI MOTION module.

Compute the displacement transfer functions directly from the acceleration transfer functions.

Compute the relative displacement response in frequency domain by convolution between the relative displacement transfer functions and the Fourier transform of the input acceleration time history (control motion).

Compute the relative displacement time histories from the relative displacements in frequency domain using the inverse Fourier transformation.

Compute the combined relative displacement time histories in a particular direction, X, Y, or Z using time domain superposition of the co-directional effects computed for each seismic motion directional input in the X, Y, or Z directions. The three components of earthquake motion are statistically independent as described in TeR MUAP-10006 (Reference 6). Therefore, computation of the combined relative displacement time histories is performed by combining algebraically, at each time-step, the three independent displacement time history components. This method is in compliance with Regulatory Guide 1.92, Part C. Regulatory Position, Section 2.2, item number 2 (Reference 12).



Obtain the maximum relative displacement for each subsurface profile from the combined displacement time histories. To consider that the input motions may reverse direction, the maximum relative displacements were developed as the absolute value of the maximum positive displacement (moving toward) and minimum negative displacement (moving away) of the combined displacement time history. The maximum displacement toward the R/B complex of each T/B and Electrical Room node relative to the free-field is the enveloped value of the maximum relative displacements from each of the six generic subsurface profiles.

4.3.2 Results of Acceleration Transfer Functions

Prior to computing the T/B and Electrical Room node displacements, acceleration transfer functions were plotted for the selected nodes and reviewed to confirm that the number of frequencies included in the SSI analyses were sufficient to develop acceptable interpolated acceleration transfer functions. For the cracked substructure condition, Figures 4.3.2-1 through 4.3.2-20 show the TFU amplitudes for discrete frequencies where ACS SASSI calculated the amplitudes, and the TFI amplitudes. The TFI amplitude line was developed by interpolation between the TFU values. Figures 4.3.2-1 through 4.3.2-10 show the TFU and TFI amplitude plots for the Y direction (North-South) due to Y direction ground motion for five of the 27 selected nodes at the north T/B complex wall located nearest to the R/B complex. Figures 4.3.2-11 through 4.3.2-20 show the TFI and TFU amplitude plots for the X direction (East-West) due to X direction ground motion for five of the 35 nodes on the T/B and the Electrical Room adjacent walls. Appendix A contains the results based on the uncracked substructure condition.

Figures 4.3.2-1 through 4.3.2-20 also show that there is good agreement between the trend of the TFI and the TFU values at each SSI frequency, which indicates that sufficient frequencies were included in the SSI analysis to appropriately represent the acceleration transfer functions. The TFI and the TFU for the remaining nodes that are not shown have similar levels of agreement.

Figures 4.3.2-21 through 4.3.2-25 show the TFI in the Y direction (North-South) due to Y direction ground motion for the six subsurface profiles for five of the 27 nodes at the north T/B complex wall located nearest to the R/B complex. Figures 4.3.2-26 through 4.3.2-30 show the TFI in the X direction (East-West) due to X direction ground motion for the six subsurface profiles for five of the 35 nodes on the T/B and Electrical Room adjacent walls. The comparison shows that under SSI effects, the dominant frequencies shift to lower frequencies as the stiffness of the subsurface profile decreases.

4.3.3 Results of Maximum T/B Complex Displacements

Tables 4.3.3-1 and 4.3.3-2 report the SSI computed maximum relative T/B complex displacements in the X (East-West) and Y (North-South) directions at the 66 T/B and Electrical Room nodes with respect to the free-field input ground surface motion for the six subsurface profiles. Appendix A contains the results based on the uncracked substructure condition. Appendix C reports the range of SSSI maximum displacements in the Y-direction (North-South) in Subsection C.2.0.



For the selected nodes adjacent to the R/B complex (Figure 4.3-1), the maximum displacements (rounded to two decimal places) in the Y-direction (North-South) range from 0.12 inch at node 290 to 2.74 inches at node 605 (Tables 4.3.3-2, A.3-2 and Subsection C.2.0). These values represent an envelope of both the cracked and uncracked substructure conditions for SSI and SSSI. For the cracked and uncracked substructure condition and each of the 66 selected nodes, Table 4.3.3-3 shows the subsurface profile associated with the computed maximum relative X and Y direction SSI displacements with respect to free-field motion.



Table 4.2.1-1 Strain Compatible Dynamic Properties for 270-200 Generic Layered Subsurface Profile for the Turbine Building Complex SSI Analyses

(Sheet 1 of 3) Turbine Building Complex

Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave

Velocity1 Damping for Shear

Wave

Damping for Compression

Wave

Maximum Passing

Frequency2

(ft) (kcf) (ft/s) (ft/s) (Hz)

1 6.91667 0.125 1296 5284 0.0151550 0.0151550 37.5

2 6.91663 0.125 1290 5397 0.0208180 0.0208180 37.3

3 6.91670 0.125 1243 5234 0.0231630 0.0231630 36.0

4 6.58330 0.125 1209 5140 0.0254390 0.0254390 36.7

5(3) 4.49533 0.125 1196 5127 0.0270420 0.0270420 53.2

6 4.29000 0.125 1234 5328 0.0286320 0.0286320 57.5

7 4.29000 0.125 1234 5328 0.0286320 0.0286320 57.5

8 1.75900 0.125 1208 5265 0.0304460 0.0304460 137.4

9 3.41050 0.125 1188 5213 0.0319600 0.0319600 69.7

10 3.41050 0.125 1188 5213 0.0319600 0.0319600 69.7

11 4.29000 0.125 1204 5318 0.0329790 0.0329790 56.1

12 4.29000 0.125 1204 5318 0.0329790 0.0329790 56.1

13 4.29000 0.125 1262 5555 0.0328770 0.0328770 58.8

14 4.29000 0.125 1262 5555 0.0328770 0.0328770 58.8

15 4.29000 0.125 1281 5653 0.0337970 0.0337970 59.7

16 4.29000 0.125 1281 5653 0.0337970 0.0337970 59.7

17 4.29000 0.125 1315 5808 0.0340460 0.0340460 61.3

18 4.29000 0.125 1315 5808 0.0340460 0.0340460 61.3

19 4.68850 0.125 1308 5788 0.0263190 0.0263190 55.8

20 4.68850 0.125 1308 5788 0.0263190 0.0263190 55.8

21 4.68700 0.125 1382 6093 0.0258100 0.0258100 59.0

22 4.68700 0.125 1382 6093 0.0258100 0.0258100 59.0

23 4.68850 0.125 1394 6159 0.0262450 0.0262450 59.5

24 4.68850 0.125 1394 6159 0.0262450 0.0262450 59.5

25 4.68700 0.125 1441 6343 0.0259500 0.0259500 61.5

26 4.68700 0.125 1441 6343 0.0259500 0.0259500 61.5

27 4.68850 0.125 1389 6160 0.0276070 0.0276070 59.2

28 4.68850 0.125 1389 6160 0.0276070 0.0276070 59.2

29 4.68700 0.125 1449 6406 0.0269560 0.0269560 61.8

30 4.68700 0.125 1449 6406 0.0269560 0.0269560 61.8

31 5.00000 0.131 1481 6533 0.0260900 0.0260900 59.2

32 5.00000 0.131 1481 6533 0.0260900 0.0260900 59.2

33 5.00000 0.131 1496 6617 0.0262650 0.0262650 59.8

34 5.00000 0.131 1496 6617 0.0262650 0.0262650 59.8

35 5.00000 0.131 1519 6729 0.0262560 0.0262560 60.8

36 5.00000 0.131 1519 6729 0.0262560 0.0262560 60.8




(Sheet 2 of 3)Turbine Building Complex

Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


37 5.00000 0.131 1547 6843 0.0263050 0.0263050 61.9

38 5.00000 0.131 1547 6843 0.0263050 0.0263050 61.9

39 5.00000 0.131 1535 6809 0.0269780 0.0269780 61.4

40 5.00000 0.131 1535 6809 0.0269780 0.0269780 61.4

41 4.99800 0.131 1576 6988 0.0266680 0.0266680 63.1

42 4.99800 0.131 1576 6988 0.0266680 0.0266680 63.1

43 0.60400 0.131 1572 6976 0.0269450 0.0269450 520.5

44 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

45 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

46 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

47 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

48 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

49 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

50 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

51 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

52 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

53 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

54 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

55 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

56 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

57 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

58 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

59 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

60 9.65000 0.131 2509 8230 0.0050000 0.0050000 52.0

61 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

62 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

63 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

64 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

65 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

66 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

67 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

68 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

69 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

70 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

71 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

72 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

73 12.85000 0.134 3281 8924 0.0050000 0.0050000 51.1

74 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


75 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

76 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

77 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

78 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

79 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

80 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

81 18.25000 0.140 4921 11240 0.0050000 0.0050000 53.9

82 18.05000 0.140 4921 11240 0.0050000 0.0050000 54.5

83 26.00000 0.144 6562 14270 0.0050000 0.0050000 50.5

84 26.00000 0.144 6562 14270 0.0050000 0.0050000 50.5

85 26.00000 0.144 6562 14270 0.0050000 0.0050000 50.5

86 26.00000 0.144 6562 14270 0.0050000 0.0050000 50.5

Half-Space 0.144 6562 14270 0.0050000 0.0050000 N/A Notes:

(1) Velocity is presented rounded to the nearest 1. (2) The maximum passing frequency of each layer in the vertical direction is 1/5 * (Layer Shear Wave

Velocity) / (Layer Thickness). (3) Layer 5 is the interface layer with the bottom of the basemat.

ft = feet kcf = kips per cubic foot ft/s = feet per second N/A = not applicable Hz = hertz





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


1 6.91667 0.125 1178 5106 0.0165030 0.0165030 34.1

2 6.91663 0.125 1173 5238 0.0228790 0.0228790 33.9

3 6.91670 0.125 1178 5161 0.0246890 0.0246890 34.1

4 6.58330 0.125 1173 5129 0.0266590 0.0266590 35.6

5(3) 4.49533 0.125 1167 5142 0.0282660 0.0282660 51.9

6 4.29000 0.125 1228 5298 0.0293640 0.0293640 57.3

7 4.29000 0.125 1228 5298 0.0293640 0.0293640 57.3

8 1.75900 0.125 1242 5382 0.0304090 0.0304090 141.2

9 3.41050 0.125 1256 5457 0.0309910 0.0309910 73.7

10 3.41050 0.125 1256 5457 0.0309910 0.0309910 73.7

11 4.29000 0.125 1301 5658 0.0314330 0.0314330 60.6

12 4.29000 0.125 1301 5658 0.0314330 0.0314330 60.6

13 4.29000 0.125 1277 5618 0.0336440 0.0336440 59.5

14 4.29000 0.125 1277 5618 0.0336440 0.0336440 59.5

15 4.29000 0.125 1271 5625 0.0351850 0.0351850 59.3

16 4.29000 0.125 1271 5625 0.0351850 0.0351850 59.3

17 4.29000 0.125 1327 5872 0.0347680 0.0347680 61.9

18 4.29000 0.125 1327 5872 0.0347680 0.0347680 61.9

19 4.68850 0.125 1309 5806 0.0270500 0.0270500 55.8

20 4.68850 0.125 1309 5806 0.0270500 0.0270500 55.8

21 4.68700 0.125 1352 5992 0.0269590 0.0269590 57.7

22 4.68700 0.125 1352 5992 0.0269590 0.0269590 57.7

23 4.68850 0.125 1350 6001 0.0275970 0.0275970 57.6

24 4.68850 0.125 1350 6001 0.0275970 0.0275970 57.6

25 4.68700 0.125 1332 5956 0.0286280 0.0286280 56.8

26 4.68700 0.125 1332 5956 0.0286280 0.0286280 56.8

27 4.68850 0.125 1419 6309 0.0275690 0.0275690 60.5

28 4.68850 0.125 1419 6309 0.0275690 0.0275690 60.5

29 4.68700 0.125 1448 6427 0.0275790 0.0275790 61.8

30 4.68700 0.125 1448 6427 0.0275790 0.0275790 61.8

31 5.00000 0.131 1504 6632 0.0263480 0.0263480 60.2

32 5.00000 0.131 1504 6632 0.0263480 0.0263480 60.2

33 5.00000 0.131 1541 6790 0.0261760 0.0261760 61.6

34 5.00000 0.131 1541 6790 0.0261760 0.0261760 61.6

35 5.00000 0.131 1578 6956 0.0260240 0.0260240 63.1





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


36 5.00000 0.131 1578 6956 0.0260240 0.0260240 63.1

37 5.00000 0.131 1575 6958 0.0264560 0.0264560 63.0

38 5.00000 0.131 1575 6958 0.0264560 0.0264560 63.0

39 5.00000 0.131 1589 7029 0.0266330 0.0266330 63.6

40 5.00000 0.131 1589 7029 0.0266330 0.0266330 63.6

41 5.00000 0.131 1592 7052 0.0270180 0.0270180 63.7

42 5.00000 0.131 1592 7052 0.0270180 0.0270180 63.7

43 5.29900 0.131 1616 7160 0.0269880 0.0269880 61.0

44 5.29900 0.131 1616 7160 0.0269880 0.0269880 61.0

45 5.29900 0.131 1710 7317 0.0230140 0.0230140 64.6

46 5.29900 0.131 1710 7317 0.0230140 0.0230140 64.6

47 5.75000 0.131 1771 7563 0.0225710 0.0225710 61.6

48 5.75000 0.131 1771 7563 0.0225710 0.0225710 61.6

49 5.75000 0.131 1684 7245 0.0241790 0.0241790 58.6

50 5.75000 0.131 1684 7245 0.0241790 0.0241790 58.6

51 5.88933 0.131 1691 7291 0.0243990 0.0243990 57.4

52 5.88933 0.131 1691 7291 0.0243990 0.0243990 57.4

53 5.88933 0.131 1691 7291 0.0243990 0.0243990 57.4

54 5.88933 0.131 1705 7358 0.0247270 0.0247270 57.9

55 5.88933 0.131 1705 7358 0.0247270 0.0247270 57.9

56 5.88933 0.131 1705 7358 0.0247270 0.0247270 57.9

57 5.88933 0.131 1759 7574 0.0243060 0.0243060 59.7

58 5.88933 0.131 1759 7574 0.0243060 0.0243060 59.7

59 5.88933 0.131 1759 7574 0.0243060 0.0243060 59.7

60 6.08000 0.131 1795 7723 0.0242100 0.0242100 59.0

61 6.08000 0.131 1795 7723 0.0242100 0.0242100 59.0

62 6.08900 0.131 1795 7723 0.0242100 0.0242100 59.0

63 6.08000 0.131 1776 7665 0.0249800 0.0249800 58.4

64 6.08000 0.131 1776 7665 0.0249800 0.0249800 58.4

65 6.08900 0.131 1776 7665 0.0249800 0.0249800 58.3

66 6.08000 0.131 1752 7591 0.0257170 0.0257170 57.6

67 6.08000 0.131 1752 7591 0.0257170 0.0257170 57.6

68 6.08900 0.131 1752 7591 0.0257170 0.0257170 57.6

69 6.08000 0.131 1749 7585 0.0261530 0.0261530 57.5

70 6.08000 0.131 1749 7585 0.0261530 0.0261530 57.5

71 6.08900 0.131 1749 7585 0.0261530 0.0261530 57.4

72 6.67000 0.131 1768 7659 0.0262080 0.0262080 53.0





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


73 6.67000 0.131 1768 7659 0.0262080 0.0262080 53.0

74 6.66100 0.131 1768 7659 0.0262080 0.0262080 53.1

75 6.67000 0.131 1747 7600 0.0268570 0.0268570 52.4

76 6.67000 0.131 1747 7600 0.0268570 0.0268570 52.4

77 6.66100 0.131 1747 7600 0.0268570 0.0268570 52.4

78 6.67000 0.131 1788 7767 0.0266020 0.0266020 53.6

79 6.67000 0.131 1788 7767 0.0266020 0.0266020 53.6

80 6.66100 0.131 1788 7767 0.0266020 0.0266020 53.7

81 6.67000 0.131 1791 7791 0.0269010 0.0269010 53.7

82 6.67000 0.131 1791 7791 0.0269010 0.0269010 53.7

83 6.66100 0.131 1791 7791 0.0269010 0.0269010 53.8

84 6.67000 0.131 1817 7903 0.0267610 0.0267610 54.5

85 6.67000 0.131 1817 7903 0.0267610 0.0267610 54.5

86 6.66100 0.131 1817 7903 0.0267610 0.0267610 54.6

87 6.67000 0.131 1780 7770 0.0276600 0.0276600 53.4

88 6.67000 0.131 1780 7770 0.0276600 0.0276600 53.4

89 6.66100 0.131 1780 7770 0.0276600 0.0276600 53.4

90 5.20200 0.131 1783 7791 0.0278460 0.0278460 68.5

91 5.20200 0.131 1783 7791 0.0278460 0.0278460 68.5

92 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

93 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

94 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

95 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

96 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

97 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

98 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

99 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

100 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

101 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

102 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

103 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

104 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

105 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

106 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

107 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

108 9.10000 0.131 2376 7795 0.0050000 0.0050000 52.2

109 9.35000 0.131 2376 7795 0.0050000 0.0050000 50.8





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


110 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

111 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

112 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

113 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

114 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

115 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

116 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

117 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1

118 12.60000 0.134 3281 8924 0.0050000 0.0050000 52.1



velocity) / (Layer Thickness). (3) Layer 5 is the interface layer with the bottom of the basemat.






Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


1 6.91667 0.125 1095 4701 0.0220860 0.0220860 31.7

2 6.91663 0.125 1404 5210 0.0271200 0.0271200 40.6

3 6.91670 0.125 1385 5215 0.0307450 0.0307450 40.0

4 6.58330 0.125 1440 4946 0.0261910 0.0261910 43.8

5(3) 2.83533 0.125 1440 4946 0.0261910 0.0261910 101.6

6 5.00000 0.131 1649 5192 0.0255200 0.0255200 66.0

7 5.00000 0.131 1649 5192 0.0255200 0.0255200 66.0

8 1.99800 0.131 1636 5240 0.0270550 0.0270550 163.8

9 4.00100 0.131 1627 5240 0.0281340 0.0281340 81.3

10 4.00100 0.131 1627 5240 0.0281340 0.0281340 81.3

11 6.00000 0.131 1906 5515 0.0225080 0.0225080 63.5

12 6.00000 0.131 1906 5515 0.0225080 0.0225080 63.5

13 6.00000 0.131 1906 5515 0.0225080 0.0225080 63.5

14 7.25100 0.131 2262 6146 0.0207870 0.0207870 62.4

15 7.25100 0.131 2262 6146 0.0207870 0.0207870 62.4

16 7.24950 0.131 2249 6357 0.0219400 0.0219400 62.0

17 7.24950 0.131 2249 6357 0.0219400 0.0219400 62.0

18 6.70000 0.131 2230 6010 0.0229810 0.0229810 66.6

19 6.70000 0.131 2230 6010 0.0229810 0.0229810 66.6

20 6.60100 0.131 2230 6010 0.0229810 0.0229810 67.6

21 6.70000 0.131 2218 6206 0.0179580 0.0179580 66.2

22 6.70000 0.131 2218 6206 0.0179580 0.0179580 66.2

23 6.60100 0.131 2218 6206 0.0179580 0.0179580 67.2

24 7.60000 0.131 2452 6557 0.0171840 0.0171840 64.5

25 7.60000 0.131 2452 6557 0.0171840 0.0171840 64.5

26 7.46500 0.131 2452 6557 0.0171840 0.0171840 65.7

27 7.60000 0.131 2440 6774 0.0178360 0.0178360 64.2

28 7.60000 0.131 2440 6774 0.0178360 0.0178360 64.2

29 7.46500 0.131 2440 6774 0.0178360 0.0178360 65.4

30 7.60000 0.131 2430 6970 0.0183960 0.0183960 64.0

31 7.60000 0.131 2430 6970 0.0183960 0.0183960 64.0

32 7.46800 0.131 2430 6970 0.0183960 0.0183960 65.1

33 6.99933 0.131 2747 7485 0.0171220 0.0171220 78.5

34 6.99933 0.131 2747 7485 0.0171220 0.0171220 78.5

35 6.99933 0.131 2747 7485 0.0171220 0.0171220 78.5





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


36 6.99933 0.131 2739 7567 0.0175060 0.0175060 78.3

37 6.99933 0.131 2739 7567 0.0175060 0.0175060 78.3

38 6.99933 0.131 2739 7567 0.0175060 0.0175060 78.3

39 6.25050 0.131 2798 7457 0.0154930 0.0154930 89.5

40 6.25050 0.131 2798 7457 0.0154930 0.0154930 89.5

41 6.25050 0.131 2795 7444 0.0156530 0.0156530 89.4

42 6.25050 0.131 2795 7444 0.0156530 0.0156530 89.4

43 6.25050 0.131 2793 7422 0.0158040 0.0158040 89.4

44 6.25050 0.131 2793 7422 0.0158040 0.0158040 89.4

45 6.25050 0.131 2790 7409 0.0159480 0.0159480 89.3

46 6.25050 0.131 2790 7409 0.0159480 0.0159480 89.3

47 6.25050 0.131 2787 7393 0.0160850 0.0160850 89.2

48 6.25050 0.131 2787 7393 0.0160850 0.0160850 89.2

49 6.25050 0.131 2785 7535 0.0162170 0.0162170 89.1

50 6.25050 0.131 2785 7535 0.0162170 0.0162170 89.1

51 6.25050 0.131 2783 7574 0.0163410 0.0163410 89.0

52 6.25050 0.131 2783 7574 0.0163410 0.0163410 89.0

53 6.25050 0.131 2781 7561 0.0164610 0.0164610 89.0

54 6.25050 0.131 2781 7561 0.0164610 0.0164610 89.0

55 6.25050 0.131 2779 7539 0.0165760 0.0165760 88.9

56 6.25050 0.131 2779 7539 0.0165760 0.0165760 88.9

57 6.25050 0.131 2777 7518 0.0166890 0.0166890 88.9

58 6.25050 0.131 2777 7518 0.0166890 0.0166890 88.9

59 6.25050 0.131 2775 7525 0.0168130 0.0168130 88.8

60 6.25050 0.131 2775 7525 0.0168130 0.0168130 88.8

61 6.25050 0.131 2773 7650 0.0169370 0.0169370 88.7

62 6.25050 0.131 2773 7650 0.0169370 0.0169370 88.7

63 6.25050 0.131 2771 7688 0.0170610 0.0170610 88.7

64 6.25050 0.131 2771 7688 0.0170610 0.0170610 88.7

65 6.25050 0.131 2769 7666 0.0171840 0.0171840 88.6

66 6.25050 0.131 2769 7666 0.0171840 0.0171840 88.6

67 6.25050 0.131 2767 7645 0.0173050 0.0173050 88.5

68 6.25050 0.131 2767 7645 0.0173050 0.0173050 88.5

69 6.25050 0.131 2766 7624 0.0174220 0.0174220 88.5

70 6.25050 0.131 2766 7624 0.0174220 0.0174220 88.5

71 6.25050 0.131 2764 7602 0.0175340 0.0175340 88.4

72 6.25050 0.131 2764 7602 0.0175340 0.0175340 88.4





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


73 6.25050 0.131 2762 7714 0.0176460 0.0176460 88.4

74 6.25050 0.131 2762 7714 0.0176460 0.0176460 88.4

75 6.56200 0.131 2760 7826 0.0177630 0.0177630 84.1

76 6.56200 0.131 2760 7826 0.0177630 0.0177630 84.1

77 6.56200 0.131 2759 7804 0.0178860 0.0178860 84.1

78 6.56200 0.131 2759 7804 0.0178860 0.0178860 84.1

79 1.73200 0.131 2758 7853 0.0179500 0.0179500 318.4

80 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

81 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

82 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

83 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

84 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

85 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

86 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

87 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

88 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

89 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

90 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

91 12.60000 0.134 3461 9415 0.0050000 0.0050000 54.9

92 12.85000 0.134 3461 9415 0.0050000 0.0050000 53.9

93 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8

94 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8

95 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8

96 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8

97 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8

98 19.00000 0.140 4921 11240 0.0050000 0.0050000 51.8









Layer

Layer Thickness

(ft)

Total Unit Weight

(kcf)

Shear Wave

Velocity1

(ft/s)

Compression Wave Velocity1

(ft/s)

Damping for Shear

Wave


Wave

Maximum Passing

Frequency2

(Hz) 1 6.91667 0.127 1572 4838 0.0171820 0.0171820 45.5

2 6.91663 0.131 1965 5211 0.0195060 0.0195060 56.8

3 6.91670 0.131 2141 5124 0.0207060 0.0207060 61.9

4 6.58330 0.131 2694 6506 0.0150270 0.0150270 81.8

5(3) 1.83033 0.131 2694 6506 0.0150270 0.0150270 294.3

6 11.00100 0.131 3001 7655 0.0150060 0.0150060 54.6

7 2.00100 0.134 3210 8053 0.0147500 0.0147500 320.8

8 10.99800 0.134 3249 8160 0.0150820 0.0150820 59.1

9 10.00050 0.134 4103 9920 0.0128200 0.0128200 82.0

10 10.00050 0.134 4103 9920 0.0128200 0.0128200 82.0

11 11.50000 0.140 5315 12172 0.0117620 0.0117620 92.4

12 11.50000 0.140 5315 12172 0.0117620 0.0117620 92.4

13 4.00100 0.142 5634 12325 0.0116540 0.0116540 281.6

14 27.35000 0.150 8623 16210 0.0025000 0.0025000 63.1

15 27.35000 0.150 8623 16210 0.0025000 0.0025000 63.1

16 27.35000 0.150 8623 16210 0.0025000 0.0025000 63.1

17 27.35000 0.150 8623 16210 0.0025000 0.0025000 63.1

18 27.35000 0.150 8623 16210 0.0025000 0.0025000 63.1

19 27.30000 0.150 8623 16210 0.0025000 0.0025000 63.2

20 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

21 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

22 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

23 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

24 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

25 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

26 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

27 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

28 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

29 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

30 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

31 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

32 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

33 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

34 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1





Layer

Layer Thickness

(ft)

Total Unit Weight

(kcf)

Shear Wave

Velocity1

(ft/s)

Compression Wave Velocity1

(ft/s)

Damping for Shear

Wave


Wave

Maximum Passing

Frequency2

(Hz) Half-Space 0.157 9285 16080 0.0010000 0.0010000 N/A

Notes: (1) Velocity is presented rounded to the nearest 1. (2) The maximum passing frequency of each layer in the vertical direction is 1/5 * (Layer Shear Wave Velocity)

/ (Layer Thickness). (3) Layer 5 is the interface layer with the bottom of the basemat.






Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


1 6.91667 0.127 1623 5006 0.0172390 0.0172390 46.9

2 6.91663 0.131 2046 5418 0.0190050 0.0190050 59.2

3 6.91670 0.131 2225 5316 0.0202060 0.0202060 64.3

4 6.58330 0.131 2606 6327 0.0155260 0.0155260 79.2

5(3) 1.83033 0.131 2606 6327 0.0155260 0.0155260 284.8

6 11.00100 0.131 2954 7556 0.0153640 0.0153640 53.7

7 2.00100 0.134 3186 8010 0.0151510 0.0151510 318.4

8 10.99800 0.134 3431 8608 0.0147750 0.0147750 62.4

9 10.00050 0.134 3749 9101 0.0135040 0.0135040 75.0

10 10.00050 0.134 3749 9101 0.0135040 0.0135040 75.0

11 11.50000 0.140 4731 10856 0.0125250 0.0125250 82.3

12 11.50000 0.140 4731 10856 0.0125250 0.0125250 82.3

13 12.50050 0.142 5660 12397 0.0119860 0.0119860 90.6

14 12.50050 0.142 5660 12397 0.0119860 0.0119860 90.6

15 17.00050 0.144 6589 13884 0.0093225 0.0093225 77.5

16 17.00050 0.144 6589 13884 0.0093225 0.0093225 77.5

17 22.49950 0.147 6576 13407 0.0094524 0.0094524 58.5

18 22.49950 0.147 6576 13407 0.0094524 0.0094524 58.5

19 27.35000 0.150 7958 14961 0.0025000 0.0025000 58.2

20 27.35000 0.150 7958 14961 0.0025000 0.0025000 58.2

21 27.35000 0.150 7958 14961 0.0025000 0.0025000 58.2

22 27.35000 0.150 7958 14961 0.0025000 0.0025000 58.2

23 27.35000 0.150 7958 14961 0.0025000 0.0025000 58.2

24 27.30000 0.150 7958 14961 0.0025000 0.0025000 58.3

25 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

26 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

27 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

28 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

29 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

30 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

31 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

32 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

33 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

34 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1

35 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1





Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


36 35.00000 0.157 9285 16080 0.0010000 0.0010000 53.1









Layer

Layer Thickness

Total Unit

Weight

Shear Wave

Velocity1

Compression Wave


Wave


Wave

Maximum Passing

Frequency2


1 6.91667 0.140 5219 9733 0.0281720 0.0281720 150.9

2 6.91663 0.140 5673 10380 0.0283350 0.0283350 164.0

3 6.91670 0.140 5847 10501 0.0284420 0.0284420 169.1

4 6.58330 0.140 5954 10523 0.0285530 0.0285530 180.9

5(3) 6.16933 0.140 6090 10652 0.0286430 0.0286430 197.4

6 6.66000 0.140 6558 11359 0.0286810 0.0286810 196.9

7 2.00500 0.140 6556 11355 0.0297350 0.0297350 654.0

8 8.00200 0.140 6968 12069 0.0297650 0.0297650 174.2

9 16.66700 0.140 7258 12572 0.0298050 0.0298050 87.1

10 16.66700 0.140 7571 13113 0.0298060 0.0298060 90.9

11 16.66300 0.140 8017 13886 0.0298030 0.0298030 96.2

12 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

13 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

14 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

15 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

16 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

17 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

18 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

19 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

20 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

21 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

22 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

23 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

24 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

25 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

26 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

27 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

28 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

29 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

30 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

31 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

32 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

33 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

34 30.00000 0.157 8890 15397 0.0010000 0.0010000 59.3

Half-Space 0.157 8890 15397 0.0010000 0.0010000 N/A




(Sheet 2 of 2)Notes:






Table 4.2.1-7 Maximum Passing Frequencies in Vertical Direction Based on Layer Thickness

Subsurface Profile

Cut-off Frequency (Hz)

Maximum Passing Frequency 1 (Hz)

270-200

50

36.0

270-500 33.9

560-500 31.7

900-100 45.5

900-200 46.9

2032-100 59.3

Note: (1) The maximum passing frequency is obtained from Tables 4.2.1-1 through 4.2.1-6

Table 4.2.1-8 Maximum Passing Frequencies in Horizontal Directions Based on Structural Finite Element Size and Excavated Soil Volume Mesh Size

Subsurface Profile

Cut-off Frequency

(Hz)

Minimum Shear Wave Velocity 1

(feet/second)

Mesh Size 2 (feet)

Maximum Passing Frequency 3

(Hz)

270-200

50

1196

12.0

19.9

270-500 1167 19.5

560-500 1095 18.3

900-100 1572 26.2

900-200 1623 27.1

2032-100 5219 87.0 Notes:

(1) Velocity is the minimum shear wave velocity of Layers 1 through 5 in the subsurface profiles shown on Tables 4.2.1-1 through 4.2.1-6.

