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APR1400-E-S-NR-14005-NP, Rev. 2, Evaluation of Structure-Soil-Structure Interaction(Sssi) Effects.
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Issue date:	12/31/2017
From:	; Korea Electric Power Corp, Korea Hydro & Nuclear Power Co, Ltd
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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Evaluation of Structure-Soil-Structure Interaction(SSSI) Effects Revision 2 Non-Proprietary December 2017 Copyright 2017 Korea Electric Power Corporation &

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 REVISION HISTORY Section(s) or Revision Date Description Page(s)

December 0 All First Issue 2014 The expression of generic soil (or site) is changed Pages iv, v, vi, 5, to low-strain soil (or site) and the expression of 6, 8, 9, 13, 17, 18, strain-compatible soil (or site) is changed to 19~27, 35~43, 56 generic soil (or site) by the response to RAI 182-8160, Question 03.07.01-4, Rev.1.

The expression of average in shear-wave-velocity category is deleted, and the groundwater level used Pages v, 6, 17, 18 in the seismic analyses is clarified by the response to February RAI 253-8300, Question 03.07.01-8, Rev.2.

1 2017 The embedment depths of the NI and EDGB/DFOT Pages 2, 3 room are clearly described by the response to RAI 253-8300, Question 03.07.01-6.

A minimum seismic gap of 2 in. between RCB and Pages 1, 2 AB is changed to 6 in. by the response to RAI 183-8197, Question 03.07.02-3.

The revision numbers of the referred documents in Page 15 References are updated.

Pages iii, v, vi, vii, viii, ix, 1, 6~8, The descriptions, tables, and figures related to S5 10~14, 18, 22~24, soil profile are deleted by the response to RAI 252-28, 56, 60, 67, 70, December 8299, Question 03.07.02-9, Rev.2.

2 85~97, 119~126, 2017 141~146 The descriptions, tables, and figures related to the Pages iii, iv, 1, additional SSSI analyses performed by the response A1~A108 to RAI 226-8235, Question 03.07.02-6, Rev.1.

This document was prepared for the design certification application to the U.S. Nuclear Regulatory Commission and contains technological information that constitutes intellectual property of Korea Hydro & Nuclear Power Co., Ltd. Copying, using, or distributing the information in this document in whole or in part is permitted only to the U.S. Nuclear Regulatory Commission and its contractors for the purpose of reviewing design certification application materials. Other uses are strictly prohibited without the written permission of Korea Electric Power Corporation and Korea Hydro &

Nuclear Power Co., Ltd.

KEPCO & KHNP ii

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 ABSTRACT This technical report provides to evaluate the structure-soil-structure interaction effects on the seismic response of the APR1400 standard plant structures. The APR1400 standard plant structures are nuclear island consisting of reactor containment building and auxiliary building founded on monolithic common basemat and emergency diesel generator building.

For evaluation of the structure-soil-structure interaction effects due to presence of adjacent structures, the structure-soil-structure interaction analysis using coupled model for all structures in the power block are performed. In the structure-soil-structure interaction analysis, two generic site profile cases representing the soft and hard soil case profiles are considered. From the analysis results, the variation of the maximum seismic response (demand) parameter such as in-structure response spectra under the design-basis seismic ground motion input is investigated.

Due to model size limitation of the Fast Solver version of the ACS-SASSI computer program, the coupled structure-soil-structure interaction model is developed assuming a surface-supported foundation condition.

This approximation reduces substantially the number of DOFs, thus, eliminates the structure-soil-structure interaction model size limitation problem. Since Interim Staff Guidance on Ensuring Hazard-Consistent Seismic Input for Site Response and Soil Structure Interaction Analyses (DC/COL-ISG-017) addresses the analysis case of Embedded Structures Analyzed as Surface Structures in the Certified Design, and since surface structure provides more conservative seismic responses than embedded structure, this approximation is acceptable.

In order to evaluate the adequacy of the surface-founded assumption, an additional set of SSSI analyses are performed with the embedded foundation configuration for the combined model of the NI and EDGB/DFOT room.

KEPCO & KHNP iii

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TABLE OF CONTENTS 1 INTRODUCTION .................................................................................................... 1 2 DESCRIPTION OF STRUCTURES IN POWER BLOCK ............................................ 2 2.1 Description of NI ................................................................................................................................ 2 2.1.1 RCB ................................................................................................................................................... 2 2.1.2 AB...................................................................................................................................................... 2 2.2 Description of EDGB ......................................................................................................................... 3 2.3 Description of CPB ............................................................................................................................ 3 2.4 Description of TI ................................................................................................................................ 3 2.4.1 TGB ................................................................................................................................................... 4 2.4.2 SGA ................................................................................................................................................... 4 2.4.3 TGP ................................................................................................................................................... 4 3 APR1400 SEISMIC ANALYSIS BASES ................................................................... 5 3.1 Design Ground Motion ...................................................................................................................... 5 3.2 Low-strain Site Profiles ..................................................................................................................... 6 3.3 Groundwater Table Elevation ............................................................................................................ 6 4 SSSI ANALYSIS ..................................................................................................... 7 4.1 Design Basis SSI Analysis ................................................................................................................ 7 4.2 SSSI Analysis Methodology .............................................................................................................. 7 4.3 Free-field Site Response Analysis .................................................................................................... 8 4.4 Individual SSI Analysis Models ......................................................................................................... 9 4.5 Coupled SSSI Analysis Model .......................................................................................................... 9 4.6 Individual SSI and Coupled SSSI Analysis Cases .......................................................................... 10 5 ANALYSIS AND ASSESSMENT RESULTS ............................................................ 11 5.1 ISRS ................................................................................................................................................ 11 5.2 SSSI Effects on APR1400 Standard Plant Structures .................................................................... 11 6 ADDITIONAL SSSI ANALYSES AND ASSESSMENT ............................................. 13 6.1 Analysis Results .............................................................................................................................. 13 6.2 Reflection of SSSI effects on EDGB ............................................................................................... 14 7 REFERENCES ...................................................................................................... 15 APPENDIX A EVALUATION OF SSSI EFFECTS ON NI AND EDGB/DFOT ROOM COMBINED MODEL WITH EMBEDDED FOUNDATION CONFIGURATION

............................................................................................................. A1 KEPCO & KHNP iv

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 LIST OF TABLES Table 3-1 APR1400 CSDRS ..................................................................................................................... 16 Table 3-2 Dynamic Properties of Low-strain Soil/Rock Materials for Site Shear-Wave-Velocity Categories P1 through P5 ........................................................................................................ 17 Table 3-3 Site Layering and Shear-Wave-Velocity Categories Considered for Eight Low-strain Site Profiles ............................................................................................................................... 18 Table 4-1 Generic Site Profile S1 ............................................................................................................. 19 Table 4-2 Deleted ..................................................................................................................................... 22 Table 4-3 Generic Site Profile S9 ............................................................................................................. 25 Table 4-4 Total Number of Frequencies and Highest Frequency for Each Analysis Case ....................... 28 Table 5-1 Selected Nodal Points on Designated Structure Elevations of CS for Generation of ISRS ......................................................................................................................................... 29 Table 5-2 Selected Nodal Points on Designated Structure Elevations of PSW for Generation of ISRS ......................................................................................................................................... 30 Table 5-3 Selected Nodal Points on Designated Structure Elevations of SSW for Generation of ISRS ......................................................................................................................................... 31 Table 5-4 Selected Nodal Points at Shear Wall Locations on Designated Floor Elevations of AB for Generation of ISRS ............................................................................................................. 32 Table 5-5 Selected Nodal Points on Floor-Slab Panels on Designated Floor Elevations of AB for Generation of Vertical ISRS ...................................................................................................... 33 Table 5-6 Selected Nodal Points on Designated Structure Elevations EDGB for Generation of ISRS ......................................................................................................................................... 34 Table 6-1 Generic Site Profile S2 ............................................................................................................. 35 Table 6-2 Generic Site Profile S3 ............................................................................................................. 38 Table 6-3 Generic Site Profile S4 ............................................................................................................. 41 Table 6-4 Total Number of Frequencies and Highest Frequency for Each Analysis Case ....................... 44 KEPCO & KHNP v

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 LIST OF FIGURES Figure 2-1 Plan Layout of APR1400 Power Block .................................................................................... 45 Figure 2-2 Typical Section View of RCB .................................................................................................. 46 Figure 2-3 Typical Section View of AB ..................................................................................................... 47 Figure 2-4 Typical Section View of EDGB ................................................................................................ 48 Figure 2-5 Typical Section View of CPB ................................................................................................... 49 Figure 2-6 Typical Section View of TI ....................................................................................................... 50 Figure 3-1 APR1400 Horizontal CSDRS .................................................................................................. 51 Figure 3-2 APR1400 Vertical CSDRS ...................................................................................................... 52 Figure 3-3 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

H1 Component ........................................................................................................................ 53 Figure 3-4 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

H2 Component ........................................................................................................................ 54 Figure 3-5 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

VT Component ........................................................................................................................ 55 Figure 3-6 Low-Strain Shear Wave Velocity Profiles vs. Depth for Eight Low-strain Site Profiles Considered for APR1400 ........................................................................................................ 56 Figure 3-7 Shear-Modulus-Degradation and Damping-Value Variation Curves for Sand Considered for APR1400 ........................................................................................................ 57 Figure 3-8 Shear-Modulus-Degradation and Damping-Value Variation Curves for Soft Rock Considered for APR1400 ........................................................................................................ 58 Figure 3-9 Shear-Modulus-Degradation and Damping-Value Variation Curves for Rock Considered for APR1400 ........................................................................................................ 59 Figure 4-1 Site Response Motions at Truncated Surface for S1 and S9 Cases ...................................... 60 Figure 4-2 Combined SASSI SSI FEM of NI ............................................................................................ 61 Figure 4-3 SASSI SSI FEM of EDGB ....................................................................................................... 62 Figure 4-4 SASSI SSI FEM of CPB .......................................................................................................... 63 Figure 4-5 SASSI SSI FEM of TI .............................................................................................................. 64 Figure 4-6 SASSI SSSI FEM of Power Block........................................................................................... 65 Figure 4-7 ISRS at AB El. 156-0 for Design Basis SSI Analysis (Embedded Structure) S1U ............... 66 Figure 4-8 Deleted .................................................................................................................................... 67 Figure 4-9 ISRS at AB El. 156-0 for Design Basis SSI Analysis (Embedded Structure) S9U ............... 68 Figure 4-10 ISRS at AB El. 156-0 for Individual SSI Analysis (Surface Structure) S1U ........................ 69 Figure 4-11 Deleted .................................................................................................................................. 70 Figure 4-12 ISRS at AB El. 156-0 for Individual SSI Analysis (Surface Structure) S9U ........................ 71 Figure 5-1 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 78-0 .............................................. 72 Figure 5-2 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 100-0 ............................................ 73 Figure 5-3 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 156-0 ............................................ 74 KEPCO & KHNP vi