(2) The mesh size is the average equivalent square element size in the horizontal direction for the excavated soil volume.

(3) The calculated, maximum passing frequency is calculated as 1/5 * (Layer Shear Wave Velocity) / (Mesh Size).



Table 4.2.1-9 Maximum Passing Frequencies in Horizontal Directions and Corresponding Cumulative Power

Subsurface Profile

Smallest Horizontal Passing Frequency1

(Hz)

Minimum Cumulative Power for Horizontal Component2

(%)

270-200 19.9 98.6609

270-500 19.5 98.3563

560-500 18.3 98.1640

900-100 26.2 99.8576

900-200 27.1 99.8834

2032-100 87.0 99.9998

Note: 1 Smallest horizontal passing frequency from Table 4.2.1-8. 2 Minimum value is the minimum of the two horizontal directions H1 and H2.



Table 4.3.3-1 Maximum Relative Displacement in X Direction (East-West) Relative to Free-Field Input Motion

(Sheet 1 of 3)

Node Number

Elevation (feet)

X Direction (East-West) Displacement (inch)

Subsurface Profile Enveloping Maximum 270-200 270-500 560-500 900-100 900-200 2032-100

290 2.75 0.1420 0.1325 0.0883 0.0238 0.0244 0.0048 0.1420

338 2.75 0.1682 0.1588 0.1100 0.0355 0.0373 0.0144 0.1682

386 2.75 0.1746 0.1663 0.1124 0.0371 0.0393 0.0192 0.1746

389 2.75 0.1878 0.1785 0.1173 0.0385 0.0410 0.0191 0.1878

392 2.75 0.1565 0.1509 0.0904 0.0219 0.0242 0.0100 0.1565

395 2.75 0.1388 0.1335 0.0758 0.0141 0.0162 0.0083 0.1388

398 2.75 0.1296 0.1252 0.0710 0.0140 0.0162 0.0068 0.1296

401 2.75 0.1201 0.1166 0.0672 0.0144 0.0163 0.0090 0.1201

473 2.75 0.1840 0.1735 0.1167 0.0384 0.0407 0.0216 0.1840

560 2.75 0.1833 0.1774 0.1188 0.0436 0.0462 0.0232 0.1833

676 2.75 0.1732 0.1687 0.1167 0.0473 0.0491 0.0229 0.1732

792 2.75 0.1496 0.1474 0.1037 0.0437 0.0453 0.0195 0.1496

879 2.75 0.1134 0.1127 0.0754 0.0266 0.0272 0.0058 0.1134

908 2.75 0.1760 0.1665 0.1138 0.0378 0.0399 0.0186 0.1760

911 2.75 0.1815 0.1745 0.1155 0.0382 0.0409 0.0194 0.1815

914 2.75 0.1542 0.1486 0.0892 0.0213 0.0235 0.0098 0.1542

917 2.75 0.1375 0.1322 0.0747 0.0132 0.0154 0.0072 0.1375

920 2.75 0.1286 0.1243 0.0710 0.0137 0.0159 0.0065 0.1286

923 2.75 0.1170 0.1135 0.0647 0.0132 0.0152 0.0077 0.1170

544 24.75 1.1998 1.2006 1.2416 1.2902 1.2884 1.2569 1.2902

606 24.75 1.2136 1.2159 1.2584 1.3120 1.3101 1.2795 1.3120

627 24.75 1.2270 1.2278 1.2778 1.3350 1.3330 1.3038 1.3350

630 24.75 1.2308 1.2316 1.2824 1.3496 1.3476 1.3203 1.3496

633 24.75 1.2203 1.2209 1.2708 1.3474 1.3457 1.3193 1.3474

636 24.75 1.2045 1.2050 1.2547 1.3361 1.3346 1.3085 1.3361

4965 24.75 0.7268 0.7340 0.7970 0.7998 0.8137 0.7881 0.8137

4968 24.75 0.7304 0.7376 0.8012 0.8042 0.8184 0.7926 0.8184




(Sheet 2 of 3)

Node Number

Elevation (feet)


Subsurface Profile Enveloping Maximum 270-200 270-500

560-500 900-100 900-200 2032-100

5035 24.75 0.7238 0.7303 0.7923 0.7949 0.8083 0.7831 0.8083

570 33.5 0.7576 0.7421 0.7311 0.6865 0.6915 0.6381 0.7576

753 33.5 1.5696 1.5592 1.5524 1.5142 1.5211 1.4884 1.5696

1411 33.5 1.4898 1.4712 1.4834 1.4550 1.4660 1.4128 1.4898

2657 33.5 1.5811 1.5798 1.5720 1.5112 1.5142 1.4613 1.5811

2738 33.5 2.0737 2.0564 2.0811 1.9652 1.9787 1.9679 2.0811

5039 33.5 0.6210 0.6191 0.6448 0.5935 0.5975 0.5528 0.6448

5042 33.5 1.3923 1.4140 1.4923 1.4918 1.5054 1.4614 1.5054

5045 33.5 1.8965 1.9264 2.0420 2.0691 2.0907 2.0309 2.0907

5048 33.5 1.4385 1.4642 1.5492 1.5750 1.5857 1.5287 1.5857

5080 33.5 0.7935 0.8137 0.8301 0.8127 0.8168 0.7803 0.8301

542 60.5 1.9113 1.8565 1.9706 2.0112 2.0204 1.9469 2.0204

573 60.5 1.4239 1.3986 1.4650 1.4192 1.4260 1.3401 1.4650

605 60.5 1.8761 1.8230 1.9314 1.9599 1.9690 1.8944 1.9690

626 60.5 1.8488 1.7998 1.9359 1.9732 1.9853 1.8913 1.9853

629 60.5 1.8406 1.7981 1.9590 2.0308 2.0436 1.9519 2.0436

632 60.5 1.8216 1.7829 1.9750 2.0615 2.0652 1.9968 2.0652

635 60.5 1.8391 1.8001 1.9988 2.0958 2.0987 2.0324 2.0987

755 60.5 3.2039 3.1783 3.2505 3.1855 3.1981 3.0415 3.2505

1421 60.5 3.0019 2.9824 3.0016 2.8728 2.8788 2.7880 3.0019

2659 60.5 2.9218 2.9301 2.9349 2.8403 2.8501 2.7248 2.9349

2740 60.5 2.7586 2.7463 2.7902 2.6691 2.6753 2.7075 2.7902

4964 63.5 0.8413 0.8316 0.8381 0.7659 0.7685 0.7193 0.8413

4967 63.5 0.8396 0.8298 0.8365 0.7642 0.7672 0.7211 0.8396

5034 63.5 0.8433 0.8333 0.8397 0.7674 0.7728 0.7292 0.8433

5037 63.5 0.8586 0.8505 0.8874 0.8015 0.8087 0.7619 0.8874

5041 63.5 1.5356 1.5322 1.6429 1.5984 1.5980 1.5648 1.6429

5044 63.5 1.9956 2.0113 2.1760 2.1892 2.1952 2.1497 2.1952

5047 63.5 1.7190 1.7800 1.9317 1.9657 1.9742 1.9135 1.9742




(Sheet 3 of 3)

Node Number

Elevation (feet)


Subsurface Profile Enveloping Maximum 270-200

270-500

560-500

900-100

900-200 2032-100

5079 63.5 1.2736 1.3139 1.4206 1.4333 1.4397 1.3973 1.4397

574 87.6667 2.1727 2.1417 2.2578 2.2028 2.2096 2.0968 2.2578

756 87.6667 4.7596 4.7183 4.9221 4.7677 4.7798 4.5848 4.9221

1422 87.6667 5.1994 5.1794 5.3540 5.1606 5.1743 4.9822 5.3540

2660 87.6667 5.0725 5.0973 5.1804 4.9756 4.9932 4.7504 5.1804

2741 87.6667 3.9804 3.9888 4.0761 4.0513 4.0545 4.1081 4.1081

661 169.417 3.4427 3.4274 3.5611 3.6022 3.6129 3.5118 3.6129

745 169.417 3.4387 3.4366 3.6075 3.6884 3.6910 3.6108 3.6910

3164 169.417 2.7113 2.6860 3.0507 3.3765 3.3740 3.4889 3.4889

3210 169.417 2.7721 2.7588 3.0930 3.4323 3.4302 3.5251 3.5251



Table 4.3.3-2 Maximum Relative Displacement in Y Direction (North-South) Relative to Free-Field Input Motion

(Sheet 1 of 3)

Node Number

Elevation (feet)

Y Direction (North-South) Displacement

(inch)

Subsurface Profile Enveloping Maximum270-200 270-500 560-500 900-100 900-200 2032-100

290 2.75 0.1006 0.0962 0.0682 0.0150 0.0163 0.0046 0.1006

338 2.75 0.1363 0.1328 0.0820 0.0341 0.0353 0.0238 0.1363

386 2.75 0.1640 0.1589 0.0992 0.0360 0.0374 0.0195 0.1640

389 2.75 0.1658 0.1595 0.1130 0.0408 0.0426 0.0161 0.1658

392 2.75 0.1529 0.1479 0.1019 0.0313 0.0335 0.0189 0.1529

395 2.75 0.1543 0.1486 0.1034 0.0343 0.0365 0.0237 0.1543

398 2.75 0.1663 0.1594 0.1189 0.0487 0.0509 0.0378 0.1663

401 2.75 0.1701 0.1977 0.1247 0.0548 0.0572 0.0429 0.1977

473 2.75 0.1531 0.1497 0.1031 0.0374 0.0379 0.0250 0.1531

560 2.75 0.1661 0.1629 0.1093 0.0347 0.0353 0.0226 0.1661

676 2.75 0.1827 0.1795 0.1215 0.0373 0.0371 0.0229 0.1827

792 2.75 0.1914 0.1890 0.1315 0.0425 0.0450 0.0236 0.1914

879 2.75 0.1645 0.1634 0.1117 0.0264 0.0285 0.0060 0.1645

908 2.75 0.1619 0.1568 0.0984 0.0355 0.0371 0.0199 0.1619

911 2.75 0.1550 0.1501 0.1025 0.0328 0.0346 0.0121 0.1550

914 2.75 0.1461 0.1412 0.0945 0.0247 0.0268 0.0128 0.1461

917 2.75 0.1455 0.1408 0.0945 0.0259 0.0281 0.0158 0.1455

920 2.75 0.1527 0.1477 0.1042 0.0344 0.0366 0.0234 0.1527

923 2.75 0.1529 0.1473 0.1053 0.0353 0.0376 0.0241 0.1529

544 24.75 0.5186 0.5094 0.5115 0.4705 0.4705 0.4309 0.5186

606 24.75 1.1508 1.1464 1.1313 1.1796 1.1857 1.1459 1.1857

627 24.75 1.1873 1.1547 1.2235 1.2505 1.2648 1.2036 1.2648

630 24.75 1.2682 1.2289 1.2610 1.2576 1.2917 1.1969 1.2917

633 24.75 0.8316 0.8244 0.8418 0.8163 0.8323 0.7705 0.8418

636 24.75 0.5243 0.5190 0.5208 0.4611 0.4679 0.4077 0.5243

4965 24.75 0.3847 0.3864 0.4028 0.4189 0.4212 0.4315 0.4315

4968 24.75 0.6289 0.6450 0.6489 0.7124 0.7145 0.7206 0.7206

5035 24.75 0.6653 0.6789 0.6475 0.6900 0.6920 0.7027 0.7027




(Sheet 2 of 3)

Node Number

Elevation (feet)


(inch)


570 33.5 0.6439 0.6293 0.6662 0.6533 0.6550 0.6207 0.6662

753 33.5 0.6315 0.6185 0.6381 0.6032 0.6074 0.5786 0.6381

1411 33.5 0.6450 0.6319 0.6558 0.6369 0.6409 0.6162 0.6558

2657 33.5 0.6136 0.6019 0.6229 0.6054 0.6084 0.5901 0.6229

2738 33.5 0.5826 0.5720 0.5924 0.5501 0.5530 0.5374 0.5924

5039 33.5 0.4530 0.4609 0.4255 0.4454 0.4459 0.4296 0.4609

5042 33.5 0.4332 0.4409 0.4031 0.4346 0.4354 0.4206 0.4409

5045 33.5 0.3796 0.3876 0.3561 0.3952 0.3967 0.3864 0.3967

5048 33.5 0.3342 0.3405 0.3372 0.3579 0.3599 0.3530 0.3599

5080 33.5 0.3184 0.3220 0.3378 0.3612 0.3617 0.3679 0.3679

542 60.5 1.2234 1.1881 1.3254 1.3623 1.3677 1.3276 1.3677

573 60.5 1.1767 1.1420 1.2659 1.3272 1.3302 1.2923 1.3302

605 60.5 1.8939 1.8679 2.0865 2.3155 2.3210 2.2962 2.3210

626 60.5 2.0433 2.0108 2.2151 2.2948 2.3087 2.1858 2.3087

629 60.5 1.9068 1.8732 2.1620 2.2326 2.1628 2.1778 2.2326

632 60.5 1.1828 1.1751 1.2821 1.4124 1.4059 1.4962 1.4962

635 60.5 1.0462 1.0285 1.1138 1.1785 1.1788 1.1265 1.1788

755 60.5 1.2260 1.1913 1.3199 1.4027 1.4068 1.3722 1.4068

1421 60.5 1.2246 1.1904 1.3225 1.4109 1.4159 1.3826 1.4159

2659 60.5 1.1109 1.0839 1.1888 1.2303 1.2436 1.2164 1.2436

2740 60.5 1.0155 0.9930 1.0862 1.0899 1.0953 1.0684 1.0953

4964 63.5 0.7946 0.8331 0.9065 1.0024 1.0047 1.0246 1.0246

4967 63.5 0.9195 0.9289 1.0333 1.1125 1.1180 1.0874 1.1180

5034 63.5 0.8902 0.9036 1.0120 1.0869 1.0931 1.0611 1.0931

5037 63.5 0.8210 0.8347 0.9439 1.0199 1.0216 0.9810 1.0216

5041 63.5 0.7781 0.7929 0.8960 0.9641 0.9713 0.9356 0.9713

5044 63.5 0.6945 0.7051 0.8019 0.8722 0.8776 0.8512 0.8776

5047 63.5 0.6202 0.6303 0.7141 0.7822 0.7855 0.7719 0.7855

5079 63.5 0.6051 0.6146 0.6898 0.7623 0.7684 0.7584 0.7684




(Sheet 3 of 3)

Node Number

Elevation (feet)


(inch)


574 87.6667 1.4961 1.4655 1.6691 1.7890 1.7935 1.7493 1.7935

756 87.6667 1.4995 1.4773 1.6836 1.8075 1.8125 1.7700 1.8125

1422 87.6667 1.4896 1.4516 1.6439 1.7683 1.7723 1.7310 1.7723

2660 87.6667 1.4432 1.4052 1.5637 1.6497 1.6542 1.6138 1.6542

2741 87.6667 1.3659 1.3322 1.4815 1.5146 1.5204 1.4831 1.5204

661 169.417 2.6310 2.5418 3.1562 3.2992 3.3083 3.1684 3.3083

745 169.417 2.4988 2.5034 2.8443 3.0959 3.1082 3.0239 3.1082

3164 169.417 2.6180 2.6349 2.9354 3.2391 3.2396 3.2166 3.2396

3210 169.417 2.4969 2.4176 2.9163 2.9059 3.0619 2.8251 3.0619



Table 4.3.3-3 Summary of Governing Subsurface Profiles for Maximum Relative Displacement in X (East-West) and Y Direction (North-South)

Directions

(Sheet 1 of 3)

Node Number

Elevation (Feet)

Governing Subsurface Profile Cracked Substructure Uncracked Substructure

East-West Direction

North-South Direction

East-West Direction


290 2.75 270-200 270-200 270-200 270-500

338 2.75 270-200 270-200 270-200 270-200

386 2.75 270-200 270-200 270-200 270-200

389 2.75 270-200 270-200 270-200 270-200

392 2.75 270-200 270-200 270-200 270-200

395 2.75 270-200 270-200 270-200 270-500

398 2.75 270-200 270-200 270-200 270-500

401 2.75 270-200 270-500 270-200 270-500

473 2.75 270-200 270-200 270-200 270-200

560 2.75 270-200 270-200 270-200 270-500

676 2.75 270-200 270-200 270-200 270-500

792 2.75 270-200 270-200 270-200 270-500

879 2.75 270-200 270-200 270-200 270-500

908 2.75 270-200 270-200 270-500 270-200

911 2.75 270-200 270-200 270-200 270-200

914 2.75 270-200 270-200 270-200 270-200

917 2.75 270-200 270-200 270-200 270-500

920 2.75 270-200 270-200 270-200 270-500

923 2.75 270-200 270-200 270-200 270-500

544 24.75 900-100 270-200 900-100 560-500

606 24.75 900-100 900-200 900-100 900-200

627 24.75 900-100 900-200 900-100 900-100

630 24.75 900-100 900-200 900-100 900-100

633 24.75 900-100 560-500 900-100 900-100

636 24.75 900-100 270-200 900-100 560-500

4965 24.75 900-200 2032-100 900-200 900-200

4968 24.75 900-200 2032-100 900-200 2032-100

5035 24.75 900-200 2032-100 900-200 2032-100




Directions

(Sheet 2 of 3)

Node Number

Elevation (Feet)

Governing Subsurface Profile

Cracked Substructure Uncracked Substructure East-West Direction


East-West Direction


570 33.5 270-200 560-500 270-200 560-500

753 33.5 270-200 560-500 560-500 560-500

1411 33.5 270-200 560-500 560-500 560-500

2657 33.5 270-200 560-500 270-200 560-500

2738 33.5 560-500 560-500 560-500 270-200

5039 33.5 560-500 270-500 270-500 270-500

5042 33.5 900-200 270-500 560-500 900-100

5045 33.5 900-200 900-200 900-200 900-100

5048 33.5 900-200 900-200 900-200 900-200

5080 33.5 560-500 2032-100 270-500 900-200

542 60.5 900-200 900-200 900-200 560-500

573 60.5 560-500 900-200 270-200 560-500

605 60.5 900-200 900-200 900-200 900-100

626 60.5 900-200 900-200 560-500 900-100

629 60.5 900-200 900-100 560-500 560-500

632 60.5 900-200 2032-100 560-500 900-200

635 60.5 900-200 900-200 560-500 560-500

755 60.5 560-500 900-200 560-500 560-500

1421 60.5 270-200 900-200 560-500 560-500

2659 60.5 560-500 900-200 2032-100 560-500

2740 60.5 560-500 900-200 560-500 560-500

4964 63.5 270-200 2032-100 270-200 900-200

4967 63.5 270-200 900-200 270-200 2032-100

5034 63.5 270-200 900-200 270-200 900-100

5037 63.5 560-500 900-200 270-500 900-200

5041 63.5 560-500 900-200 900-200 900-100

5044 63.5 900-200 900-200 900-200 900-200

5047 63.5 900-200 900-200 900-200 900-200

5079 63.5 900-200 900-200 900-200 2032-100

574 87.6667 560-500 900-200 560-500 560-500




Directions

(Sheet 3 of 3)

Node Number

Elevation (Feet)

Governing Subsurface Profile Cracked Substructure Uncracked Substructure

East-West Direction


East-West Direction


756 87.6667 560-500 900-200 560-500 560-500

1422 87.6667 560-500 900-200 560-500 560-500

2660 87.6667 560-500 900-200 270-200 560-500

2741 87.6667 2032-100 900-200 2032-100 560-500

661 169.417 900-200 900-200 560-500 900-100

745 169.417 900-200 900-200 560-500 900-100

3164 169.417 2032-100 900-200 900-200 900-100

3210 169.417 2032-100 900-200 900-200 560-500



0

10

20

30

40

50

60

70

80

90

100

0

10

20

30

40

50

60

70

80

90

0 5 10 15 20 25 30 35 40 45 50

Cumulative

Power (%

)

Fourier Amplitude (g‐sec)

Frequency (Hz)

Fourier Spectrum

Cumulative Power

Figure 4.2.1-1 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H1 (North-South Direction) for Subsurface Profile 270-200



0

10

20

30

40

50

60

70

80

90

100

0

10

20

30

40

50

60

70

80

90

0 5 10 15 20 25 30 35 40 45 50

Cumulative

Power (%

)


Frequency (Hz)

Fourier Spectrum

Cumulative Power

Figure 4.2.1-2 Fourier Amplitude Spectrum for Horizontal Ground Motion Time History Component H2 (East-West Direction) for Subsurface Profile 270-200



0

10

20

30

40

50

60

70

80

90

100

0

10

20

30

40

50

60

70

80

90

0 5 10 15 20 25 30 35 40 45 50

Cumulative

Power (%

)


Frequency (Hz)

Fourier Spectrum

Cumulative Power

Figure 4.2.1-3 Fourier Amplitude Spectrum for Vertical Ground Motion Time History Component for Subsurface Profile 270-200



0

10

20

30

40

50

60

70

80

90

100

0

10

20

30

40

50

60

70

80

90

0 5 10 15 20 25 30 35 40 45 50

Cumulative

Power (%

)


Frequency (Hz)

Fourier Spectrum

Cumulative Power




0

10

20

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Figure 4.2.2-1 Excavated Soil Volume in the Combined Turbine Building Complex ACS SASSI Finite Element Model



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Figure 4.2.3-1 Turbine Building Complex In-Layer Acceleration Time Histories for Subsurface Profile 270-200



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Figure 4.3-1 Selected Node Locations in Turbine Building Complex for Computing Relative Displacements



Figure 4.3-2 Selected Node Locations on Turbine Building Adjacent to Electrical Room for Computing Relative Displacements



Figure 4.3-3 Selected Node Locations on Electrical Room Adjacent to Turbine Building for Computing Relative Displacements



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Figure 4.3.2-1 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560



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Figure 4.3.2-2 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at

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Figure 4.3.2-11 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 395



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Figure 4.3.2-12 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node

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Figure 4.3.2-21 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560



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Figure 4.3.2-26 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 395



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5.0 TURBINE BUILDING AND ELECTRICAL ROOM STRUCTURAL INTEGRITY EVALUATION

A structural integrity evaluation is performed on the T/B and Electrical Room superstructures based on structural demands calculated from the GT STRUDL static analyses of the superstructure models using the results of the T/B complex SSI analyses for the cracked concrete substructure condition. The structural demands due to applicable static and seismic design loads and design load combinations on all steel superstructure members are checked against design allowables in order to evaluate the overall structural integrity of the T/B and Electrical Room.

The substructure structural integrity evaluation is performed using the fine mesh GT STRUDL model. Substructure seismic forces are generated with an equivalent static acceleration at each floor based on SSI results per the procedures in DCD Subsection 3.7.2 (Reference 1). Superstructure maximum column base reactions are obtained from the maximum nodal accelerations of each of the three independent orthogonal excitations and applied to the substructure. The seismic loads are combined using Newmark’s 100-40-40 combination method. A static analysis is performed for the substructure, and the structural components are designed based on the analysis’ structural demands. The structural integrity evaluation methodology is explained in detail in Subsection 5.2.

5.1 Loads and Load Combinations for Seismic Structural Integrity Evaluation of Turbine Building and Electrical Room

As described in the following subsections, the structural integrity evaluation considers loads and load combinations associated with an SSE seismic event. All applicable T/B and Electrical Room loads are applied to the models.

5.1.1 Dead Loads

Superstructure dead loads include the weight of items such as floor construction (slabs and grating), walls, roofs, steel framing (beams, braces and columns), and the weight of permanently attached major equipment such as tanks, machinery, etc.

Several different types of floor construction are used in the T/B and Electrical Room including concrete over metal deck, grating and roof deck. The majority of the floor construction for the second and third floors is concrete over metal deck with a total thickness of 6 inches. The majority of the floor construction for the fourth floor is also concrete over metal deck. However, the floor slab construction for the fourth floor has a varying total thickness. The portion of this floor slab between column rows 3T and 4T has a total thickness of 6 inches and the remainder of the floor slab has a total thickness of 14 inches. A load of 70 pounds per square foot is used for the slab with a total thickness of 6 inches, and a load of 160 pounds per square foot is used for the slab with a total thickness of 14 inches. The floor surface of the bays bounded by column rows DT and GT and 7T and 8T for the second floor is grating to facilitate equipment access and removal. The floor surface of the bays bounded by column rows DT and JT and 3T and 4T for the deaerator floor is also grating. A 10 pounds per square foot grating load is used. There are several grating floor hatches located in various areas of the second, third and fourth



floors. An 18 pounds per square foot rating load is used for floor hatches. The T/B and Electrical Room roofs consist of a built-up construction of a waterproof membrane over rigid insulation over metal roof deck. A load of 10 pounds per square foot is used for the built-up roof.

The exterior wall construction consists of metal wall panels and insulation fastened to steel girts. A load of 10 pounds per square foot is used for the exterior wall construction.

Major equipment, piping and cable tray loads are included in the superstructure model and are shown on Figures 5.1.1-1 through 5.1.1-8. The loads shown on the load maps are comprised of both dead and live loads. See Figures 5.1.1-1 through 5.1.1-4 for equipment load maps for each superstructure level of the T/B and Electrical Room. Piping and cable tray dead loads vary throughout the structure. See Figures 5.1.1-5 through 5.1.1-8 for piping and cable tray load maps for each superstructure level in the T/B and Electrical Room. Loads on the piping and cable tray load maps are considered to be 20 percent cable tray loads and 80 percent piping loads. The piping loads are considered to be 30 percent dead loads and 70 percent live loads. Note that loads for the bay between column rows ET and FT for the Electrical Room are not shown in Figures 5.1.1-1 through 5.1.1-8. The loads for this bay are identical to the loads for the bay between column rows DT and ET.

The T/B has two bridge cranes used for maintenance of the equipment in the building. A 300 ton bridge crane services the south portion of the building and a 150 ton bridge crane services the north portion of the building. Both cranes run on the same runway girders in the building. The crane dead load consists of the crane bridge and trolley weights. A total dead load of 566 kips is used for the 300 ton bridge crane and 390 kips is used for the 150 ton bridge crane.

In addition to the loads shown above, a superimposed dead load of 50 pounds per square foot is applied in the model to each floor of the T/B and Electrical Room. This additional dead load is considered in order to account for permanently attached small equipment, piping, conduits and cable trays.

Substructure dead loads include the structure self-weight such as first floor slab, basemat, walls, beams and columns. The weight of major equipment, piping and cable tray loads is also included in substructure dead loads and is shown on Figures 5.1.1-9 through 5.1.1-12. The loads shown on the load maps are comprised of both dead and live loads. See Figures 5.1.1-9 and 5.1.1-10 for equipment load maps for the T/B and Electrical Room portions of the common substructure. Piping and cable tray dead loads vary throughout the structure. See Figures 5.1.1-11 and 5.1.1-12 for piping and cable tray load maps for the first floor and basement levels of the T/B and Electrical Room substructure. Loads on the piping and cable tray load maps are considered to be 20 percent cable tray loads and 80 percent piping loads. The piping loads are considered to be 30 percent dead loads and 70 percent live loads. Note that loads for the bay between column rows ET and FT for the Electrical Room are not shown in Figures 5.1.1-10 and 5.1.1-12. The loads for this bay are identical to the loads for the bay between column rows DT and ET.

5.1.2 Live Loads

Live loads are the loads imposed by the use and occupancy of the structure.



5.1.2.1 Floor Live Loads

Superstructure floor live loads vary throughout the structure. The floor live load used for the second and third floors for concrete surfaces is 200 pounds per square foot. The floor live load used for the fourth floor between column rows 3T and 4T for concrete surfaces is 200 pounds per square foot, and the floor live load used for the remainder of the concrete surfaces for the fourth floor is 250 pounds per square foot. The floor live load used for the grating surface of the bays bounded by column rows DT and GT and 7T and 8T on the second floor is 100 pounds per square foot. The floor live load used for the grating surface of the bays bounded by column rows DT and JT and 3T and 4T on the deaerator floor is 100 pounds per square foot. The live load applied to the grating floor hatches located in various areas of the second, third and fourth floors is the same live load as the adjacent concrete surface.

The substructure live load used for the first floor and basemat is 200 pounds per square foot; however, the live load used for the first floor unloading area is 355 pounds per square foot.

5.1.2.2 Roof Live and Snow Loads

The roof live load used for the T/B and Electrical Room is 40 pounds per square foot in accordance with the DCD, Subsection 3.8.4.3.4.2 (Reference 1).

The uniform snow load used for the T/B and Electrical Room roofs is 75 pounds per square foot in accordance with the DCD, Table 2.0-1 (Reference 1). In addition to the uniform snow load, snow drifts from higher roofs and parapets are also considered.

5.1.2.3 Crane Live Loads

The bridge crane lifted loads of 300 tons and 150 tons are considered to be live loads. The crane live loads are increased by the impact factors shown in the AISC N690-1994 (R2004) Subsection Q1.3.2 (Reference 10).

5.1.3 Static Ground Water

A static ground water pressure acting on the substructure walls during normal operation is included in the analysis. DCD, Table 2.0-1 (Reference 1) establishes that the maximum groundwater level is one foot below grade.

5.1.4 Static Lateral Earth Load

A static at-rest lateral earth pressure acting on the substructure walls during normal operation is included in the analysis.

5.1.5 SSE Loads

SSE loads are defined as the seismic loads generated by the potential maximum earthquake for which safety-related structures, systems and components are designed to remain functional.



The SSE loads used to analyze the superstructure models are the steel member forces derived from the T/B complex SSI analyses.