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-4 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 254-6 ............................................ 75 Figure 5-5 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 331-9 ............................................ 76 Figure 5-6 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 78-0 .......................................... 77 Figure 5-7 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 100-0 ........................................ 78 Figure 5-8 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 156-0 ........................................ 79 Figure 5-9 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 191-0 ........................................ 80 Figure 5-10 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 78-0 ........................................ 81 Figure 5-11 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 100-0 ....................................... 82 Figure 5-12 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 156-0 ...................................... 83 Figure 5-13 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 191-0 ...................................... 84 Figure 5-14 Deleted .................................................................................................................................. 85 Figure 5-15 Deleted .................................................................................................................................. 86 Figure 5-16 Deleted .................................................................................................................................. 87 Figure 5-17 Deleted .................................................................................................................................. 88 Figure 5-18 Deleted .................................................................................................................................. 89 Figure 5-19 Deleted .................................................................................................................................. 90 Figure 5-20 Deleted .................................................................................................................................. 91 Figure 5-21 Deleted .................................................................................................................................. 92 Figure 5-22 Deleted .................................................................................................................................. 93 Figure 5-23 Deleted .................................................................................................................................. 94 Figure 5-24 Deleted .................................................................................................................................. 95 Figure 5-25 Deleted .................................................................................................................................. 96 Figure 5-26 Deleted .................................................................................................................................. 97 Figure 5-27 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 78-0 ............................................ 98 Figure 5-28 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 100-0 .......................................... 99 Figure 5-29 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 156-0 ........................................ 100 Figure 5-30 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 254-6 ........................................ 101 Figure 5-31 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 331-9 ........................................ 102 Figure 5-32 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 78-0 ...................................... 103 Figure 5-33 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 100-0 .................................... 104 Figure 5-34 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 156-0 .................................... 105 Figure 5-35 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 191-0 .................................... 106 Figure 5-36 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 78-0 ...................................... 107 Figure 5-37 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 100-0 .................................... 108 Figure 5-38 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 156-0 .................................... 109 Figure 5-39 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 191-0 .................................... 110 KEPCO & KHNP vii

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-40 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 55-0 ....................................................111 Figure 5-41 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 100-0 ................................................. 112 Figure 5-42 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 156-0 ................................................. 113 Figure 5-43 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 195-0 ................................................. 114 Figure 5-44 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 213-6 ................................................. 115 Figure 5-45 S1U-Comparison of AB SFP ISRS (SSI vs SSSI) .............................................................. 116 Figure 5-46 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 55-0 ...................................... 117 Figure 5-47 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 100-0 .................................... 117 Figure 5-48 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 156-0 .................................... 117 Figure 5-49 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 195-0 .................................... 118 Figure 5-50 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 213-6 .................................... 118 Figure 5-51 Deleted ................................................................................................................................ 119 Figure 5-52 Deleted ................................................................................................................................ 120 Figure 5-53 Deleted ................................................................................................................................ 121 Figure 5-54 Deleted ................................................................................................................................ 122 Figure 5-55 Deleted ................................................................................................................................ 123 Figure 5-56 Deleted ................................................................................................................................ 124 Figure 5-57 Deleted ................................................................................................................................ 125 Figure 5-58 Deleted ................................................................................................................................ 125 Figure 5-59 Deleted ................................................................................................................................ 125 Figure 5-60 Deleted ................................................................................................................................ 126 Figure 5-61 Deleted ................................................................................................................................ 126 Figure 5-62 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 55-0 ................................................... 127 Figure 5-63 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 100-0 ................................................. 128 Figure 5-64 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 156-0 ................................................. 129 Figure 5-65 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 195-0 ................................................. 130 Figure 5-66 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 213-6 ................................................. 131 Figure 5-67 S9U-Comparison of AB SFP ISRS (SSI vs SSSI) .............................................................. 132 Figure 5-68 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 55-0 ...................................... 133 Figure 5-69 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 100-0 .................................... 133 Figure 5-70 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 156-0 .................................... 133 Figure 5-71 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 195-0 .................................... 134 Figure 5-72 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 213-6 .................................... 134 Figure 5-73 S1U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 100-0 ................................... 135 Figure 5-74 S1U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 135-0 ................................... 136 Figure 5-75 S1U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 100-0 ................................... 137 KEPCO & KHNP viii

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-76 S1U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 135-0 ................................... 137 Figure 5-77 S1U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 63-0 ........................... 138 Figure 5-78 S1U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 100-0 ......................... 139 Figure 5-79 S1U-Comparison of EDGB DFOT Room Slab ISRS (SSI vs SSSI) at El. 63-0 ............... 140 Figure 5-80 S1U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 100-0......................... 140 Figure 5-81 Deleted ................................................................................................................................ 141 Figure 5-82 Deleted ................................................................................................................................ 142 Figure 5-83 Deleted ................................................................................................................................ 143 Figure 5-84 Deleted ................................................................................................................................ 143 Figure 5-85 Deleted ................................................................................................................................ 144 Figure 5-86 Deleted ................................................................................................................................ 145 Figure 5-87 Deleted ................................................................................................................................ 146 Figure 5-88 Deleted ................................................................................................................................ 146 Figure 5-89 S9U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 100-0 ................................... 147 Figure 5-90 S9U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 135-0 ................................... 148 Figure 5-91 S9U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 100-0 ................................... 149 Figure 5-92 S9U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 135-0 ................................... 149 Figure 5-93 S9U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 63-0 ........................... 150 Figure 5-94 S9U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 100-0 ......................... 151 Figure 5-95 S9U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 63-0........................... 152 Figure 5-96 S9U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 100-0......................... 152 Figure 5-97 ISRS Node Locations - CS El. 78-0 ................................................................................. 153 Figure 5-98 ISRS Node Locations - CS El. 103-9 ............................................................................... 154 Figure 5-99 ISRS Node Locations - CS El. 159-9 ............................................................................... 155 Figure 5-100 ISRS Node Locations - CS El. 254-6 ............................................................................. 156 Figure 5-101 ISRS Node Locations - CS El. 331-9 ............................................................................. 157 Figure 5-102 ISRS Node Locations - PSW El. 78-0 ............................................................................ 158 Figure 5-103 ISRS Node Locations - PSW El. 100-0 .......................................................................... 159 Figure 5-104 ISRS Node Locations - PSW El. 156-0 .......................................................................... 160 Figure 5-105 ISRS Node Locations - PSW El. 191-0 (b) .................................................................... 161 Figure 5-106 ISRS Node Locations - SSW El. 78-0 ............................................................................. 162 Figure 5-107 ISRS Node Locations - SSW El. 100-0........................................................................... 163 Figure 5-108 ISRS Node Locations - SSW El. 156-0 .......................................................................... 164 Figure 5-109 ISRS Node Locations - SSW El. 191-0 .......................................................................... 165 Figure 5-110 ISRS Node Locations - AB Shear Wall Response at Floor El. 55-0 (1-F)...................... 166 Figure 5-111 ISRS Node Locations - AB Shear Wall Response at Floor El. 100-0 (3-F) .................... 167 KEPCO & KHNP ix

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-112 ISRS Node Locations - AB Shear Wall Response at Floor El. 156-0 (6-F).................... 168 Figure 5-113 ISRS Node Locations - AB Shear Wall Response at Floor El. 195-0 (8-1) .................... 169 Figure 5-114 ISRS Node Locations - AB Shear Wall Response at Floor El. 213-6 (8-4) .................... 170 Figure 5-115 ISRS Node Locations - AB Shear Wall Response at Floor El. 114-0 (3-M) ................... 171 Figure 5-116 ISRS Node Locations - AB Floor Slab Response at Floor El. 55-0 (1-F) ....................... 172 Figure 5-117 ISRS Node Locations - AB Floor Slab Response at Floor El. 100-0 (3-F) ..................... 173 Figure 5-118 ISRS Node Locations - AB Floor Slab Response at Floor El. 156-0 (6-F) ..................... 174 Figure 5-119 ISRS Node Locations - AB Floor Slab Response at Floor El. 195-0 (8-1) ..................... 175 Figure 5-120 ISRS Node Locations - AB Floor Slab Response at Floor El. 213-6 (8-4) ..................... 176 Figure 5-121 ISRS Node Locations - DFOT Room El. 63-0 ................................................................ 177 Figure 5-122 ISRS Node Locations - DFOT Room El. 100-0 .............................................................. 178 Figure 5-123 ISRS Node Locations - EDGB El. 100-0 ........................................................................ 179 Figure 5-124 ISRS Node Locations - EDGB El. 135-0 ........................................................................ 180 Figure 6-1 Amplification Factor of EDGB Wall & Slab ISRS .................................................................. 181 Figure 6-2 Amplification Factor of DFOT Room Wall & Slab ISRS ........................................................ 182 KEPCO & KHNP x

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 ACRONYMS AND ABBREVIATIONS AB auxiliary building APR1400 Advanced Power Reactor 1400 CPB compound building CS containment structure CSDRS certified seismic design response spectra DFOT diesel fuel oil tank DOF degree of freedom EDGB emergency diesel generator building E-W east-west EPRI Electric Power Research Institute FEM finite element model FVM flexible volume method IS internal structure ISRS in-structure response spectra ISG interim staff guidance KEPCO Korea Electric Power Corporation NI nuclear island N-S north-south OBE operating basis earthquake PGA peak ground acceleration PSW primary shield wall PZR pressurizer RCB reactor containment building RCS reactor coolant system RG regulatory guide RV reactor vessel SFG structural fill granular SGA switchgear area SRP Standard Review Plan SRSS square-root-of-the-sum-of-squares SSE safe shutdown earthquake SSI soil-structure interaction SSSI structure-soil-structure interaction SSW secondary shield wall TI turbine island KEPCO & KHNP xi

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TGB turbine generator building TGP turbine generator pedestal COL combined license KEPCO & KHNP xii

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1 INTRODUCTION The purpose of this technical report is to present the structure-soil-structure interaction (SSSI) analysis methodologies and results for the advanced power reactor 1400 (APR1400) standard plant structures which consist of the reactor containment building (RCB), auxiliary building (AB), and emergency diesel generator building (EDGB). It describes the seismic ground motion input, site conditions, dynamic models, and analysis methodology and procedures used in carrying out the seismic SSSI analysis. The key analysis results obtained from the analysis are also presented.