The superstructure inertial properties include all tributary mass expected to be present at the time of the SSE. This mass includes the structure self-weight (steel framing, floor construction, walls and roofs), major equipment, piping, cable tray, parked crane (crane bridge and trolley weights) and superimposed 50 pounds per square foot dead loads described in Subsection 5.1.1. Also included in the mass is 25 percent of the floor live loads described in Subsection 5.1.2.1 and 75 percent of the uniform snow roof load described in Subsection 5.1.2.2.

In the structural models, half of the steel framing mass is applied at the node at each end of the member. During an SSE event, the 300 ton bridge crane is considered parked between column rows JT and LT, and the 150 ton bridge crane is considered parked between column rows BT and CT. All other mass is applied over a representative floor area.

Accidental torsion is applied in the models per NUREG-0800 SRP 3.7.2 Acceptance Criteria 11 (Reference 2). The accidental torsion is based on an eccentricity of five percent of the maximum building plan dimension in each lateral direction. The accidental torsion is applied at each level of the buildings for SSE loads in each lateral direction by using the product of the SSE story shear in each lateral direction times the distance to the story eccentric center of rigidity.

For the substructure model, the SSE loads include the column support reactions output by the separate superstructure analyses, the inertial response of the substructure, and the dynamic soil pressures on exterior substructure walls in contact with surrounding soil. The dynamic lateral soil pressure is calculated per Figure 3.5.1 of ASCE 4-98 (Reference 11).

5.1.6 Other Applicable Load Cases

5.1.6.1 Liquid Loads

Liquid loads are hydrostatic loads applied to the T/B substructure interior based on water volumes. These loads are considered for small drain sumps and a circulating water pipe break. The liquid load applied for the drain sumps is small with no effect on the SSI analysis. The liquid load for a circulating water pipe break is applied to the appropriate T/B substructure interior walls, but is not combined with seismic loads. Liquid loads are not applied to the Electrical Room portion of the substructure since no pits are located in this portion of the substructure.

5.1.6.2 Normal Pipe Reactions

Since temperature changes in the structures will not be excessive, normal pipe reactions are not considered in the structural integrity seismic evaluation.



5.1.6.3 Normal Operating Thermal Loads

Normal operating thermal loads for piping and equipment are based on the most critical transient or steady state condition. These loads primarily affect local areas only and are not considered in the structural integrity seismic evaluation.

5.1.6.4 Accident Loads

Accident loads are not applicable to the T/B and Electrical Room and are not addressed in the structural integrity evaluation.

5.1.7 Load Combinations

Superstructure load combinations are per the AISC N690-1994 (R2004) (Reference 10) and DCD, Table 3.8.4-4 (Reference 1).

Substructure load combinations are per the ACI 349-06, Appendix C (Reference 8) and DCD, Table 3.8.4-3 (Reference 1).

5.2 Structural Analysis Methodology Using SSI Accelerations

An SSI analysis of the T/B complex was performed using the ACS SASSI computer software as described in Section 4.0 for the cracked concrete condition. The SSI analyses were performed at 4417 time steps (including the zero time step) for each of the six subsurface profiles. Accelerations obtained from the SSI analysis are applied to the mass, in all directions, obtained from the ANSYS model (used to produce the ACS SASSI model) for each joint. The inertial properties, described in Subsection 5.1.5, were used to develop the ANSYS masses. Pseudo-static joint forces for all joints are calculated by multiplying joint mass times absolute joint acceleration at every time step for the GT STRUDL superstructure model. Once the pseudo-static joint forces are created they are combined with the GT STRUDL static loads, including accidental torsion loads, described in Subsection 5.1.5 in the load combinations shown in DCD Table 3.8.4-4 (Reference 1) and applied to the models.

For the substructure, the equivalent floor accelerations are developed using SSI analysis results per the procedure described in the DCD, Section 3.7.2 (Reference 1), as follows:

1. Calculate maximum accelerations in each of the three response directions due to each of the three direction input motions from the site-independent SSI analyses.

2. Apply the square root sum of the squares (SRSS) rule to combine the enveloped nodal maximum accelerations due to the three directions of the earthquake.

3. Envelope the results of the SRSS combined maximum acceleration responses from the SSI analyses that correspond to the subgrade condition applied to the model.

4. Calculate weighted average accelerations at floor elevation f as follows:



f

kkif

i w

waA

Equation 5.2-1

Where: wf is the total weight of the floor f,

wk is the weight participating at node k,

Afi is the weighted average acceleration of floor f in i direction,

aki is the enveloped and SRSS combined maximum acceleration at node k in i direction.

The upper half of the foundation weight is lumped to the first floor elevation and that of the lower half is lumped to the basemat elevation. The equivalent accelerations are multiplied by the corresponding floor masses to generate pseudo-static seismic forces. The five percent torsional effect is also considered. Superstructure maximum column reactions that are applied on substructure are obtained from the maximum nodal accelerations due to each of the three directional input motions from the site-independent SSI analyses.

5.2.1 Boundary Conditions for Analysis of GT STRUDL Superstructure and Substructure Models

The superstructure model considers the bottoms of the superstructure columns as pinned (translation fixed and rotation free). The T/B and Electrical Room are braced frame structures. The connections are modeled as pinned connections except the short cantilever members are modeled as moment connections. The substructure model considers the bottom of the basemat as supported on compression-only vertical springs and joints under walls as fixed for horizontal translation.

5.3 Static and SSI Analyses Evaluation

5.3.1 Structural Demands of Main Superstructure Members

The structural demands for the T/B and Electrical Room superstructure members are determined for the superstructure load combinations described in Subsection 5.1.7.

5.3.2 Structural Demands for Substructure Components

The structural demands for the T/B and Electrical Room substructure components are determined for the substructure load combinations described in Subsection 5.1.7. The superstructure column reactions from static and SSI analyses along with substructure’s static and SSI loads are used in the substructure analysis to obtain the substructure component design forces.



5.4 Superstructure Structural Integrity Evaluation Methodology

The structural integrity of T/B and Electrical Room steel members is evaluated using the results of the static and SSI analyses for the cracked concrete substructure condition. Steel superstructure stress ratios for all members are developed from the GT STRUDL analyses. Those member stress ratios are compared to the AISC N690-1994 (R2004) (Reference 10) allowable stress ratios to determine the adequacy of the steel members.

5.5 Substructure Structural Integrity Evaluation Methodology

The structural integrity of T/B and Electrical Room substructure components is evaluated using GT STRUDL non-linear static analysis results. The soil is modeled with compression only springs. Structural walls, slab, basemat, beams and columns are designed per ACI 349-06 (Reference 8).

5.6 Superstructure and Substructure Structural Integrity Evaluation Results

Member stress checks are performed to account for SSI effects on the T/B and Electrical Room superstructure and substructure in compliance with ANSI/AISC N690-1994 (R2004) (Reference 10) and ACI 349-06 (Reference 8).



Figure 5.1.1-1 Turbine Building Complex Second Floor Equipment Load Map



Figure 5.1.1-2 Turbine Building Complex Third Floor Equipment Load Map



Figure 5.1.1-3 Turbine Building Complex Fourth Floor Equipment Load Map



Figure 5.1.1-4 Turbine Building Complex Roof Equipment Load Map



Figure 5.1.1-5 Turbine Building Complex Second Floor Piping and Cable Tray Load Map



Figure 5.1.1-6 Turbine Building Complex Third Floor Piping and Cable Tray Load Map



Figure 5.1.1-7 Turbine Building Complex Fourth Floor Piping and Cable Tray Load Map



Figure 5.1.1-8 Turbine Building Complex Roof Piping and Cable Tray Load Map



Figure 5.1.1-9 Turbine Building Complex Basemat Equipment Load Map



Figure 5.1.1-10 Turbine Building Complex First Floor Equipment Load Map



Figure 5.1.1-11 Turbine Building Complex Basemat Piping and Cable Tray Load Map



Figure 5.1.1-12 Turbine Building Complex First Floor Piping and Cable Tray Load Map



6.0 STABILITY EVALUATION

Stability evaluation of the T/B complex was performed for the following cases:

Seismic stability for overturning (SSI and SSSI).

Seismic stability for bearing pressure (SSI and SSSI).

Static stability for flotation.

The nodal accelerations used to determine the driving force and moment for the seismic stability evaluation were obtained from the ACS SASSI model SSI analyses. The nodal accelerations used to calculate the seismic forces and moments are outputs from ACS SASSI for each time step of the SSI analyses. Each node acceleration was multiplied by the corresponding nodal mass to obtain the force at each node. The horizontal components of the forces at each node were summed to obtain the total base shear of the structure. The total seismic overturning moment was calculated by multiplying each node force by the moment arm for a given reference point, and then summing the moments for all the nodes. The moments associated with vertical seismic node forces were separated from the moments caused by horizontal seismic node forces because in the overturning stability evaluation the moments are restoring moments if the vertical seismic force is downward and driving moments otherwise. The total base shear and moment were used for the overturning and bearing pressure analyses.

6.1 Overturning Stability Evaluation Methodology

The reference point for establishing the driving and resisting forces and moments for the T/B complex is at coordinate 0 feet, 0 feet, -24 feet 7 inches (east-west coordinate, north-south coordinate, vertical coordinate). This reference point is at the bottom of the T/B complex foundation at the intersection of column row AT and 1T.

In addition to the overturning moments due to SSI seismic inertial forces included in the overturning analysis were the forces and moments caused by unbalanced lateral earth pressure due to the concrete soil contact area difference on opposite sides and the dynamic soil pressures, if any. If the total vertical seismic force was upward, the moments caused by vertical seismic force were also added to the overturning moments. Depending on the rotational directions of the overturning moment, the driving force and moment were moved to the corresponding overturning axis.

The resisting moment was calculated about the same reference point as the overturning moment. The dead load used to resist overturning consisted of all the dead loads described in Subsection 5.1.1 excluding the 50 pounds per square foot superimposed dead load. The resisting moment due to total weight was reduced by the moment due to buoyancy. In the calculation of the seismic responses, 25 percent of the floor live load and 75 percent of the snow load were used as inertia mass as discussed in Subsection 5.1.5. These live floor and snow loads were not included as resisting moments. If the vertical seismic force was downward, the moments caused by the vertical seismic force were also added to the resisting moments.



Depending on the rotational directions of the overturning moment, the driving force and moments were moved to the corresponding overturning axis.

The factor of safety against overturning is the ratio of the resisting moment to the overturning moment about the same rotational axis. The smallest factor of safety for all the time steps governs. A factor of safety greater than or equal to 1.1 is required, which is consistent with NUREG-0800 SRP 3.8.5 (Reference 13).

The SSSI overturning stability evaluation methodology is described in Appendix C.

6.2 Overturning Stability Evaluation Results

The minimum overturning factor of safety for each subsurface profile for both the east-west (X-axis) and north-south (Y-axis) directions is shown on Table 6.2-1 for the SSI cracked case. Appendix A reports the minimum overturning factor of safety for each subsurface profile for both the east-west (X-axis) and north-south (Y-axis) directions in Table A.4-1 for the SSI uncracked case.

Appendix C reports for SSSI the minimum overturning factor of safety for each subsurface profile for both the east-west (X-axis) and north-south (Y-axis) directions in Table C.3-2 for the cracked case and Table C.3-4 for the uncracked case.

The factors of safety for all subsurface profiles for the T/B complex are acceptable as they are all greater than 1.1 for SSI and SSSI.

6.3 Bearing Pressure and Contact Area Ratio Evaluation Methodology

The forces and moments involved in bearing pressure calculations are the same as those in the overturning evaluation. In addition, the analysis also considered cases where the buoyancy force was included and cases where it was excluded. The buoyancy force is treated in this manner because buoyancy may increase or decrease the bearing pressure. The buoyancy force increases bearing pressure by decreasing the contact area between the subgrade and foundation and decreases bearing pressure by counteracting downward structure loads.

The T/B and Electrical Room substructure was treated as a rigid body. The base of the substructure was divided into smaller areas with grid lines. A majority of the grid lines were spaced between 4 and 5 feet. Initially, each point at an intersection of grid lines was evaluated and flagged as effective if the point was within the contact area between the foundation and soil or ineffective if the point fell in an opening area or outside the foundation profile. The section properties including center of gravity, area, and moments of inertia were calculated with the tributary areas of the effective points. The stress at each effective point was calculated and the points that had tension stresses were removed from the effective point set.

In the iteration of the bearing pressure calculation, the foundation section properties were recalculated due to changes to the set of effective points. The total forces and moments were moved from the previous center of gravity to the new center of gravity. The stress at each point was calculated, and all points having tension stresses were removed from the effective point set.



The iteration was stopped when no tension stress occurred at any point or the remaining points failed to form a plane, i.e. less than three points were left or all of the remaining points were collinear. In the latter case, the foundation would have been reported as “unstable” with 0 percent contact area ratio, and in the former case, the foundation’s maximum bearing pressure and minimum contact area ratio were reported.

6.4 Bearing Pressure and Contact Area Ratio Evaluation Results

The maximum bearing pressure and minimum contact area ratio for each soil profile are shown in Table 6.4-1 for the cracked case. Appendix A reports the maximum bearing pressure, and minimum contact area ratio, for each soil profile in Table A.4-2 for the uncracked case. The SSSI bearing pressure and minimum contact area ratio evaluation are described in Appendix C. Appendix C reports the maximum bearing pressure and minimum contact area ratio for each soil profile in Table C.3-3 and Table C.3-5.

The results of Table 6.4-1, Table A.4-2, Table C.3-3 and Table C.3-5 include cases with and without buoyancy. According to the tables, the maximum dynamic bearing pressure is less than the minimum allowable dynamic bearing capacity in Table 2.0-1 of the DCD.

6.5 Flotation Evaluation Methodology

The buoyancy force for all the stability analyses, including flotation used the highest groundwater level of one foot below plant grade, which is based on the Table 2.0-1 of the DCD (Reference 1). The factor of safety against flotation was calculated as the ratio between the concrete dead load and the buoyant force on the substructure. A factor of safety greater than or equal to 1.1 is required, in accordance with NUREG-0800 SRP 3.8.5 (Reference 13).

The approach used for determining the minimum factor of safety against flotation was to determine the earliest stage of construction past completion of the T/B and Electrical Room substructure at which the T/B and Electrical Room meets the required minimum factor of safety.

6.6 Flotation Evaluation Results

The minimum factor of safety against flotation for the T/B complex substructure is 1.94. This factor of safety is reached once the T/B and Electrical Room substructure is constructed to the bottom of the first floor slab and the weight of the T/B first floor slab, equipment, and the T/B and Electrical Room superstructure dead loads are all excluded in the resisting force. Since the factor of safety against flotation is greater than 1.1, the flotation stability is adequate for the T/B complex.



Table 6.2-1 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for each Subsurface Profile

Subsurface Profile

Minimum Factor of Safety(1)

About the East-West Direction (x-axis)

About the North-South Direction (y-axis)

270-200 1.7 1.7

270-500 1.7 1.8

560-500 1.5 1.5

900-100 1.4 1.4

900-200 1.4 1.4

2032-100 1.4 1.4

Notes: (1) Factor of Safety rounded down to nearest tenth.

Table 6.4-1 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for each Subsurface Profile

Subsurface Profile

Results Including Buoyancy Force Results Excluding Buoyancy Force

Maximum Bearing Pressure (ksf)

Minimum Contact Area Ratio (%)

Maximum Bearing Pressure (ksf)

Minimum Contact Area Ratio (%)

270-200 7.4 86.4 9.2 99.8

270-500 7.3 86.6 9.1 99.9

560-500 7.3 84.4 9.1 98.6

900-100 7.1 75.2 8.9 97.4

900-200 7.1 74.9 8.9 97.4

2032-100 7.1 73.4 8.7 97.5



7.0 SUMMARY

This TeR documents the methodology, models and results of the T/B complex SSI analyses. Also documented are the structural integrity and stability analyses of the T/B and Electrical Room.

Section 3.0 presents the description and validation of the FE model used for SSI analyses. The dynamic properties of the T/B complex model are presented in Subsections 3.1.2 and 3.1.3. The results of the SSI analyses of the ACS SASSI FE model for six generic subsurface profiles are presented in Subsection 4.3.3.

Section 6.0 presents the evaluation of overturning stability, bearing pressure, and flotation. Results of the overturning stability evaluation are presented in Subsection 6.2 and in Table 6.2-1, Table A.4-1 in Appendix A, and Tables C.3-2 and C.3-4 in Appendix C. Results of the evaluation for dynamic soil bearing pressure beneath the T/B and Electrical Room are presented in Subsection 6.4, Table 6.4-1, Table A.4-2 in Appendix A, and Tables C.3-3 and C.3-5 in Appendix C. Results of the flotation evaluation are presented in Subsection 6.6.

The results of the T/B complex SSI and SSSI analyses demonstrate that the Seismic Category II T/B complex maintains its stability and structural integrity during a seismic event such that any impact on Seismic Category I structures is precluded.



8.0 REFERENCES

1. Design Control Document for the US-APWR, MUAP-DC001 through MUAP-DC003, Revision 3, Mitsubishi Heavy Industries, Ltd., March 2011.

2. Seismic System Analysis, NUREG-0800 Section 3.7.2, Revision 3, U.S. Nuclear Regulatory Commission, Washington, DC, March 2007.

3. GT STRUDL, Version 31, CASE Center, Georgia Institute of Technology, 2010,

4. ANSYS, Release 13.0, SAP IP, Inc., 2010.

5. ACS SASSI Version 2.3.0 including “Option A and NQA Option FS,” “An Advanced Computational Software for 3-D Dynamic Analysis including Soil Structure Interaction,” Users Manuals, Revision 7, Ghiocel Predictive Technologies, Inc., September, 26, 2012.

6. Soil-Structure Interaction Analyses and Results for the US-APWR Standard Plant, Mitsubishi Heavy Industries Ltd., Technical Report MUAP-10006 Revision 3, November 2012.

7. Sliding Evaluation and Results, Mitsubishi Heavy Industries Ltd., Technical Report MUAP-12002. Revision 1, January 2013.

8. Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary, ACI 349-06, American Concrete Institute, 2007.

9. Protection Against Low-Trajectory Turbine Missiles, Regulatory Guide 1.115, Revision 1, U.S. Nuclear Regulatory Commission, Washington DC, July 1977.

10. Specification for the Design, Fabrication and Erection of Steel Safety Related Structures for Nuclear Facilities, ANSI/AISC N690-1994 (R2004), American Institute of Steel Construction, October 2004.

11. Seismic Analysis of Safety-Related Nuclear Structures and Commentary, ASCE 4-98, American Society of Civil Engineers, 1998.

12. Combining Modal Responses in Spatial Components in Seismic Response Analysis, Regulatory Guide 1.92, Revision 2, U.S. Nuclear Regulatory Commission, Washington DC, July 2006.

13. Foundations, NUREG-0800 Section 3.8.5, Revision 2, U.S. Nuclear Regulatory Commission, Washington, DC, March 2007


Mitsubishi Heavy Industries, LTD. A-i

Appendix A

Uncracked Soil-Structure Interaction Analysis

And Stability Evaluation Results


Mitsubishi Heavy Industries, LTD. A-ii

APPENDIX A TABLE OF CONTENTS

Section Title Page No.

A.1.0 INTRODUCTION .......................................................................................................... A-1

A.2.0 RESULTS OF ACCELERATION TRANSFER FUNCTIONS ........................................ A-2

A.3.0 RESULTS OF MAXIMUM T/B COMPLEX DISPLACEMENTS .................................. A-33

A.4.0 RESULTS OF T/B COMPLEX STABILITY EVALUATIONS ...................................... A-40

LIST OF TABLES

Table Title Page No.

Table A.3-1 Maximum Relative Displacement in X Direction (East-West) Relative to Free-Field Input Motion (Uncracked Case) ................................................. A-34

Table A.3-2 Maximum Relative Displacement in Y Direction (North-South) Relative to Free-Field Input Motion (Uncracked case) .............................................. A-36

Table A.3-3 Summary of Governing Subsurface Profiles for Maximum Relative Displacement in X (East-West) and Y (North-South) Directions ................. A-38

Table A.4-1 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (Uncracked Case) ............................... A-41

Table A.4-2 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (Uncracked Case) ........................................................................................................... A-41

LIST OF FIGURES

Figure Title Page No.

Figure A.2-1 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 ........................................................................ A-3

Figure A.2-2 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 ......................................................... A-4





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Figure A.2-8 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 908 ....................................................... A-10

Figure A.2-9 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 .................................................................... A-11

Figure A.2-10 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 ..................................................... A-12

Figure A.2-11 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 395 ...................................................................... A-13

Figure A.2-12 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 395 ...................................................................... A-14

Figure A.2-13 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 908 ...................................................................... A-15

Figure A.2-14 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 908 ...................................................................... A-16

Figure A.2-15 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 .................................................................... A-17

Figure A.2-16 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 .................................................................... A-18





Figure A.2-21 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560 ................................................................................... A-23



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Figure A.2-25 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 5034 ................................................................................. A-27

Figure A.2-26 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 395 ............................................................................................... A-28

Figure A.2-27 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 908 ............................................................................................... A-29

Figure A.2-28 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 2740 ............................................................................................. A-30




Mitsubishi Heavy Industries, LTD. A-1

A.1.0 Introduction

This appendix documents the Soil-Structure Interaction (SSI) results and the stability evaluation results of the Turbine Building (T/B) complex based on the uncracked substructure. The three percent material damping is used for both substructure and superstructure. The uncracked results of the SSI analyses and the stability evaluations of the T/B complex are provided for the six generic layered soil profiles: 270-200, 270-500, 560-500, 900-100, 900-200, and 2032-100. The methodology used to develop the SSI analyses results is identical to those discussed in subsection 4.3 of this TeR. The methodology used to develop the stability evaluation results is identical to those discussed in subsections 6.1 and 6.3 of this TeR.



A.2. 0 Results of Acceleration Transfer Functions

Figures A.2-1 through A.2-20 show the TFU amplitudes for discrete frequencies where ACS SASSI calculated the amplitudes, and the TFI amplitudes. The TFI amplitude line was developed by interpolation between the TFU values. Figures A.2-1 through A.2-10 show the TFU and TFI amplitude plots for the Y direction (North-South) due to Y direction ground motion for five of the 27 selected nodes at the north T/B complex wall located nearest to the R/B complex. Figures A.2-11 through A.2-20 show the TFI and TFU amplitude plots for the X direction (East-West) due to X direction ground motion for five of the 35 nodes on the T/B and the Electrical Room adjacent walls.

Figures A.2-1 through A.2-20 also show that there is good agreement between the trend of the TFI and the TFU values at each SSI frequency, which indicates that sufficient frequencies were included in the SSI analysis to appropriately represent the acceleration transfer functions. The TFI and the TFU for the remaining nodes that are not shown have similar levels of agreement.

Figures A.2-21 through A.2-25 show the TFI in the Y direction (North-South) due to Y direction ground motion for the six subsurface profiles for five of the 27 nodes at the north T/B complex wall located nearest to the R/B complex. Figures A.2-26 through A.2-30 show the TFI in the X direction (East-West) due to X direction ground motion for the six subsurface profiles for five of the 35 nodes on the T/B and Electrical Room adjacent walls. The comparison shows that under SSI effects, the dominant frequencies shift to lower frequencies as the stiffness of the subsurface profile decreases.



0.0

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Figure A.2-1 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for Y Direction (North-South) Due to Y Direction Ground Motion at Node

560



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Figure A.2-2 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for Y Direction (North-South) Due to Y Direction Ground Motion at

Node 560



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Figure A.2-11 Acceleration Transfer Functions for Subsurface Profiles 270-200, 270-500, and 560-500 for X Direction (East-West) Due to X Direction Ground Motion at Node 395



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Figure A.2-12 Acceleration Transfer Functions for Subsurface Profiles 900-100 and 900-200, and 2032-100 for X Direction (East-West) Due to X Direction Ground Motion at Node

395



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Figure A.2-21 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for Y Direction (North-South) Due to Y Direction Ground Motion at Node 560



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Figure A.2-26 Interpolated Acceleration Transfer Functions for all Six Subsurface Profiles for X Direction (East-West) Due to X Direction Ground Motion at Node 395



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A.3.0 Results of Maximum T/B Complex Displacements

Tables A.3-1 and A.3-2 report the SSI computed maximum relative T/B complex displacements in the X (East-West) and Y (North-South) directions at the 66 T/B and Electrical Room nodes with respect to the free-field input ground surface motion for the six subsurface profiles.

For the selected nodes adjacent to the R/B complex (Figure 4.3-1), the maximum displacements in the Y-direction (North-South) range from 0.0760 inch at node 290 to 2.3784 inches at node 605 (Table A.3-2). For each of the 66 selected nodes, Table A.3-3 shows the subsurface profile associated with the computed maximum relative X and Y direction displacements with respect to free-field motion.



Table A.3-1 Maximum Relative Displacement in X Direction (East-West) Relative to Free-Field Input Motion (Uncracked Case)

(Sheet 1 of 2)

Node No.

Elevation (feet)

X-Direction (East-West) Displacement (inch)


290 2.75 0.1343 0.1314 0.0941 0.0222 0.0237 0.0051 0.1343

338 2.75 0.1529 0.1497 0.1038 0.0273 0.0291 0.0111 0.1529

386 2.75 0.1589 0.1524 0.1037 0.0280 0.0298 0.0139 0.1589

389 2.75 0.1609 0.1578 0.1032 0.0276 0.0297 0.0134 0.1609

392 2.75 0.1456 0.1401 0.0887 0.0184 0.0209 0.0078 0.1456

395 2.75 0.1336 0.1281 0.0777 0.0135 0.0158 0.0055 0.1336

398 2.75 0.1272 0.1224 0.0711 0.0132 0.0155 0.0053 0.1272

401 2.75 0.1218 0.1159 0.0705 0.0137 0.0161 0.0061 0.1218

473 2.75 0.1599 0.1549 0.1037 0.0280 0.0295 0.0147 0.1599

560 2.75 0.1595 0.1534 0.1038 0.0304 0.0317 0.0153 0.1595

676 2.75 0.1541 0.1482 0.1021 0.0329 0.0347 0.0155 0.1541

792 2.75 0.1393 0.1346 0.0962 0.0328 0.0344 0.0133 0.1393

879 2.75 0.1126 0.1094 0.0818 0.0254 0.0265 0.0056 0.1126

908 2.75 0.1495 0.1530 0.1044 0.0284 0.0302 0.0135 0.1530

911 2.75 0.1598 0.1569 0.1031 0.0276 0.0298 0.0138 0.1598

914 2.75 0.1441 0.1379 0.0877 0.0181 0.0204 0.0076 0.1441

917 2.75 0.1326 0.1271 0.0772 0.0130 0.0152 0.0050 0.1326

920 2.75 0.1266 0.1219 0.0717 0.0130 0.0154 0.0054 0.1266

923 2.75 0.1201 0.1146 0.0689 0.0124 0.0148 0.0049 0.1201

544 24.75 1.3891 1.3728 1.5253 1.5306 1.5269 1.4885 1.5306

606 24.75 1.4102 1.3953 1.5530 1.5616 1.5566 1.5175 1.5616

627 24.75 1.4302 1.4188 1.5812 1.5963 1.5885 1.5481 1.5963

630 24.75 1.4443 1.4448 1.5997 1.6201 1.6101 1.5666 1.6201

633 24.75 1.4406 1.4447 1.5976 1.6190 1.6090 1.5589 1.6190

636 24.75 1.4290 1.4296 1.5838 1.6047 1.5945 1.5930 1.6047

4965 24.75 0.8495 0.8674 0.9031 0.8980 0.9141 0.8939 0.9141

4968 24.75 0.8540 0.8720 0.9066 0.9027 0.9196 0.8988 0.9196

5035 24.75 0.8445 0.8621 0.8962 0.8919 0.9080 0.8879 0.9080

570 33.5 0.7746 0.7549 0.7507 0.6970 0.7016 0.6584 0.7746

753 33.5 1.5464 1.5235 1.6207 1.5637 1.5680 1.4901 1.6207

1411 33.5 1.3552 1.3515 1.3925 1.3252 1.3283 1.2611 1.3925

2657 33.5 1.4789 1.4596 1.4611 1.4001 1.4043 1.3377 1.4789

2738 33.5 1.9632 1.9429 1.9752 1.8507 1.8734 1.7943 1.9752



Table A.3-1 Maximum Relative Displacement in X Direction (East-West) Relative to Free-Field Input Motion (Uncracked Case)

(Sheet 2 of 2)

Node No.

Elevation (feet)

X-Direction (East-West) Displacement (inch)


5039 33.5 0.7220 0.7323 0.6980 0.6277 0.6283 0.6091 0.7323 5042 33.5 1.7028 1.7400 1.7589 1.7484 1.7369 1.6998 1.7589

5045 33.5 2.3197 2.3544 2.4252 2.4546 2.4694 2.4079 2.4694

5048 33.5 1.7510 1.7687 1.8364 1.8347 1.8509 1.7993 1.8509

5080 33.5 0.9604 0.9757 0.9512 0.9379 0.9454 0.9104 0.9757

542 60.5 2.0983 2.0486 2.1457 2.1298 2.1474 2.0205 2.1474

573 60.5 1.5263 1.4984 1.5235 1.4624 1.4683 1.3940 1.5263

605 60.5 2.0872 2.0362 2.1369 2.1218 2.1413 2.0200 2.1413

626 60.5 2.1208 2.0509 2.1865 2.1640 2.1799 2.0790 2.1865

629 60.5 2.1641 2.1145 2.2558 2.2365 2.2500 2.1694 2.2558

632 60.5 2.1852 2.1412 2.2850 2.2687 2.2728 2.2123 2.2850

635 60.5 2.2161 2.1761 2.3208 2.3058 2.3102 2.2308 2.3208

755 60.5 3.1443 3.1809 3.4236 3.2656 3.3112 3.1188 3.4236

1421 60.5 2.8771 2.8775 2.9631 2.8138 2.8349 2.6917 2.9631

2659 60.5 2.7952 2.7871 2.7957 2.6532 2.6358 2.8175 2.8175

2740 60.5 2.7273 2.7079 2.7444 2.5765 2.6097 2.5734 2.7444

4964 63.5 0.8417 0.8349 0.8370 0.8175 0.8260 0.8077 0.8417

4967 63.5 0.8398 0.8329 0.8333 0.8137 0.8224 0.8041 0.8398

5034 63.5 0.8433 0.8362 0.8365 0.8166 0.8257 0.8071 0.8433

5037 63.5 0.8958 0.9147 0.9106 0.8880 0.8953 0.8672 0.9147

5041 63.5 1.7226 1.7727 1.8407 1.8459 1.8580 1.8007 1.8580

5044 63.5 2.3804 2.4234 2.5313 2.5592 2.5672 2.5085 2.5672

5047 63.5 2.1547 2.1955 2.2656 2.2680 2.2774 2.2212 2.2774

5079 63.5 1.6161 1.6580 1.6543 1.6645 1.6654 1.6217 1.6654

574 87.6667 2.3204 2.2881 2.3303 2.2482 2.2575 2.1629 2.3303

756 87.6667 4.8713 4.8518 4.9982 4.6741 4.6904 4.6290 4.9982

1422 87.6667 5.2350 5.2331 5.2860 4.9685 4.9584 5.2774 5.2860

2660 87.6667 5.0978 5.0765 5.0576 4.7429 4.7186 5.0502 5.0978

2741 87.6667 3.9321 3.9086 3.9846 3.7891 3.8338 4.0293 4.0293

661 169.417 3.6783 3.6628 3.7260 3.6692 3.6759 3.6589 3.7260

745 169.417 3.7358 3.7177 3.8110 3.7880 3.7986 3.7153 3.8110

3164 169.417 3.4896 3.4871 3.8095 3.9370 3.9484 3.9183 3.9484

3210 169.417 3.5457 3.5405 3.8405 3.9798 4.0050 3.9691 4.0050



Table A.3-2 Maximum Relative Displacement in Y Direction (North-South) Relative to Free-Field Input Motion (Uncracked Case)

(Sheet 1 of 2)

Node No.