The APR1400 nuclear island (NI) structures include the RCB and AB founded on monolithic common basemat. The RCB is structurally separated from the AB with a minimum seismic gap of 6 in. above the common basemat. The RCB which is a seismic category I structure consists of pre-stressed concrete cylindrical shell and hemispherical type of dome, and reinforced concrete internal structure which are supported on reinforced concrete mat foundation. The AB is wrapping around the RCB leaving a space for the seismic gap above the common basemat. The AB which is a seismic category I structure consists of reinforced concrete shear walls and floor slabs which are lateral load resisting systems, and frames which support the vertical loads. The EDGB which is a seismic category I structure consists of reinforced concrete shear walls and floor slabs which are lateral load resisting systems. The EDGB is separated from the AB with a typical 3 ft building gap.

For evaluating the SSSI effects of the NI structures and EDGB due to presence of adjacent structures as required in the NRC Standard Review Plan (SRP) Section 3.7.2 (Ref. 6), the SSSI analyses using coupled model for all structures in the power block are performed to investigate the variation of maximum seismic response (demand) parameter such as in-structure response spectra (ISRS) under the design-basis seismic ground motion input.

For the APR1400 standard plant design, a total of eight (8) generic site soil profile cases and two (2) concrete stiffness cases, namely, uncracked and cracked cases, have been considered for the design-basis soil-structure interaction (SSI) analysis. The assessment of SSSI effects can be considered as a parametric sensitivity study. For such a study, a subset of the 2 soil profile cases combined with the more conservative uncracked concrete stiffness case is considered adequate. Two soil cases (soft and hard) are selected for assessing the SSSI effects. However, it is anticipated that the SSSI effects will be more noticeable for the soft soil case and less sensitive for the hard soil case, but the hard soil case generally controls the responses.

This technical report consists of seven (7) sections and one (1) appendix. Section 1 provides an introductory note and background information. Section 2 presents the description of the seismic category I and II structures which are located in the APR1400 power block and are considered in the SSSI analyses.

Section 3 describes seismic design bases including design ground motion and selected generic site soil profiles for the SSSI analysis. Section 4 describes the methodology of the SSSI analysis using the coupled structure model. Section 5 provides SSSI analysis results and SSSI effects on the standard plant structures. Section 6 provides additional SSSI analysis results and SSSI effects on the EDGB. And the references cited in this technical report are listed in Section 7. Appendix A describes an additional SSSI analysis using the combined model of the NI and EDGB/DFOT room with the embedded foundation configuration to evaluate the adequacy of the surface-founded assumption.

KEPCO & KHNP 1

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2 DESCRIPTION OF STRUCTURES IN POWER BLOCK This section presents description of the APR1400 seismic category I structures (RCB, AB, and EDGB) and seismic category II structures such as the compound building (CPB) and turbine generator building (TGB) which are located in the power block. The schematic layout of the APR1400 power block is shown in Figure 2-1.

The AB is bordered on its west side by the TGB, on part of its south side by the CPB and on part of its east side by the EDGB. The gaps provided between the AB and TGB, between the AB and CPB, and between the AB and EDGB are all 3 ft. These gaps below the plants finished grade are backfilled with compacted structure fill granular (SFG).

2.1 Description of NI The NI structures are classified as safety-related seismic category I structures. The RCB and AB are separate from each other above the basemat with a minimum 6 in. seismic gap. In plant layout, the AB wraps around the RCB completely. The plants finished grade is at El. 98-8. The top of the NI common basemat is at El. 55-0. Thus, the exterior walls of AB are embedded to a depth of 43-8 below the plants finished grade. The thickness of the NI reinforced concrete basemat is nominally 10 ft.

2.1.1 RCB The RCB is a safety-related seismic category I structure and is comprised of three concrete substructures:

Containment structure (CS)

Primary shield wall (PSW)

Secondary shield wall (SSW)

The CS is also called the pre-stressed concrete containment vessel. The PSW and SSW are combined to form the reinforced concrete internal structure (IS), and are the supporting structures for the reactor coolant system (RCS).

The CS and IS are separated by 2 in. gap and only connected at their basemat at El. 78-0. Therefore, there is no interaction between the two structures except through this common basemat.

Figure 2-2 shows the typical section view of the RCB.

2.1.2 AB The AB is a safety-related seismic category I structure with an embedment depth of 53-8 including basemat thickness. It encloses the RCB in the center without structural connection except at the common basemat.

The AB is a rectangular-shaped reinforced concrete structure. The building includes the electrical and control area, main steam valve house, chemical and volume control system areas, emergency diesel generator area, spent fuel pool, cask loading pit, refueling canal, and auxiliary feed water tanks.

The AB structure system is composed of reinforced concrete shear walls in both east-west (E-W) and north-south (N-S) directions for the lateral load resistance and the composite of reinforce concrete walls and slabs with the columns and girders for vertical load resistance.

Figure 2-3 shows the typical section view of the AB.

KEPCO & KHNP 2

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.2 Description of EDGB The EDGB is a safety-related seismic category I structure and is comprised of two separate concrete structures:

EDGB

Diesel fuel oil tank (DFOT) room The EDGB is one of the APR1400 standard plant structures with an embedment depth of 6-8. Also the DFOT room is an APR1400 standard plant structure with an embedment depth of 39-8. The EDGB separates from the AB with a typical 3 ft building gap, and separates from the DFOT room with a typical 3 ft gap.

The structural system of the EDGB consists of shear walls in both E-W and N-S directions, and a total of 2 major floor slabs. These walls and slabs are made of reinforced concrete structures. The DFOT room consists of reinforced concrete shear walls and roof slabs. Steel girders are used to support the DFOT room roof.

Figure 2-4 shows the typical section view of the EDGB.

2.3 Description of CPB The CPB is a non-safety-related seismic category II structure with an embedment depth of 42 ft approximately. The CPB separates from the AB with a typical 3 ft gap. The top of basemat is at El. 63'-0".

The exterior walls of the CPB are embedded about 36 ft.

The shape of the CPB is a rectangular type. The major dimension of the CPB is 216 ft long and 178 ft wide. The CPB is composed of rectangular reinforced concrete walls, steel columns, steel girders, and reinforced concrete slabs. The CPB structure is designed to preclude a structural failure that results from the safe shutdown earthquake (SSE) and that degrades the structural integrity of the adjacent AB.

The CPB is a five-story structure. The major floors are located at El. 63'-0", 85'-0", 100'-0", 120'-0" and 139'-6". The labyrinth walls that create numerous compartments utilized for the radwaste management system components are arranged in the basement and first two floors.

Figure 2-5 shows the typical section view of CPB.

2.4 Description of TI The three structures, namely, (1) TGB, (2) switchgear area (SGA), and (3) turbine generator pedestal (TGP), of the turbine island (TI) are separate above their common basemat. The TGB and TGP are structurally completely separated above the common basemat with a seismic gap between them. The TGB and SGA are structurally connected below the plants finished grade but are structurally separated above grade with also a seismic gap between them.

The top surface of the TI common basemat is mostly at El. 73-0, but some areas of the basemat sink further down to El. 55-0. The configuration of the entire TI structures are approximately rectangular in plan having maximum plan dimensions of about 340 ft in the plant EW direction and about 195 ft in the plant NS direction. The TGB has an overall height of about 127 ft above the plant grade and the outside walls of the TI are embedded to a depth of about 50 ft below grade.

The section view of the TI structures is presented in Figure 2-6.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.4.1 TGB The TGB is a composite of braced steel frame and concrete shear wall structure. The TGB structure above grade is a braced steel frame structure, consisting of 11 transverse frames, each of which is in a plane aligned in the plant N-S direction and 8 longitudinal frames aligned in a plane in the plant E-W direction. The TGB structure below grade is primarily a concrete shear-wall structure. Some interior steel columns above grade for the steel frame structure extend further down below grade to the top of the basemat.

The TGB has two floors above basemat, the tops of which are at El. 100-0 and El. 136-6. The floor slab of each of the two floors is a reinforced concrete slab fully composite with a grid of slab-supporting steel girders and beams for carrying out-of-plane vertical loads. The slab at El. 100-0 has a rectangular opening in its central area. Similarly the slab at El. 136-6 has a rectangular opening in the same central area. These openings on the two floor-slabs accommodate the reinforced concrete TGP frame structure.

The roof truss is about 11 ft tall from El. 216-3 to El. 227-0. Two (main and auxiliary) overhead-cranes oriented in the plant N-S direction service the TGB open bay above the floor at El. 136-6. Each over-head crane is supported on two longitudinal crane girders. When the cranes are not in service, they are positioned and parked at the east-end of TGB.

2.4.2 SGA The SGA is in plan a rectangular reinforced concrete shear wall structure with two levels of reinforced concrete floor slabs at El. 100-0 and 122-0, and a reinforced concrete roof slab at El. 145-0. The structure is situated at the north-east corner of the TI structures.

The structure in plan measures about 73 ft in the plant N-S direction and about 101 ft in the plant E-W direction. The overall structure has a height of 45 ft above grade. The east-end portion of the SGA, that covers a below grade common tunnel, is one story shorter than the rest of the SGA. The roof slab of this portion is at El. 122-0.

There are four interior steel columns, which are supported on top of basemat and extend all the way to the bottom side of the roof slab, supporting the interior portions of the SGA floor and roof slabs. Similar to the TGB floor slabs, the SGA reinforced concrete floor and roof slabs are supported by steel girders and beams that have full composite action with the reinforced concrete slabs for resisting the vertical loads on the slabs.

2.4.3 TGP The TGP is a rectangular reinforced concrete moment-frame structure, which is about 229 ft long in the plant E-W direction and about 51 ft wide in the plant N-S direction. The structure is supported on top of the TI common basemat.

The TGP structure consists of six transverse (in the plant N-S direction) rows of two columns lined up longitudinally (in the plant E-W direction). The columns have rectangular cross-section shape and are rigidly connected at their top ends to a horizontal reinforced concrete frame, which is comprised of two longitudinal girders and six transverse beams. The top of the horizontal frame is flushed with the TGB operating floor at El. 136-6.

The TGP columns supported on top of the TI common basemat have different heights. The two columns on the east and west ends are supported on the top of the basemat at El. 73-0. The four interior rows of TGP columns are supported on an area of basemat that sinks down further, having its top surface at El.

55-0. The TGP frame structure is completely separated from the TGB structure above the basemat.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3 APR1400 SEISMIC ANALYSIS BASES This section presents description of the APR1400 seismic analysis bases such as design ground motions and low-strain site soil profiles.