Elevation (feet)

Maximum Nodal Displacements (inch)


290 2.75 0.0756 0.0760 0.0528 0.0117 0.0123 0.0033 0.0760

338 2.75 0.0965 0.0932 0.0588 0.0189 0.0197 0.0109 0.0965

386 2.75 0.1095 0.1068 0.0732 0.0223 0.0234 0.0102 0.1095

389 2.75 0.1102 0.1088 0.0780 0.0284 0.0301 0.0123 0.1102

392 2.75 0.1009 0.0980 0.0669 0.0203 0.0222 0.0108 0.1009

395 2.75 0.1002 0.1006 0.0685 0.0216 0.0234 0.0143 0.1006

398 2.75 0.1049 0.1073 0.0762 0.0297 0.0316 0.0221 0.1073

401 2.75 0.1080 0.1121 0.0785 0.0320 0.0337 0.0246 0.1121

473 2.75 0.1086 0.1060 0.0719 0.0232 0.0247 0.0116 0.1086

560 2.75 0.1088 0.1114 0.0739 0.0225 0.0235 0.0103 0.1114

676 2.75 0.1212 0.1258 0.0856 0.0236 0.0255 0.0110 0.1258

792 2.75 0.1268 0.1316 0.0938 0.0298 0.0310 0.0137 0.1316

879 2.75 0.1047 0.1108 0.0779 0.0220 0.0232 0.0049 0.1108

908 2.75 0.1086 0.1057 0.0723 0.0215 0.0230 0.0098 0.1086

911 2.75 0.1049 0.1016 0.0693 0.0220 0.0232 0.0083 0.1049

914 2.75 0.0975 0.0948 0.0621 0.0167 0.0182 0.0076 0.0975

917 2.75 0.0958 0.0960 0.0624 0.0166 0.0185 0.0093 0.0960

920 2.75 0.0981 0.1012 0.0666 0.0210 0.0229 0.0140 0.1012

923 2.75 0.0997 0.1031 0.0680 0.0211 0.0230 0.0141 0.1031

544 24.75 0.4971 0.4939 0.5069 0.4600 0.4635 0.4382 0.5069

606 24.75 1.0578 1.0545 1.1389 1.1680 1.1786 1.1536 1.1786

627 24.75 1.1597 1.1651 1.2680 1.2713 1.2706 1.2586 1.2713

630 24.75 1.2486 1.2121 1.3043 1.3068 1.2897 1.2586 1.3068

633 24.75 0.7923 0.7711 0.8695 0.8700 0.8391 0.8153 0.8700

636 24.75 0.5105 0.5017 0.5243 0.4580 0.4545 0.4220 0.5243

4965 24.75 0.3714 0.3767 0.4370 0.4847 0.4890 0.4873 0.4890

4968 24.75 0.6297 0.6551 0.7422 0.8236 0.8312 0.8340 0.8340

5035 24.75 0.6213 0.6423 0.7047 0.7915 0.8004 0.8114 0.8114

570 33.5 0.6528 0.6464 0.6879 0.6456 0.6461 0.6095 0.6879

753 33.5 0.6367 0.6307 0.6390 0.6103 0.6117 0.5769 0.6390

1411 33.5 0.6499 0.6450 0.6740 0.6445 0.6447 0.6122 0.6740

2657 33.5 0.6172 0.6120 0.6403 0.6164 0.6156 0.5868 0.6403

2738 33.5 0.5843 0.5800 0.5843 0.5698 0.5614 0.5341 0.5843



Table A.3-2 Maximum Relative Displacement in Y Direction (North-South) Relative to Free-Field Input Motion (Uncracked Case)

(Sheet 2 of 2)

Node No.

Elevation (feet)

Maximum Nodal Displacements (inch)


5039 33.5 0.4413 0.4593 0.4233 0.4559 0.4538 0.4424 0.4593

5042 33.5 0.4151 0.4312 0.3970 0.4458 0.4434 0.4332 0.4458

5045 33.5 0.3484 0.3580 0.3588 0.4038 0.4013 0.3961 0.4038

5048 33.5 0.3051 0.3181 0.3746 0.4070 0.4096 0.4068 0.4096

5080 33.5 0.3172 0.3278 0.3888 0.4245 0.4268 0.4266 0.4268

542 60.5 1.3303 1.3236 1.3956 1.3832 1.3800 1.3251 1.3956

573 60.5 1.2783 1.2671 1.3673 1.3462 1.3466 1.2856 1.3673

605 60.5 2.0327 1.9995 2.2832 2.3784 2.3757 2.3011 2.3784

626 60.5 2.1826 2.1370 2.2777 2.2922 2.2784 2.2182 2.2922

629 60.5 2.1442 2.1137 2.3061 2.2702 2.2689 2.2110 2.3061

632 60.5 1.3337 1.3070 1.4288 1.6217 1.6440 1.6320 1.6440

635 60.5 1.1503 1.1419 1.2540 1.2145 1.2100 1.1621 1.2540

755 60.5 1.3366 1.3257 1.4544 1.4415 1.4403 1.3794 1.4544

1421 60.5 1.3388 1.3281 1.4655 1.4547 1.4568 1.3958 1.4655

2659 60.5 1.2039 1.1938 1.2895 1.2828 1.2792 1.2281 1.2895

2740 60.5 1.0916 1.0821 1.1375 1.1314 1.1254 1.0755 1.1375

4964 63.5 0.8985 0.9103 1.0509 1.1677 1.1821 1.1816 1.1821

4967 63.5 0.9479 0.9747 1.0567 1.1853 1.1909 1.1915 1.1915

5034 63.5 0.9406 0.9591 1.0345 1.1241 1.1238 1.0928 1.1241

5037 63.5 0.8733 0.8891 0.9660 1.0474 1.0483 1.0194 1.0483

5041 63.5 0.8235 0.8384 0.9170 0.9957 0.9955 0.9699 0.9957

5044 63.5 0.7362 0.7462 0.8201 0.8933 0.8971 0.8779 0.8971

5047 63.5 0.6521 0.6625 0.7645 0.8531 0.8577 0.8558 0.8577

5079 63.5 0.6521 0.6681 0.7740 0.8648 0.8689 0.8711 0.8711

574 87.6667 1.6805 1.6519 1.8562 1.8349 1.8375 1.7559 1.8562

756 87.6667 1.7007 1.6623 1.8804 1.8573 1.8614 1.7800 1.8804

1422 87.6667 1.6625 1.6477 1.8418 1.8220 1.8230 1.7426 1.8418

2660 87.6667 1.5932 1.5819 1.7166 1.7068 1.7020 1.6226 1.7166

2741 87.6667 1.5022 1.4883 1.5759 1.5718 1.5602 1.4875 1.5759

661 169.417 3.1874 3.1200 3.4071 3.5706 3.5181 3.3813 3.5706

745 169.417 2.8611 2.7970 3.1991 3.2441 3.2395 3.0975 3.2441

3164 169.417 2.9323 2.8663 3.2796 3.3848 3.3825 3.2962 3.3848

3210 169.417 2.9078 2.8540 3.1050 3.0508 3.0109 2.8713 3.1050



Table A.3-3 Summary of Governing Subsurface Profiles for Maximum Relative Displacement in X (East-West) and Y (North-South) Directions

(Sheet 1 of 2)

Node No.

Elevation (feet)

Governing Subsurface Profile

East-West Direction North-South Direction

290 2.75 270-200 270-500

338 2.75 270-200 270-200

386 2.75 270-200 270-200

389 2.75 270-200 270-200

392 2.75 270-200 270-200

395 2.75 270-200 270-500

398 2.75 270-200 270-500

401 2.75 270-200 270-500

473 2.75 270-200 270-200

560 2.75 270-200 270-500

676 2.75 270-200 270-500

792 2.75 270-200 270-500

879 2.75 270-200 270-500

908 2.75 270-500 270-200

911 2.75 270-200 270-200

914 2.75 270-200 270-200

917 2.75 270-200 270-500

920 2.75 270-200 270-500

923 2.75 270-200 270-500

544 24.75 900-100 560-500

606 24.75 900-100 900-200

627 24.75 900-100 900-100

630 24.75 900-100 900-100

633 24.75 900-100 900-100

636 24.75 900-100 560-500

4965 24.75 900-200 900-200

4968 24.75 900-200 2032-100

5035 24.75 900-200 2032-100

570 33.5 270-200 560-500

753 33.5 560-500 560-500

1411 33.5 560-500 560-500

2657 33.5 270-200 560-500

2738 33.5 560-500 270-200



Table A.3-3 Summary of Governing Subsurface Profiles for Maximum Relative Displacement in X (East-West) and Y (North-South) Directions

(Sheet 2 of 2) Node No.

Elevation (feet)

Governing Subsurface Profile East-West Direction North-South Direction

5039 33.5 270-500 270-500

5042 33.5 560-500 900-100

5045 33.5 900-200 900-100

5048 33.5 900-200 900-200

5080 33.5 270-500 900-200

542 60.5 900-200 560-500

573 60.5 270-200 560-500

605 60.5 900-200 900-100

626 60.5 560-500 900-100

629 60.5 560-500 560-500

632 60.5 560-500 900-200

635 60.5 560-500 560-500

755 60.5 560-500 560-500

1421 60.5 560-500 560-500

2659 60.5 2032-100 560-500

2740 60.5 560-500 560-500

4964 63.5 270-200 900-200

4967 63.5 270-200 2032-100

5034 63.5 270-200 900-100

5037 63.5 270-500 900-200

5041 63.5 900-200 900-100

5044 63.5 900-200 900-200

5047 63.5 900-200 900-200

5079 63.5 900-200 2032-100

574 87.6667 560-500 560-500

756 87.6667 560-500 560-500

1422 87.6667 560-500 560-500

2660 87.6667 270-200 560-500

2741 87.6667 2032-100 560-500

661 169.417 560-500 900-100

745 169.417 560-500 900-100

3164 169.417 900-200 900-100

3210 169.417 900-200 560-500



A.4.0 Results of T/B Complex Stability Evaluations

Table A.4-1 reports the calculated minimum factors of safety against seismic overturning for each soil profile for both the X (East-West) and Y (North-South) directions. Table A.4-2 reports the calculated maximum seismic bearing pressures and minimum contact area ratios for each soil profile.



Table A.4-1 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (Uncracked Case)

Subsurface Profile


About the East-West Direction (X-axis)

About the North-South Direction (Y-axis)

270-200 1.6 1.5

270-500 1.6 1.5

560-500 1.5 1.3

900-100 1.4 1.3

900-200 1.4 1.3

2032-100 1.4 1.3


Table A.4-2 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (Uncracked Case)

Subsurface Profile


Maximum Bearing Pressure

(ksf)

Minimum Contact Area Ratio

(%)


(ksf)


(%)

270-200 7.3 84.1 9.2 98.4

270-500 7.2 84.5 9.1 98.6

560-500 7.2 75.3 8.8 97.7

900-100 7.4 75.0 9.0 97.6

900-200 7.3 74.4 8.9 97.6

2032-100 7.3 74.4 9.0 98.2


Mitsubishi Heavy Industries, LTD. B-i

Appendix B

Structure-Soil-Structure Interaction Analysis

Methodology and Results


Mitsubishi Heavy Industries, LTD. B-ii

APPENDIX B TABLE OF CONTENTS Section Title Page No.

B.1.0 INTRODUCTION ............................................................................................ B-1

B.2.0 METHODOLOGY ........................................................................................... B-2 B.2.1 US-APWR Seismic Design Basis ........................................................... B-2

B.2.2 ACS SASSI SSSI Model ......................................................................... B-2

B.2.3 ACS SASSI SSI Model of the T/B and Electrical Room .......................... B-2

B.3.0 STRUCTURE-SOIL-STRUCTURE ANALYSIS ............................................. B-3

B.4.0 ANALYSIS RESULTS ................................................................................... B-4

B.5.0 CONCLUSIONS ............................................................................................. B-5

LIST OF TABLES Table Title Page No.

Table B.4-1 Base Shear Comparison between SSI and SSSI Analyses ........................... B-6

Table B.4-2 Vertical Load Comparison between SSI and SSSI Analyses ......................... B-6

LIST OF FIGURES Figure Title Page No.

Figure B.4-1 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI – Envelope of Soil Cases .................................................................................. B-7

Figure B.4-2 Comparison of T/B Shear Diagram – SSI vs. SSSI – Envelope of Soil Cases ............................................................................................................. B-8

Figure B.4-3 Comparison of Electrical Room Vertical Load Diagram – SSI vs. SSSI – Envelope of Soil Cases .................................................................................. B-9

Figure B.4-4 Comparison of T/B Vertical Load Diagram – SSI vs. SSSI – Envelope of Soil Cases .................................................................................................... B-10

Figure B.4-5 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, NS Response ..................................................................... B-11

Figure B.4-6 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, EW Response .................................................................... B-12

Figure B.4-7 Comparison of Electrical Room Load Diagram – SSI vs. SSSI- Soil Profile 270-200, Vertical Response ......................................................................... B-13


Mitsubishi Heavy Industries, LTD. B-iii

Figure B.4-8 Comparison of T/B Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, NS Response ............................................................................................... B-14

Figure B.4-9 Comparison of T/B Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, EW Response .............................................................................................. B-15

Figure B.4-10 Comparison of T/B Load Diagram – SSI vs. SSSI- Soil Profile 270-200, Vertical Response ........................................................................................ B-16



Figure B.4-13 Comparison of Electrical Room Load Diagram – SSI vs. SSSI- Soil Profile 560-500, Vertical Response .............................................................. B-19

















Mitsubishi Heavy Industries, LTD. B-iv

Figure B.4-29 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, NS Response ..................................................................... B-35

Figure B.4-30 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, EW Response .................................................................... B-36

Figure B.4-31 Comparison of Electrical Room Load Diagram – SSI vs. SSSI- Envelop All Soil Profiles, Vertical Response .............................................................. B-37

Figure B.4-32 Comparison of T/B Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, NS Response ................................................................................. B-38

Figure B.4-33 Comparison of T/B Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, EW Response ................................................................................ B-39

Figure B.4-34 Comparison of T/B Load Diagram – SSI vs. SSSI- Envelop All Soil Profiles, Vertical Response .......................................................................... B-40


Mitsubishi Heavy Industries, LTD. B-1

B.1.0 INTRODUCTION

This appendix documents the Structure-Soil-Structure Interaction (SSSI) analyses and results of the Reactor Building (R/B) complex and Turbine Building (T/B) structures. [Xxxxxx xxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx] The distance between the two foundations and the comparable stiffness and masses of the two buildings necessitate the investigation of the effects of the presence of the R/B complex on the seismic response of the T/B structures. The effects on the response of the T/B structures due to SSSI with the much larger and heavier R/B complex are presented in terms of story shear diagrams, vertical load diagrams, and base shear. The comparison of story shear diagrams, vertical load diagrams, and base shear forces help determine any increase in structural demands on the T/B due to SSSI effects.

The SSI analyses of the T/B are performed for the six generic layered soil profiles: 270-200, 270-500, 560-500, 900-100, 900-200, and 2032-100. The SSSI analyses are performed for four selected profiles: 270-200, 560-500, 900-100, and 900-200. Therefore, only the soil cases used for the SSSI analyses are compared. Section 03.3.5 of TeR MUAP-10006 discusses the soil profiles selected for the SSSI analyses. Part 1 of TeR MUAP-10006 provides the generic layered soil profile development.

Similar to the R/B complex SSI analyses, the study of SSSI effects on the T/B also considers models with two levels of structural stiffness (i.e., cracked and uncracked models).



B.2.0 METHODOLOGY

B.2.1 US-APWR Seismic Design Basis

Section 03.3.0 of TeR MUAP-10006 (Reference 6) presents the seismic design bases of the SSSI analyses. This includes the input dynamic soil properties and input motions, known as “within motions”, used in the analyses as well as the SSSI analysis approach. The approach includes the number of FFT points chosen for the analysis, the adequacy of the frequencies chosen for the analyses, the three directions of seismic excitation, a discussion of the modified subtraction method implemented for the analyses, and the justification of the cut-off frequencies of the analyses.

B.2.2 ACS SASSI SSSI Model

The SSSI analyses address the foundation embedment effects by directly analyzing the SSSI system of the R/B complex combined with the T/B as a fully embedded model. MUAP-10006 (Reference 6) Section 03.3.4 and Subsection 03.3.4.2 present the SSSI model used in the analyses.

B.2.3 ACS SASSI SSI Model of the T/B and Electrical Room

The SSI analysis of the T/B and Electrical Room is performed on the same model as the one described in Subsection 03.3.4.2 of MUAP-10006 (Reference 6) for the SSSI analyses. This model is also analyzed as fully embedded.



B.3.0 STRUCTURE-SOIL-STRUCTURE ANALYSIS

Section 03.3.5 of TeR MUAP-10006 (Reference 6) discusses the analysis matrix of the SSSI analyses. Notably, Figure 03.3.5-1 schematically presents the general procedure for the analyses using ACS SASSI (Reference 5). Section 03.3.5 of TeR MUAP-10006 (Reference 6) also presents the justification for the selected generic layered profiles used in the SSSI analyses.

Section 5.2 of this TeR discusses the application of SSI acceleration to the T/B structures to assess the structural demands due to seismic loading. Section 03.3.7 of TeR MUAP-10006 (Reference 6) presents a more detailed methodology to develop equivalent-static seismic loads from the analyses. These loads are presented as story shear and vertical load diagrams.



B.4.0 ANALYSIS RESULTS

The results of the SSSI analyses are presented as story shear and vertical load diagrams for the Electrical Room and the T/B separately since they are freestanding structures on a common basemat. These are plotted together with story shear and vertical load diagrams produced from the T/B SSI analyses to assess the SSSI effects on the T/B and Electrical Room structures. Figure B.4-1 and Figure B.4-2 present the story shear diagrams enveloping the four soil cases for the Electrical Room and T/B, respectively. The story shear diagrams present the comparison of the SSI and SSSI model in N-S direction (presented in pink solid line for SSI analysis and red dashed line for SSSI analysis) and E-W direction (presented in dark blue solid line for SSI analysis and light blue dashed line for SSSI analysis). Figure B.4-3 and Figure B.4-4 present the vertical load diagrams enveloping the four soil cases for the Electrical Room and T/B, respectively (presented in dark blue line for SSI analysis and light blue dashed line for SSSI analysis).

Figure B.4-5 through Figure B.4-34 present story shear and vertical load diagrams plotted for each soil profile independently. These plots also present the cracked and uncracked models separately. From these Figures, the controlling soil profile and model stiffness can be determined.

Table B.4-1 provides the base shear forces at the bottom of the basemat.



B.5.0 CONCLUSIONS

As shown in Figure B.4-1 through Figure B.4-4, [xxxxxxxxxxx xxxxxxxxxxxxx xxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx] while lower base shear load is produced in E-W direction as shown in Table B.4-1. The larger increases in shear loads in the N-S direction are expected due to the plant layout configuration.

In general, for the Electrical Room, the shear loads in the N-S direction produced from SSSI are equal to or greater than those produced from SSI. Only soil profile 560-500 produces slightly lower SSSI shear loads compared to SSI. In the E-W direction, the softer soil profiles 270-200 and 560-500 produce lower SSSI shear loads while the stiffer soil profiles 900-100 and 900-200 produce higher SSSI shear loads compared to SSI shear loads. In the vertical direction, the loads produced from SSSI are consistently equal to or higher for all soil profiles.

For the T/B, the shear loads in the N-S direction produced from SSSI are equal to or greater than those produced from SSI. In the E-W direction, the softer soil profiles 270-200 and 560-500 produce lower SSSI shear loads at certain elevations while the stiffer soil profiles 900-100 and 900-200 produce higher SSSI shear loads compared to SSI shear loads. In the vertical direction, the loads produced from SSSI are consistently equal to or higher for all soil profiles.

Further inspection of the individual soil profile story shear diagrams along with Table B.4-1 and Table B.4-2 shows that the full structural stiffness (uncracked) model and stiffer soil cases, namely 900-200, show the largest increase in shear and vertical loads due to SSSI effects.

Overall, an envelope of the seismic loads produced from both the SSI and SSSI analyses provides the most conservative assessment of seismic structural demands on both the T/B and the Electrical Room. [Xxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx]



Table B.4-1 Base Shear Comparison between SSI and SSSI Analyses

270-200 560-500 900-100 900-200 Enveloped

F-NS (kips) 144257.1 165572.7 177484.7 178049.8 178049.8

F-EW (kips) 178071.7 181102.1 199834.1 202255.0 202255.0

F-NS (kips) 152848.4 171519.2 198483.4 197861.5 198483.4

F-EW (kips) 154613.9 165250.5 195039.8 201596.1 201596.1

F-NS (kips) 150973.2 178663.9 186218.8 186922.9 186922.9

F-EW (kips) 192908.4 197645.5 214111.6 217894.0 217894.0

F-NS (kips) 155709.4 177892.4 212380.5 213292.7 213292.7F-EW (kips) 171919.4 188863.3 210654.9 216210.9 216210.9

CrackedSSI

SSSI

Soil Cases

UncrackedSSI

SSSI

Table B.4-2 Vertical Load Comparison between SSI and SSSI Analyses

270-200 560-500 900-100 900-200 EnvelopedSSI FZ (kips) 59496.5 64317.5 70596.0 71040.4 71040.4

SSSI FZ (kips) 62992.5 65014.0 73027.8 73272.9 73272.9SSI FZ (kips) 64708.9 69718.9 76834.1 77183.0 77183.0

SSSI FZ (kips) 67919.0 70098.4 79183.9 79804.7 79804.7

Soil Cases

Cracked

Uncracked



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Figure B.4-1 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI – Envelope of Soil Cases



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Figure B.4-2 Comparison of T/B Shear Diagram – SSI vs. SSSI – Envelope of Soil Cases



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Figure B.4-3 Comparison of Electrical Room Vertical Load Diagram – SSI vs. SSSI – Envelope of Soil Cases



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Figure B.4-4 Comparison of T/B Vertical Load Diagram – SSI vs. SSSI – Envelope of Soil Cases



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Figure B.4-5 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, NS Response



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Figure B.4-6 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, EW Response



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Figure B.4-7 Comparison of Electrical Room Load Diagram – SSI vs. SSSI- Soil Profile 270-200, Vertical Response



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Figure B.4-8 Comparison of T/B Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, NS Response



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Figure B.4-9 Comparison of T/B Shear Diagram – SSI vs. SSSI- Soil Profile 270-200, EW Response



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Figure B.4-10 Comparison of T/B Load Diagram – SSI vs. SSSI- Soil Profile 270-200, Vertical Response



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Figure B.4-29 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, NS Response



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Figure B.4-30 Comparison of Electrical Room Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, EW Response



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Figure B.4-31 Comparison of Electrical Room Load Diagram – SSI vs. SSSI- Envelop All Soil Profiles, Vertical Response



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Figure B.4-32 Comparison of T/B Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, NS Response



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Figure B.4-33 Comparison of T/B Shear Diagram – SSI vs. SSSI- Envelop All Soil Profiles, EW Response



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Figure B.4-34 Comparison of T/B Load Diagram – SSI vs. SSSI- Envelop All Soil Profiles, Vertical Response


Mitsubishi Heavy Industries, LTD. C-i

Appendix C

Structure-Soil-Structure Interaction (SSSI)

T/B Complex Maximum Displacements and

Stability Evaluation Results


Mitsubishi Heavy Industries, LTD. C-ii

APPENDIX C TABLE OF CONTENTS


C.1.0 INTRODUCTION ........................................................................................................... C-1

C.2.0 RESULTS OF T/B SUPERSTRUCTURE MAXIMUM RELATIVE DISPLACEMENTS ............................................................................................ C-2

C.3.0 RESULTS OF T/B COMPLEX STABILITY EVALUATIONS ........................................ C-3

LIST OF TABLES


Table C.3-1 Turbine Building and Electrical Room SSSI Adjustment Factors Applied to SSI Accelerations ............................................................................. C-4

Table C.3-2 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (SSSI-Cracked Case) ................................ C-4

Table C.3-3 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (SSSI-Cracked Case) ................................................................................................... C-5

Table C.3-4 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (SSSI-Uncracked Case) ............................ C-5

Table C.3-5 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (SSSI-Uncracked Case) ............................................................................................... C-6


Mitsubishi Heavy Industries, LTD. C-1

C.1.0 INTRODUCTION

Appendix C of this TeR presents the following T/B complex responses to the effects of Structure-Soil-Structure Interaction (SSSI) between the R/B complex and the T/B complex on the T/B complex. The methodology used to develop the SSSI analyses results is described in Appendix B of this TeR. The following responses are presented for both cracked and uncracked concrete substructure conditions:

1) superstructure displacements

2) factors of safety against overturning in X and Y directions

3) bearing pressures and minimum contact area ratios

To address the effects of SSSI on the T/B complex, factors are applied to the T/B SSI analysis results. [Xxxxxxxxxxxxxxxx xxxxxxx xxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx] The following sections describe the methodologies used to apply these factors to determine the T/B complex responses.



C.2.0 RESULTS OF T/B SUPERSTRUCTURE MAXIMUM RELATIVE DISPLACEMENTS

Tables 4.3.3-1 (cracked), 4.3.3-2 (cracked), A.3-1 (uncracked) and A.3-2 (uncracked) report the SSI maximum relative displacements in the X (east-west) and Y (north-south) directions respectively at 66 T/B and Electrical Room nodes with respect to the free-field input ground surface motion for the six subsurface profiles.

The T/B superstructure SSSI maximum relative displacements for the selected nodes adjacent to the R/B complex (Figure 4.3-1) are estimated by applying [Xxxxxxxxxxx xxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx] The maximum displacements (rounded to two decimal places) in the Y-direction (north-south) range from 0.12 inch at node 290 to 2.74 inches at node 605.



C.3.0 RESULTS OF T/B COMPLEX STABILITY EVALUATIONS

The SSSI minimum factors of safety against seismic overturning are calculated by dividing the SSI minimum factors of safety against overturning, before rounding down, used to produce Table 6.2-1 (cracked) and Table A.4-1 (uncracked) [xxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx]

The maximum seismic bearing pressures and minimum contact area ratios are determined by performing a nonlinear analysis, i.e. uplift considered. [Xxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx] Table C.3-1 shows in more detail how these factors are applied.

Table C.3-2 reports the SSSI calculated minimum factors of safety against seismic overturning for the cracked condition for each soil profile for both the east-west and north-south directions. Table C.3-3 reports the SSSI maximum seismic bearing pressures and minimum contact area ratios for the cracked condition for each soil profile.

Table C.3-4 reports the SSSI calculated minimum factors of safety against seismic overturning for the uncracked condition for each soil profile for both the east-west and north-south directions. Table C.3-5 reports the SSSI maximum seismic bearing pressures and minimum contact area ratios for the uncracked condition for each soil profile.



Table C.3-1 Turbine Building and Electrical Room SSSI Adjustment Factors Applied to SSI Accelerations

Table C.3-2 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (SSSI-Cracked Case)

Subsurface Profile




270-200 1.5 1.6

270-500 1.5 1.7

560-500 1.3 1.5

900-100 1.2 1.3

900-200 1.2 1.3

2032-100 1.2 1.3




Table C.3-3 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (SSSI-Cracked Case)

Subsurface Profile



(ksf)


(%)


(ksf)


(%)

270-200 7.6 84.8 9.5 99.2

270-500 7.5 84.8 9.4 99.3

560-500 7.5 78.5 9.5 97.3

900-100 7.4 64.1 9.2 95.7

900-200 7.3 64.0 9.2 95.6

2032-100 7.4 62.3 9.0 95.7

Table C.3-4 Turbine Building and Electrical Room Minimum Overturning Factor of Safety for Each Subsurface Profile (SSSI-Uncracked Case)

Subsurface Profile




270-200 1.4 1.5

270-500 1.4 1.4

560-500 1.3 1.3

900-100 1.2 1.2

900-200 1.2 1.2

2032-100 1.2 1.3




Table C.3-5 Turbine Building and Electrical Room Maximum Bearing Pressure and Minimum Contact Area Ratio for Each Subsurface Profile (SSSI-Uncracked Case)

Subsurface Profile



(ksf)


(%)


(ksf)


(%)

270-200 7.6 81.7 9.5 97.1

270-500 7.4 82.5 9.4 97.4

560-500 7.5 71.5 9.1 96.1

900-100 7.7 65.0 9.3 95.9

900-200 7.6 65.9 9.2 95.9

2032-100 7.7 62.4 9.3 96.5

Documents

MUAP-11002-NP, Rev. 3, 'Turbine Building Model Properties ... · 3 All Incorporated changes identified in responses to RAIs No 909-6315 Revision 3 Question Number 03.07.02-188 and