3.1 Design Ground Motion The basic seismic design input parameters used in the seismic analysis of the APR1400 standard plant structures consist of (a) design ground motion for the SSE and operating basis earthquake (OBE) conditions and (b) design time histories to be used for the seismic analysis.

For the APR1400, the design ground motion for the OBE considered for design is set equal to one-third (1/3) of SSE. Thus, in accordance with the NRC Standard Review Plan (SRP) Section 3.7.1, Revision 4, guidelines (Ref. 5), an explicit seismic analysis or design for the OBE is not required. Hence, only the design ground motion for the SSE need be considered for the seismic analysis of the safety-related structures.

For APR1400, the design ground motion for the SSE considered in seismic design consists of two sets of ground motion parameters. Namely, (a) horizontal and vertical design (ground motion) response spectra of the site-independent SSE referred to as the certified seismic design response spectra (CSDRS) and anchored to peak ground acceleration (PGA) of 0.3g, where g is the acceleration of gravity, and (b) horizontal and vertical design time histories compatible with CSDRS.

The spectral values of the CSDRS for frequencies below 9 Hz are the same as the spectral values of the NRC Regulatory Guide (RG) 1.60 design response spectra (Ref. 8) anchored to PGA value of 0.3g. The spectral values of the CSDRS for frequencies in the higher frequency range between 9 and 50 Hz are enhanced from the corresponding spectral values of the RG 1.60 design response spectra. At the frequency of 25 Hz, the spectral values of the CSDRS are increased from the corresponding spectral values of the RG 1.60 spectra by 30%. Then, the spectral values for frequencies between 9 and 50 Hz are obtained by linear interpolation in log-log scale of enhanced spectral values at 25 Hz and the RG 1.60 spectral values at 9 and 50 Hz. Figures 3-1 and 3-2 show the horizontal and vertical CSDRS, respectively.

The digitized values of the resulting horizontal and vertical CSDRS are provided in Table 3-1.

For the APR1400 standard design, the control point of the CSDRS is defined at the surface of the plants finished grade.

The three design acceleration time histories composed of two horizontal (H1 and H2) and one vertical (VT) components which envelop the CSDRS are applied to the APR1400 seismic analysis. The initial seed recorded motions that are modified to create the design time histories are actual recorded Northridge earthquake time histories.

The design time histories are generated with a time step size of 0.005 seconds. Figures 3-3, 3-4, and 3-5 show the acceleration, velocity, and displacement time histories for H1, H2, and VT components for each time step, respectively. The design time histories, H1, H2, and VT are applied in the E-W, N-S, and vertical direction, respectively. The design time histories are statistically independent, because the correlation coefficients between the design time histories are less than 0.16 as specified in SRP 3.7.1. Therefore, the representative maximum response of interest of the APR1400 structures, systems, and components can be obtained either by performing separate analyses for each of the three components of design time histories, or by performing a single analysis with all three components of design time histories applied simultaneously. The design time histories have a total time duration equal to 20.48 seconds and a corresponding stationary phase, strong motion duration defined as the time required for the Arias Intensity rise from 5 percent to 75 percent greater than 6 seconds.

The details of CSDRS and the CSDRS-compatible design time histories are provided in the technical report, 1-300-C462-001, entitled Seismic Design Bases for the ARP1400 Standard Plant Design (Ref. 2).

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3.2 Low-strain Site Profiles The APR1400 standard plant design considers the plant is supported in various generic site profiles. A total of eight generic site profiles plus a 9th fixed-base support condition. The eight generic site conditions considered are all horizontally layered sites with site shear wave velocities varying from soft to medium to firm soil sites and soft to medium to hard rock sites. To develop the generic site profiles to be used as the input for the seismic SSI analyses, free-field site response analyses are performed using the low-strain site profiles.

The eight low-strain site profiles considered for design of the APR1400 standard plant consist of six site-layering categories, labeled as Site-Layering Category A through F with their site-layer thickness and depths from the ground surface as follows:

Site-Layering Category Layer Thickness (ft) Layer Depth Range (ft)

A 55 0 ~ 55 B 45 55 ~ 100 C 100 100 ~ 200 D 300 200 ~ 500 E 500 500 ~ 1000 F Infinite Half space > 1000 In addition to six site-layering categories, five shear-wave-velocity categories, labelled as P1 through P5, with their shear-wave-velocity values as shown below are considered:

Shear-Wave-Velocity Category Shear Wave Velocity (ft/sec)

P1 1,200 P2 2,000 P3 4,000 P4 6,000 P5 9,200 The site soil/rock material unit weight (weight density), Poissons ratio, and types of shear-strain-dependent modulus-degradation and damping-value-variation curves for the soil/rock material (sand, soft rock, and rock) considered for each of the categories P1 through P5 are shown in Table 3-2.

The eight low-strain site profiles considered for design of APR1400 standard plant, designated as S1 through S4 and S6 through S9, are developed with combinations of the site-layering categories A through F and the shear-wave-velocity categories P1 through P5, as shown in Table 3-3. Figure 3-6 shows the low-strain shear wave velocity profiles vs. depth for the eight low-strain site profiles considered.

The shear-strain-dependent, soil/rock-modulus-degradation and damping-value variation curves for the soil/rock materials (sand, soft rock, and rock) considered for the eight low-strain site profiles are shown in Figures 3-7 for sand, Figure 3-8 for soft rock, and Figure 3-9 for rock. The curves for sand considered, as shown in Figure 3-7, adopt the sand curves published in the EPRI report (Ref. 10). The curves for soft rock, as shown in Figure 3-8, adopt the curves for soft rock published in Silvas report (Ref. 12). While the curves for rock considered, as shown in Figure 3-9, adopt the curves for rock used in the SHAKE computer program (Refs. 13, 14).

3.3 Groundwater Table Elevation For the APR1400 standard plant design, the design groundwater level is 2 ft below the ground surface at El. 96-8 (Ref. 1). In the seismic analyses of seismic Category I structures, the extreme groundwater level is considered at the ground surface at El. 98'-8 to induce more conservative analysis results. If the compression wave velocity of subgrade soil has a value less than the compression wave velocity of water (4,800 ft/sec), the compression wave velocity value of the soil is taken to be not less than 4,800 ft/sec.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 4 SSSI ANALYSIS For the APR1400 standard plant design, a total of eight generic site soil profile cases and two concrete stiffness cases are considered for the design basis SSI analysis. The assessment of SSSI effects can be considered as a parametric sensitivity study. For such a study, a subset of the 8 soil profile cases combined with the more conservative uncracked concrete stiffness case is considered adequate.

Therefore, two soil cases (soft and hard) are selected for assessing the SSSI effects. Generally the SSSI effects are more noticeable for the soft soil case and less sensitive for the hard soil case, but the hard soil case controls the seismic responses.

This section describes the scope for the assessment of seismic SSSI effects on the APR1400 standard plant structures, the methodologies for SSSI analysis and the adopted SSSI analysis models.

4.1 Design Basis SSI Analysis The design basis SSI analysis is performed for all eight generic site profile cases S1 through S4 and S6 through S9 plus a 9th analysis case with very rigid uniform half-space supporting medium simulating the fixed-base analysis case, labelled as S10. In addition, both uncracked and cracked concrete stiffness cases are considered in the design basis SSI analysis.

For the APR1400 standard plant design, seismic SSI analyses considering the actual embedment of structure are performed using SASSI analysis methodology (Ref. 15) and its associated SASSI computer program (Ref. 16). Following the SASSI analysis methodology, the foundation embedment of the individual structure is considered in the SASSI analysis using the Direct Method of substructuring.

Since the Direct Method is adopted for the SASSI analyses of the embedded standard plant structures, which are modeled using finite element models (FEMs), the resulting SASSI analysis models developed for the SASSI analysis contain a large number of dynamic degrees of freedom (DOFs) along with a large number of SSI nodal DOFs below grade. As a result, in order to generate seismic SSI responses for all analysis cases described above, the presently available large capacity Fast Solver version of the ACS-SASSI computer program (Ref. 16) is adopted to perform the design basis SSI analysis.

4.2 SSSI Analysis Methodology This subsection describes the analysis methodology used to assess the SSSI effects on the APR1400 standard plant design. Basically, the combined license (COL) applicant is to confirm that the any site-specific non-seismic category I structures are designed to do not degrade the function of a seismic category I structures to an unacceptable safety level due to their structural failure or interaction.

Based on the APR1400 standard plant layout shown in Figure 2-1, the coupled model for all structures in the power block (NI structures, EDGB, CPB, and TI structures) is developed and used in the SSSI analysis. Soil cases S1 and S9 are selected to represent the soft and hard soil cases, respectively, in SSSI analysis.

Due to model size limitation of the Fast Solver version of the ACS-SASSI computer program, the coupled SSSI models are developed assuming a surface-supported foundation condition. This approximation reduces substantially the number of DOFs, thus, eliminates the SSSI model size limitation problem. Since NRC Interim Staff Guidance on Ensuring Hazard-Consistent Seismic Input for Site Response and Soil Structure Interaction Analyses (DC/COL-ISG-017) addresses the analysis case of Embedded Structures Analyzed as Surface Structures in the Certified Design (Ref. 9), and since surface structure provides more conservative seismic responses than embedded structure, this approximation is acceptable.

However, this approximation has the drawback that, unless the structures are truly surface-supported, thus, the seismic responses obtained from their design basis SSI analyses performed previously could not be compared directly with the seismic responses from SSSI analysis using surface-supported foundation KEPCO & KHNP 7

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 condition, and SSI re-analyses for the stand-alone structures with surface-supported SSI models are required, to enable assessment SSSI effects.

The procedure of the SSSI analysis for the embedded APR1400 structures to be analyzed as surface structures is as follow:

Assume the bottom elevation of the NI common basemat, El. 45-0, as ground surface.

Perform the site response analysis removing the soil layers corresponding to the embedment depth of the NI structures to compute site response motions at foundation level in the free-field.

Perform individual SSI analysis for the site response motion computed at foundation level with each structure model assuming the structure founded at El. 45-0.

Perform coupled SSSI analysis for the site response motion computed at foundation level with model for the all structures in the power block assuming the surface-supported structures founded at El. 45-0.

To assess the SSSI effects, the seismic responses obtained from individual SSI analysis and coupled SSSI analysis are compared.

4.3 Free-field Site Response Analysis For the purpose of evaluation of SSSI effects, the free-field site response analyses adopting the concept specified in DC/COL-ISG-017 (Ref. 9) are performed for two selected low-strain layered soil profiles: S1 and S9.

In accordance with DC/COL-ISG-017, the site response motion at foundation level is computed when the seismic analyses of structures as surface structures with no embedment considered in the SSI analysis.

For computation of site response motion at foundation level, (a) the free-field site response analysis is performed for the soil column analysis for the full soil column with no truncation to include these effects and to develop the set of strain-compatible soil velocity and damping profiles, and then (b) using the strain-compatible soil profiles obtained, the soil layers corresponding to the embedment depth of the structure are removed, and (c) the second round of soil column analysis is performed with the truncated soil columns with no further iteration on soil properties. The resulting response motions at the truncated surface are used as input motion in individual SSI analysis and coupled SSSI analysis.

Horizontal free-field site response analyses have been carried out using the eight low-strain site profiles, S1 through S4 and S6 through S9, subjected to the free-field seismic ground motion input at the ground surface at El. 98-8 in the design basis SSI analysis. The free-field seismic ground motion input is the CSDRS-compatible acceleration time histories H1 and H2 applied in the plant E-W and N-S directions, respectively. The shear-strain-compatible shear wave velocity profiles obtained from the analyses using H1 and H2 seismic inputs have been averaged to produce the averaged shear-strain-compatible shear-wave-velocity profile for each generic site profile. Based on the averaged shear-strain-compatible shear-wave-velocity profiles and the associated compression-wave-velocity profiles obtained for generic site profiles S1 and S9 as given in Tables 4-1 through 4-3, the soil layers from the plants finished grade to the bottom elevation of NI common basemat are removed, and then the horizontal and vertical site response analyses are performed with the truncated soil column models without further iteration on soil properties to generate free-field site response motions convolved up to the NI foundation level, El. 45-0.

The resultant site response motions at the truncated surface to be used as the seismic inputs to the individual SSI analyses and coupled SSSI analyses for S1 and S9 cases are shown in Figure 4-1.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 4.4 Individual SSI Analysis Models The individual SSI analysis models developed to assess the coupled SSSI effects on APR1400 standard plant structures consist of two substructure models, namely, (a) free-field site model, and (b) structure models.

Free-Field Site Models The SASSI free-field site models for individual SSI analysis are the same as the truncated soil column models to generate free-field site response motions convolved up to the NI foundation level, El. 45-0, i.e. the generic soil profiles given in Tables 4-1 through 4-3 eliminating soil layers 1 to 11.

Structure Models for Power Block The NI (RCB, AB) and EDGB as seismic category I structures, and CPB and TI (TGB, TGP, and SGA) as seismic category II structures are located in the power block. The structure model for the NI structures which is the combined SASSI FEM for the RCB and AB supported on the common basemat is shown in Figure 4-2. Especially, the methodology and results of developing FEMs for the APR1400 NI are presented in the Technical Report 1-300-C462-002, Finite Element Seismic Models for SSI Analyses of the NI Buildings (Ref. 3). The structure model for the SASSI FEM for EDGB is shown in Figure 4-3. The structure model for SASSI FEM for CPB is shown in Figure 4-4. The structure model for the TI structures which is the combined SASSI FEM for the TGB, TGP and SGA supported on the common basemat is shown in Figure 4-5. The major base elevations of all structure models are at El. 45-0.

4.5 Coupled SSSI Analysis Model

Free-Field Site Models The SASSI free-field site models for coupled SSSI analysis are the same as the truncated soil column models to generate free-field site response motions convolved up to the NI foundation level, El. 45-0, i.e. the generic soil profiles given in Tables 4-1 through 4-3 eliminating soil layers 1 to 11.

Coupled SASSI Model for Power Block The coupled model for the NI structures, EDGB, CPB, and TI structures located in the power block is shown in Figure 4-6. The coupled model is developed by combing each structure model with actual gaps.

The coupled SASSI model for the NI structures consists of the following attributes:

Total number of nodes = 82,250 Total number of interaction nodes = 3,770 Total number of solid elements = 26,294 Total number of shell elements = 29,498 Total number of beam elements = 7,600 Total number of spring elements = 2,078 KEPCO & KHNP 9

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 The SASSI model data are coded using the Fast Solver version of the ACS-SASSI computer program.

4.6 Individual SSI and Coupled SSSI Analysis Cases To evaluate the SSSI effects on the APR1400 standard plant structures, individual SSI analyses for stand-alone structure and coupled SSSI analyses for the power block are performed for a total of two soil cases.

The two soil cases analyzed with uncracked concrete condition are designated as cases S1U and S9U.

For each of the two analysis cases, SASSI analyses are separately performed for the three directions of seismic input. Namely, (a) horizontal E-W direction with the seismic input of the E-W response time history, (b) horizontal N-S direction with the seismic input of the N-S response time history, and (c) vertical direction with the seismic input of the vertical response time history at the NI foundation level.

Due to the different seismic-wave-passage cutoff frequency and the different SSI system frequencies for each site profile case considered, the number of frequencies within the seismic-wave-passage cutoff frequency used for each SASSI analysis case varies. The total number of frequencies analyzed for the different analysis cases considered are summarized in Table 4-4.

To validate that the surface structure gives more conservative seismic responses than the embedded structure as mentioned in subsection 4.2, the ISRS at El. 156-0 of AB obtained from the design basis SSI analysis are compared to those obtained from individual SSI analysis assuming the surface structure.

Figures 4-7 through 4-9 show the results for the embedded structure case, and Figures 4-10 through 4-12 show the results for surface structure case. As can be seen on figures, the ISRS for surface structure are absolutely greater than the ISRS for embedded structure.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5 ANALYSIS AND ASSESSMENT RESULTS Results of SASSI analyses obtained from the individual SSI analyses and coupled SSSI analysis described previously in Subsection 4.6 are post-processed to generate the ISRS for assessment of SSSI effects.

Post-processing procedures used to generate ISRS are described in the Technical Report No. 1-300-C462-003, SSI Analysis Methodology and Results of NI Buildings of the APR14000 Standard Plant (Ref.

4). The plots of ISRS generated from the post-processing are presented and compared in this section.

Since SASSI analyses are performed separately for the three directions (E-W, N-S, and vertical) of seismic input, the ISRS are first generated from the results of SASSI analyses obtained for the individual direction of seismic input. Then, the maximum ISRS due to the combined three directions of seismic input are combined using the square-root-of-the-sum-of-squares (SRSS) combination rule.

5.1 ISRS The SASSI analysis output-acceleration-response time histories obtained for each analysis case at selected nodal points of the SASSI FEM on the designated elevations of the RCB (CS, PSW, and SSW),

AB, and EDGB are used to compute the ISRS. The ISRS are computed for constant spectral damping value of 5%.

The ISRS generated for individual SSI analysis of each stand-alone structure at all selected nodal points on each designated structure elevation are first enveloped to generate the enveloped ISRS for the elevation and, then, widened by +/- 15% in frequency as required in the RG 1.122 (Ref. 7). However, The ISRS generated for coupled SSSI analysis of the all structures in the power block are enveloped only.

Because the individual SSI analysis is considered similar to design basis SSI analysis, while coupled SSSI analysis is considered as a parametric sensitivity study.

The comparisons of 5%-damped ISRS generated in both analyses are presented in Figures 5-1 through 5-96.

The selected nodal points on each of the designated structure elevations in the RCB are summarized in Tables 5-1 through 5-3. Table 5-1 provides the selected nodal points in CS, Table 5-2 in PSW, and Table 5-3 in SSW. The selected nodal points on each designated floor area of each designated floor elevation in AB are summarized in Tables 5-4 and 5-5. Table 5-4 lists the selected nodal points on each designated floor area at the shear wall locations of each designated floor elevation for which ISRS for seismic response motions in all three directions, E-W (X), N-S (Y), and vertical (Z), are generated. Table 5-5 lists the selected nodal points on floor slabs of each designated floor area of each designated floor elevation for which ISRS for the vertical (Z) seismic response motions are generated. The selected nodal points on each designated floor area of each designated floor elevation in the EDGB are summarized in Tables 5-6.

The locations of the selected nodes on the designated elevations in the FEM are shown in Figures 5-97 through 5-124.

5.2 SSSI Effects on APR1400 Standard Plant Structures The individual SSI analyses for each stand-alone structure and coupled SSSI analyses for the all structures in the power block using two selected generic site soil profiles, one soft (S1) and one hard (S9) soil cases, are performed. The comparison results between individual SSI and coupled SSSI analyses are used to evaluate the SSSI effects on the APR1400 standard plant structures.

The 5%-damped ISRS which obtained from the individual SSI and coupled SSSI analyses at key locations throughout the APR1400 standard plant structures (RCB, AB, and EDGB) are compared to each other.

Comparisons of the ISRS for each analysis case indicate that the adjacent structures have insignificant KEPCO & KHNP 11

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 effects on the seismic responses of the NI structures. However, comparisons of the ISRS indicate that the NI structures have noticeable effects on the vertical seismic responses of the EDGB for the soft soil case, S1, while NI structures have no significant effects on the seismic responses of the EDGB for the hard soil case, S9. The increase of approximately 30% on the vertical ISRS for the EDGB is observed for soft soil case S1U only.

In terms of the nodal maximum accelerations, the seismic responses of the RCB and AB obtained from the coupled SSSI analysis are generally reduced. The presence of the EDGB, CPB, and TI structures has insignificant effects on the seismic responses of NI structures.

Based on the above assessment, it can be concluded that the NI structures have negligible effects on their seismic responses due to adjacent structures such as EDGB, CPB and TI structures. However, the EDGB vertical seismic responses are significantly affected by the NI structures for soft soil cases.

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Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 6 ADDITIONAL SSSI ANALYSES AND ASSESSMENT According to the assessment of the SSSI effects in Subsection 5.2, the adjacent structures including the NI structures have noticeable effects on the seismic responses of the EDGB for the soft soil case, S1, while they have no effects on the seismic responses of the EDGB for the hard soil case, S9.

To evaluate the SSSI effects on the EDGB in detail, individual SSI analyses for the stand-alone EDGB and coupled SSSI analyses for the all structures in the power block are performed for additional three soft soil cases. The additional three generic soil profiles analyzed with uncracked concrete condition are designated as cases S2U, S3U, and S4U. The SASSI free-field site models for individual SSI analyses are the same as the truncated soil column models to generate free-field site response motions convolved up to the NI foundation level, El. 45-0, i.e. the generic soil profiles given in Tables 6-1 through 6-3 eliminating soil layers 1 to 11.

The number of frequencies within the seismic-wave-passage cutoff frequencies used for each SASSI analysis case varies due to the different seismic-wave-passage cutoff frequency and the different SSI system frequencies for each site profile case considered. The total number of frequencies analyzed for the additional analysis cases are summarized in Table 6-4.

6.1 Analysis Results Seismic response parameters important to the EDGB design consist of (a) ISRS and (b) maximum structural response forces. The results of SASSI analyses for the SSE obtained for each analysis case are post-processed to generate the above seismic response parameters. The results are then enveloped to produce the analysis-cases-enveloped seismic response parameters, and to determine the amplification factors for design-basis seismic response parameters of the EDGB.

Since SASSI analyses for each analysis case are performed separately for the three directions (E-W, N-S, and vertical) of seismic input, the maximum seismic response parameters of interest are first generated from the results of SASSI analyses performed for the each direction of seismic input. Then, the maximum seismic response parameters of interest due to the combined three directions of seismic input are combined using the SRSS combination rule.

ISRS The enveloped ISRS for the EDGB obtained from the SSSI analyses using coupled model for all structures in the power block are compared with the enveloped ISRS obtained from the individual SSI analyses using the stand-alone EDGB model for soft soil cases, S1 through S4. As comparison results, the ratio of enveloped 5%-damped ISRS of the EDGB between the SSSI analyses and individual SSI analyses is presented in Figure 6-1. The ratio of enveloped 5%-damped ISRS of the DFOT room is presented in Figure 6-2. The ISRS ratios, which are lesser than 1.0, are modified to 1.0 in order to prevent reduction of the design-basis ISRS.

The 5%-damped ISRS ratios in Figures 6-1 and 6-2 are considered as the amplification factors to be applied to increment of the design-basis ISRS of the EDGB and DFOT room for soft soil cases, S1 through S4.

Structural Response Forces The maximum seismic response forces (axial and shear forces) are generally governed by the response accelerations at the zero period in ISRS. Figures 6-1 and 6-2 indicate that the ratio of response accelerations at zero period between the SSSI analyses and individual SSI analyses for soft soil cases are lesser than or equal to 1.0 except ISRS for the vertical direction at basemat level of the EDGB and DFOT room. In other words, the adjacent NI structures have negligible effects on the horizontal shear forces of the EDGB for the soft soil cases, while the NI structures have significant effects on the vertical axial forces KEPCO & KHNP 13

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 of the EDGB for the soft soil cases.

The amplification factors of the vertical ISRS at zero period reach 4% for the EDGB and 19% for the DFOT room. Therefore, the vertical axial forces of the EDGB and DFOT room for the soft soil cases need to be increased to consider the SSSI effects.

However, the enveloped design-basis seismic axial forces of the EDGB and DFOT room are governed by the axial force obtained from fixed-base analysis among eight SSI analysis and one fixed-base analysis cases. The enveloped axial forces of the EDGB and DFOT room for the design-basis SSI analysis cases, S1 through S4, are 1376 kips and 497 kips, respectively, while the axial forces of the EDGB and DFOT room for the design-basis fixed-base case are 1576 kips and 591 kips, respectively. The ratios of the axial forces of design-basis fixed-base analysis case and the enveloped axial forces of design-basis SSI analysis cases S1 and S4 for the EDGB and DFOT room are 1.15 and 1.19, respectively. These ratios are greater than or equal to the amplification factors of ISRS determined from the SSSI analyses for the soft soil cases. Therefore, the design-basis seismic response forces need not be increased to consider the SSSI effects on the EDGB.

6.2 Reflection of SSSI effects on EDGB Based on the assessment of SSSI effects, it can be concluded that the NI structures have negligible effects on their seismic responses due to adjacent structures. However, the EDGB seismic responses are affected by the adjacent structures including the NI structures for soft soil cases only as mentioned in Subsection 5.2.

The results of the assessment of dynamic SSSI effects are used as the basis to increase seismic design parameters such as enveloped ISRS which are obtained from the design-basis SSI analyses using the stand-alone EDGB model.

Based on the comparisons between the ISRS of individual SSI analyses and coupled SSSI analyses for soft soil cases, the amplification factors of ISRS for each designated major floor elevation and for each direction are computed to incorporate the SSSI effects on the EDGB seismic response. The final enveloped design-basis ISRS of the EDGB are increased by multiplying these amplification factors by ISRS obtained from design-basis SSI analyses for twenty analysis cases conservatively.

KEPCO & KHNP 14

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 7 REFERENCES

1. APR1400 Document No. 1-037-B401-001, Design Criteria Manual, Chapter 4 - Structural Design Criteria, Rev. 1, KEPCO Engineering & Construction Company, Inc. and KHNP, September 2012.

2. APR1400-E-S-NR-14001-P, Seismic Design Bases, Rev. 1, KHNP, February 2017.

3. APR1400-E-S-NR-14002-P, Finite Element Seismic Models for SSI Analyses of the NI Buildings, Rev. 1, KHNP, February 2017.

4. APR1400-E-S-NR-14003-P, SSI Analysis Methodology and Results of NI buildings, Rev. 1, KHNP, February 2017.

5. NUREG-0800, Standard Review Plan, Section 3.7.1, Seismic Design Parameters, Draft Rev. 4, U.S. Nuclear Regulatory Commission, December 2012.

6. NUREG-0800, Standard Review Plan, Section 3.7.2, Seismic System Analysis, Rev. 4, U.S.

Nuclear Regulatory Commission, September 2013.

7. Regulatory Guide 1.122, Development of Floor Design Response Spectra for Seismic Design of Floor-supported Equipment or Components, Rev. 1, U.S. Nuclear Regulatory Commission, February 1978.

8. Regulatory Guide 1.60, Design Response Spectra for Seismic Design of Nuclear Power Plants, Rev. 1, U.S. Nuclear Regulatory Commission, December 1973.

9. DC/COL-ISG-017, Interim Staff Guidance on Ensuring Hazard-Consistent Seismic Input for Site Response and Soil-Structure Interaction Analyses, U.S. Nuclear Regulatory Commission, July 2009.

10. EPRI TR-102293, Guidelines for Determining Design Basis Ground Motions, Vol. 2:

Appendices for Ground Motion Estimation, Electric Power Research Institute, 1993.

11. ASCE/SEI 43-05, Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities, American Society of Civil Engineers, 2005.

12. W. Silva, Description and Validation of the Stochastic Ground Motion Model, Report submitted to Electric Power Research Institute, Pacific Engineering & Analysis, Inc., November 1996.

13. P. B. Schnabel, J. Lysmer, and H. B. Seed, SHAKE: A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites, Report No. UCB/EERC-72/12, Earthquake Engineering Research Center, University of California, Berkeley, December 1972.

14. SHAKE: A Computer Program for Conducting Equivalent Linear Seismic Response Analysis of Horizontally Layered Soil Deposits, Version 1.3, User's and Theoretical Manual, Rev. 4, Paul C.

Rizzo Associates, Inc. September 2012.

15. J. Lysmer, et al., SASSI - A System for Analysis of Soil-Structure Interaction, Report No.

UCB/GT/81-02, Department of Civil Engineering, University of California, Berkeley, April 1981.

16. Computer Program, ACS SASSI, NQA V.2.3.0, Including Option A and FS, Ghiocel Predictive Technologies, Inc. (GPT), September 2012.

KEPCO & KHNP 15

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 3-1 APR1400 CSDRS Horizontal Damping Amplification Factor for Control Points Ratio

(%) 0.1 Hz 0.2 Hz 0.25 Hz 2.5 Hz 9 Hz 25 Hz 50 Hz 2 0.0276 0.111 0.171 1.275 1.062 0.511 0.300 3 0.0254 0.102 0.159 1.125 0.939 0.498 0.300 4 0.0238 0.096 0.147 1.020 0.852 0.487 0.300 5 0.0226 0.090 0.141 0.939 0.783 0.479 0.300 7 0.0207 0.084 0.129 0.816 0.681 0.464 0.300 10 0.0188 0.075 0.117 0.684 0.570 0.447 0.300 Vertical Damping Amplification Factor for Control Points Ratio

(%) 0.1 Hz 0.2 Hz 0.25 Hz 3.5 Hz 9 Hz 25 Hz 50 Hz 2 0.0184 0.075 0.114 1.215 1.062 0.511 0.300 3 0.0170 0.069 0.105 1.074 0.939 0.498 0.300 4 0.0159 0.063 0.099 0.972 0.852 0.487 0.300 5 0.0151 0.060 0.093 0.894 0.783 0.479 0.300 7 0.0138 0.057 0.087 0.777 0.681 0.464 0.300 10 0.0125 0.051 0.078 0.651 0.570 0.447 0.300 KEPCO & KHNP 16

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 3-2 Dynamic Properties of Low-strain Soil/Rock Materials for Site Shear-Wave-Velocity Categories P1 through P5 Shear Wave- Soil/Rock Poissons Degradation Shear Wave-Velocity Velocity Categories Unit Weight Ratio Curve Type No. (ft/sec) 3 (lb/ft ) () (EPRI)

P1 1,200 125 0.40 Sand P2 2,000 130 0.38 Sand P3 4,000 135 0.35 Soft Rock P4 6,000 145 0.33 Rock P5 9,200 155 0.33 Rock KEPCO & KHNP 17

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 3-3 Site Layering and Shear-Wave-Velocity Categories Considered for Eight Low-strain Site Profiles Layer Site Generic Soil Profile No.

Category Depth from S1 S2 S3 S4 S6 S7 S8 S9 Ground Surface (ft) Shear-Wave-Velocity No.

A P1 P1 P2 P2 P2 P2 P4 P4 0 ~ 50 ft B

P1 P1 P2 P2 P3 P3 P4 P4 50 ~ 100 ft C

P1 P2 P2 P3 P3 P4 P4 P5 100 ~ 200 ft D

P2 P3 P3 P4 P5 P5 P5 P5 200 ~ 500 ft E

P3 P4 P5 P5 P5 P5 P5 P5 500 ~ 1,000 ft F

P5 P5 P5 P5 P5 P5 P5 P5

> 1,000 ft KEPCO & KHNP 18

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-1 (1 of 3)

Generic Site Profile S1 Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.125 1155 4800 0.020 0.47 2 5 5 10 0.125 1132 4800 0.031 0.47 3 5 10 15 0.125 1102 4800 0.041 0.47 4 5 15 20 0.125 1087 4800 0.048 0.47 5 5 20 25 0.125 1142 4800 0.037 0.47 6 5 25 30 0.125 1138 4800 0.042 0.47 7 5 30 35 0.125 1138 4800 0.046 0.47 8 5 35 40 0.125 1141 4800 0.050 0.47 9 5 40 45 0.125 1144 4800 0.053 0.47 10 5 45 50 0.125 1149 4800 0.056 0.47 11 5 50 55 0.125 1224 4800 0.043 0.47 12 5 55 60 0.125 1234 4800 0.044 0.46 13 5 60 65 0.125 1246 4800 0.046 0.46 14 5 65 70 0.125 1257 4800 0.047 0.46 15 5 70 75 0.125 1271 4800 0.047 0.46 16 5 75 80 0.125 1285 4800 0.048 0.46 17 5 80 85 0.125 1299 4800 0.048 0.46 18 5 85 90 0.125 1314 4800 0.049 0.46 19 5 90 95 0.125 1328 4800 0.050 0.46 20 5 95 100 0.125 1342 4800 0.050 0.46 21 5 100 105 0.125 1357 4800 0.050 0.46 Sand 22 5 105 110 0.125 1373 4800 0.051 0.46 23 5 110 115 0.125 1389 4800 0.051 0.45 24 5 115 120 0.125 1406 4800 0.051 0.45 25 5 120 125 0.125 1489 4800 0.039 0.45 26 5 125 130 0.125 1506 4800 0.039 0.45 27 5 130 135 0.125 1523 4800 0.039 0.44 28 5 135 140 0.125 1540 4800 0.039 0.44 29 5 140 145 0.125 1556 4800 0.039 0.44 30 5 145 150 0.125 1573 4800 0.039 0.44 31 5 150 155 0.125 1590 4800 0.039 0.44 32 5 155 160 0.125 1608 4800 0.039 0.44 33 5 160 165 0.125 1625 4800 0.039 0.44 34 5 165 170 0.125 1642 4800 0.039 0.43 35 5 170 175 0.125 1659 4800 0.039 0.43 36 5 175 180 0.125 1676 4800 0.039 0.43 37 5 180 185 0.125 1692 4800 0.039 0.43 38 5 185 190 0.125 1709 4800 0.039 0.43 39 5 190 195 0.125 1725 4800 0.039 0.43 40 5 195 200 0.125 1742 4845 0.039 0.43 41 10 200 210 0.13 2780 6650 0.022 0.39 42 10 210 220 0.13 2814 6732 0.022 0.39 KEPCO & KHNP 19

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-1 (2 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 43 10 220 230 0.13 2845 6813 0.022 0.39 44 10 230 240 0.13 2876 6894 0.023 0.39 45 10 240 250 0.13 2907 6973 0.023 0.39 46 10 250 260 0.13 2992 7051 0.018 0.39 47 10 260 270 0.13 3022 7128 0.019 0.39 48 10 270 280 0.13 3053 7204 0.019 0.39 49 10 280 290 0.13 3083 7279 0.019 0.39 50 10 290 300 0.13 3113 7353 0.019 0.39 51 10 300 310 0.13 3142 7426 0.019 0.39 52 10 310 320 0.13 3172 7498 0.019 0.39 53 10 320 330 0.13 3200 7569 0.019 0.39 54 10 330 340 0.13 3229 7639 0.019 0.39 55 10 340 350 0.13 3258 7707 0.019 0.39 56 10 350 360 0.13 3286 7775 0.019 0.39 Sand 57 10 360 370 0.13 3314 7842 0.019 0.39 58 10 370 380 0.13 3342 7907 0.019 0.39 59 10 380 390 0.13 3369 7972 0.019 0.39 60 10 390 400 0.13 3396 8035 0.019 0.39 61 10 400 410 0.13 3423 8098 0.019 0.39 62 10 410 420 0.13 3449 8159 0.019 0.39 63 10 420 430 0.13 3475 8220 0.019 0.39 64 10 430 440 0.13 3501 8279 0.019 0.39 65 10 440 450 0.13 3526 8337 0.019 0.39 66 10 450 460 0.13 3550 8395 0.019 0.39 67 10 460 470 0.13 3574 8451 0.019 0.39 68 10 470 480 0.13 3598 8506 0.019 0.39 69 10 480 490 0.13 3621 8560 0.019 0.39 70 10 490 500 0.13 3644 8613 0.019 0.39 71 20 500 520 0.135 5748 12029 0.035 0.35 72 20 520 540 0.135 5792 12120 0.035 0.35 73 20 540 560 0.135 5833 12208 0.035 0.35 74 20 560 580 0.135 5872 12292 0.035 0.35 75 20 580 600 0.135 5909 12372 0.035 0.35 76 20 600 620 0.135 5944 12448 0.035 0.35 77 20 620 640 0.135 5978 12520 0.035 0.35 Soft 78 20 640 660 0.135 6009 12588 0.035 0.35 Rock 79 20 660 680 0.135 6038 12653 0.035 0.35 80 20 680 700 0.135 6066 12714 0.035 0.35 81 20 700 720 0.135 6092 12771 0.035 0.35 82 20 720 740 0.135 6115 12824 0.035 0.35 83 20 740 760 0.135 6136 12873 0.035 0.35 84 20 760 780 0.135 6157 12919 0.036 0.35 85 20 780 800 0.135 6175 12960 0.036 0.35 KEPCO & KHNP 20

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-1 (3 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 86 20 800 820 0.135 6191 12998 0.036 0.35 87 20 820 840 0.135 6206 13032 0.036 0.35 88 20 840 860 0.135 6218 13062 0.036 0.35 89 20 860 880 0.135 6229 13089 0.036 0.35 90 Soft 20 880 900 0.135 6238 13111 0.036 0.35 91 Rock 20 900 920 0.135 6245 13130 0.036 0.35 92 20 920 940 0.135 6251 13145 0.036 0.35 93 20 940 960 0.135 6254 13156 0.036 0.35 94 20 960 980 0.135 6256 13163 0.036 0.35 95 20 980 1000 0.135 6255 13166 0.037 0.35 96 Rock 1000 - 0.155 9200 18264 0.004 0.33 KEPCO & KHNP 21

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-2 (1 of 3)

Deleted KEPCO & KHNP 22

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-2 (2 of 3)

KEPCO & KHNP 23

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-2 (3 of 3)

KEPCO & KHNP 24

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-3 (1 of 3)

Generic Site Profile S9 Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.145 4692 9315 0.003 0.33 2 5 5 10 0.145 4709 9348 0.005 0.33 3 5 10 15 0.145 4722 9382 0.006 0.33 4 5 15 20 0.145 4730 9415 0.007 0.33 5 5 20 25 0.145 4741 9448 0.007 0.33 6 5 25 30 0.145 4753 9481 0.008 0.33 7 5 30 35 0.145 4765 9513 0.008 0.33 8 5 35 40 0.145 4778 9546 0.008 0.33 9 5 40 45 0.145 4785 9578 0.008 0.33 10 5 45 50 0.145 4793 9610 0.009 0.33 11 5 50 55 0.145 4802 9642 0.009 0.34 12 5 55 60 0.145 4811 9674 0.009 0.34 13 5 60 65 0.145 4821 9706 0.009 0.34 14 5 65 70 0.145 4832 9737 0.010 0.34 15 5 70 75 0.145 4842 9768 0.010 0.34 16 5 75 80 0.145 4853 9799 0.010 0.34 17 5 80 85 0.145 4864 9830 0.010 0.34 18 5 85 90 0.145 4875 9861 0.010 0.34 19 5 90 95 0.145 4886 9892 0.011 0.34 20 5 95 100 0.145 4897 9922 0.011 0.34 21 5 100 105 0.155 9200 18264 0.010 0.33 Rock 22 5 105 110 0.155 9200 18264 0.010 0.33 23 5 110 115 0.155 9200 18264 0.010 0.33 24 5 115 120 0.155 9200 18264 0.010 0.33 25 5 120 125 0.155 9200 18264 0.010 0.33 26 5 125 130 0.155 9200 18264 0.010 0.33 27 5 130 135 0.155 9200 18264 0.010 0.33 28 5 135 140 0.155 9200 18264 0.010 0.33 29 5 140 145 0.155 9200 18264 0.010 0.33 30 5 145 150 0.155 9200 18264 0.010 0.33 31 5 150 155 0.155 9200 18264 0.010 0.33 32 5 155 160 0.155 9200 18264 0.010 0.33 33 5 160 165 0.155 9200 18264 0.010 0.33 34 5 165 170 0.155 9200 18264 0.010 0.33 35 5 170 175 0.155 9200 18264 0.010 0.33 36 5 175 180 0.155 9200 18264 0.010 0.33 37 5 180 185 0.155 9200 18264 0.010 0.33 38 5 185 190 0.155 9200 18264 0.010 0.33 39 5 190 195 0.155 9200 18264 0.010 0.33 40 5 195 200 0.155 9200 18264 0.010 0.33 41 10 200 210 0.155 9200 18264 0.010 0.33 42 10 210 220 0.155 9200 18264 0.010 0.33 KEPCO & KHNP 25

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-3 (2 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 43 10 220 230 0.155 9200 18264 0.010 0.33 44 10 230 240 0.155 9200 18264 0.010 0.33 45 10 240 250 0.155 9200 18264 0.010 0.33 46 10 250 260 0.155 9200 18264 0.010 0.33 47 10 260 270 0.155 9200 18264 0.010 0.33 48 10 270 280 0.155 9200 18264 0.010 0.33 49 10 280 290 0.155 9200 18264 0.010 0.33 50 10 290 300 0.155 9200 18264 0.010 0.33 51 10 300 310 0.155 9200 18264 0.010 0.33 52 10 310 320 0.155 9200 18264 0.010 0.33 53 10 320 330 0.155 9200 18264 0.010 0.33 54 10 330 340 0.155 9200 18264 0.010 0.33 55 10 340 350 0.155 9200 18264 0.010 0.33 56 10 350 360 0.155 9200 18264 0.010 0.33 57 10 360 370 0.155 9200 18264 0.010 0.33 58 10 370 380 0.155 9200 18264 0.010 0.33 59 10 380 390 0.155 9200 18264 0.010 0.33 60 10 390 400 0.155 9200 18264 0.010 0.33 61 10 400 410 0.155 9200 18264 0.010 0.33 62 10 410 420 0.155 9200 18264 0.010 0.33 63 10 420 430 0.155 9200 18264 0.010 0.33 64 Rock 10 430 440 0.155 9200 18264 0.010 0.33 65 10 440 450 0.155 9200 18264 0.010 0.33 66 10 450 460 0.155 9200 18264 0.010 0.33 67 10 460 470 0.155 9200 18264 0.010 0.33 68 10 470 480 0.155 9200 18264 0.010 0.33 69 10 480 490 0.155 9200 18264 0.010 0.33 70 10 490 500 0.155 9200 18264 0.010 0.33 71 20 500 520 0.155 9200 18264 0.010 0.33 72 20 520 540 0.155 9200 18264 0.010 0.33 73 20 540 560 0.155 9200 18264 0.010 0.33 74 20 560 580 0.155 9200 18264 0.010 0.33 75 20 580 600 0.155 9200 18264 0.010 0.33 76 20 600 620 0.155 9200 18264 0.010 0.33 77 20 620 640 0.155 9200 18264 0.010 0.33 78 20 640 660 0.155 9200 18264 0.010 0.33 79 20 660 680 0.155 9200 18264 0.010 0.33 80 20 680 700 0.155 9200 18264 0.010 0.33 81 20 700 720 0.155 9200 18264 0.010 0.33 82 20 720 740 0.155 9200 18264 0.010 0.33 83 20 740 760 0.155 9200 18264 0.010 0.33 84 20 760 780 0.155 9200 18264 0.010 0.33 85 20 780 800 0.155 9200 18264 0.010 0.33 KEPCO & KHNP 26

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-3 (3 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 86 20 800 820 0.155 9200 18264 0.010 0.33 87 20 820 840 0.155 9200 18264 0.010 0.33 88 20 840 860 0.155 9200 18264 0.010 0.33 89 20 860 880 0.155 9200 18264 0.010 0.33 90 20 880 900 0.155 9200 18264 0.010 0.33 91 Rock 20 900 920 0.155 9200 18264 0.010 0.33 92 20 920 940 0.155 9200 18264 0.010 0.33 93 20 940 960 0.155 9200 18264 0.010 0.33 94 20 960 980 0.155 9200 18264 0.010 0.33 95 20 980 1000 0.155 9200 18264 0.010 0.33 96 1000 0 0.155 9200 18264 0.004 0.33 KEPCO & KHNP 27

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 4-4 Total Number of Frequencies and Highest Frequency for Each Analysis Case Analysis Cases S1U S9U Total Number of Frequencies 71 116 Highest Frequency Analyzed 20.07 71.01 KEPCO & KHNP 28

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-1 Selected Nodal Points on Designated Structure Elevations of CS for Generation of ISRS Elevation Identification SASSI Node Numbers (ft)

CS Base at Interface with 78.00 13663, 13704, 13694, 13699, 13679, 13674,13682 Concrete Pedestal 100.00 CS Shell 19988, 20015, 20016, 20025, 20030, 20037, 20011, 19992 Bottom Ring at Equipment 156.00 28225, 28234, 28229, 28226, 28202, 28232, 27207, 28242 Hatch 254.50 CS Spring Line 31939, 31943,31968, 31931, 31949, 31969, 31941, 31974 331.75 Dome Apex 32522 KEPCO & KHNP 29

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-2 Selected Nodal Points on Designated Structure Elevations of PSW for Generation of ISRS Elevation Identification SASSI Node Numbers (ft) 4 Corners at RV Pit 78.00 13581, 13585, 13586, 13595 Walls (Top)

Top of Concrete 19674, 19341, 19665, 19354, 19194, 19275, 19375, 19265, 19189, 100.00 Pedestal 19168 156.00 Operating Deck 28097, 28124, 27764, 27264, 27607, 28039, 28007, 27886 191.00 PZR Corners 30307, 30352 KEPCO & KHNP 30

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-3 Selected Nodal Points on Designated Structure Elevations of SSW for Generation of ISRS Elevation (ft) Identification SASSI Node Numbers SSW at Concrete Pedestal 13318, 13328, 13338, 13349, 13353, 13323, 13333, 78.00 Bottom 13345 SSW at Interface with 19698, 19712, 19334, 19724, 19719, 19705, 19717, 100.00 Concrete Pedestal Top 19729 27225, 27761, 27280, 27466, 27387, 27237, 27224, 156.00 Operating Deck 27768 191.00 Top Elevation of SSW 30301, 30323, 30331, 30298, 30299, 30341 KEPCO & KHNP 31

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-4 Selected Nodal Points at Shear Wall Locations on Designated Floor Elevations of AB for Generation of ISRS Floor Floor Identification SASSI Model Node Numbers Elevation 10600, 10642, 10647, 10715, 10717, 10751, 10803, 10806, 55'-0" Basemat 10863, 10876, 10884, 10936, 10942, 10946, 11021, 11025 18085, 18140, 18165, 18173, 18289, 18382, 18488, 18496, 100'-0" Ground Floor 18526, 18532, 18632, 18692, 18812, 18820, 18856, 18950 27250, 27256, 27273, 27281, 27453, 27474, 27546, 27660, 156'-0" Fourth Floor 27666, 27739, 27791, 27791, 27804, 27817 Sixth Floor 195'-0" 30375, 30443, 30542, 30545, 30556, 30557, 30590, 30837 Areas 1 and 3 213'-6" Fuel Handling Area 31421, 31470, 31519, 31525 Intermediate Floor Area 2, 114'-0" 21680, 21693, 21770 Fuel Handling Area KEPCO & KHNP 32

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-5 Selected Nodal Points on Floor-Slab Panels on Designated Floor Elevations of AB for Generation of Vertical ISRS Floor Floor Slab SASSI Model Node Numbers Elevation Identification 55'-0" Basemat 9501,9579,9604,9709, 9743,9861,9905 18163,18183,18187,18218,18264,18268,18302,18325,18378,18431,184 60,18470,18557,18582,18603,18608,18638,18676,18680,18700,18702, 100'-0" Ground Floor 18717,18750,18766,18796,18827,18852,18871,18879,18913,18914,189 44,18954,18974,18987,19024,19035,19039,19049,19051,19056,19062, 19066,19068,19076,19095,19105,19111,19120,19133 27317,27325,27343,27423,27488,27516,27551,27582,27620,27656,276 93,27750,27760,27779,27785,27798,27802,27813,27822,27833,27880, 156'-0" Fourth Floor 27892,27895,27896,27904,27910,27926,27968,27974,27980,28020,280 23,28036,28088,28108,28119 Roof at Area 1 & 3 30367,30393,30416,30417,30550,30587,30597,30604,30621,30631,306 195'-0" Roof at Main Control 51,30667,30771,30860,30597,30604 Room Fuel Handling Area 213'-6" 31477,31527 Roof 195'-0" Roof at Area 2 30462,30751 Ground Floor, Fuel 100'-0" 18676,18700,18913 Handling Area, Area 2 Spent Fuel Pool Bottom 114'-0" 21699,21731,21738 Slab, Area 2 KEPCO & KHNP 33

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 5-6 Selected Nodal Points on Designated Structure Elevations EDGB for Generation of ISRS Elevation Identification SASSI Model Node Numbers 60127,60131,60135,60221,60226,60231,60243, DFOT Room Wall 63'-0" 60248,60253 DFOT Room Slab 60127,60135,60181,60187,60234,60240,60243,60253 DFOT Room Wall 60506,60510,60514,60587,60592,60598,60626,60636 DFOT Room Slab 60506,60514,60526,60530,60610,60615,60626,60636 100'-0" 60637,60640,60643,60663,60665,60679,60682,60685, EDGB Wall 60695,60707,60722,60725,60728 60637,60643,60646,60649,60674,60690,60717, EDGB Slab 60720,60722,728 61045,61049,61053,61078,61079,61093,61096,61099, EDGB Wall 61107,61129,61139,61143,61147 135'-0" 61045,61053,61056,61060,61072,61082,61083,61110, EDGB Slab 61111,61115,61132,61136,61139,61147 KEPCO & KHNP 34

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-1 (1 of 3)

Generic Site Profile S2 Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.125 996 4,800 0.022 0.48 2 5 5 10 0.125 958 4,800 0.037 0.48 3 5 10 15 0.125 930 4,800 0.048 0.48 4 5 15 20 0.125 902 4,800 0.059 0.48 5 5 20 25 0.125 954 4,800 0.047 0.48 6 5 25 30 0.125 950 4,800 0.052 0.48 7 5 30 35 0.125 948 4,800 0.056 0.48 8 5 35 40 0.125 947 4,800 0.061 0.48 9 5 40 45 0.125 948 4,800 0.064 0.48 10 5 45 50 0.125 950 4,800 0.067 0.48 11 5 50 55 0.125 1,025 4,800 0.051 0.48 12 5 55 60 0.125 1,034 4,800 0.052 0.48 13 5 60 65 0.125 1,044 4,800 0.053 0.48 14 5 65 70 0.125 1,054 4,800 0.054 0.47 15 5 70 75 0.125 1,065 4,800 0.055 0.47 16 5 75 80 0.125 1,075 4,800 0.056 0.47 17 5 80 85 0.125 1,086 4,800 0.057 0.47 18 5 85 90 0.125 1,098 4,800 0.057 0.47 19 5 90 95 0.125 1,110 4,800 0.058 0.47 20 5 95 100 0.125 1,123 4,800 0.059 0.47 Sand 21 5 100 105 0.130 2,044 4996 0.029 0.40 22 5 105 110 0.130 2,055 5,037 0.03 0.40 23 5 110 115 0.130 2,065 5,077 0.031 0.40 24 5 115 120 0.130 2,074 5,117 0.031 0.40 25 5 120 125 0.130 2,134 5,157 0.024 0.40 26 5 125 130 0.130 2,147 5,197 0.025 0.40 27 5 130 135 0.130 2,160 5,236 0.025 0.40 28 5 135 140 0.130 2,174 5,275 0.025 0.40 29 5 140 145 0.130 2,188 5,314 0.026 0.40 30 5 145 150 0.130 2,202 5,353 0.026 0.40 31 5 150 155 0.130 2,216 5,392 0.026 0.40 32 5 155 160 0.130 2,229 5,430 0.026 0.40 33 5 160 165 0.130 2,242 5,468 0.027 0.40 34 5 165 170 0.130 2,255 5,506 0.027 0.40 35 5 170 175 0.130 2,267 5,543 0.027 0.40 36 5 175 180 0.130 2,280 5,581 0.027 0.40 37 5 180 185 0.130 2,293 5,618 0.027 0.40 38 5 185 190 0.130 2,306 5,655 0.028 0.40 39 5 190 195 0.130 2,319 5,692 0.028 0.40 40 5 195 200 0.130 2,332 5,728 0.028 0.40 KEPCO & KHNP 35

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-1 (2 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 41 10 200 210 0.135 4,219 8,834 0.035 0.35 42 10 210 220 0.135 4,248 8,900 0.035 0.35 43 10 220 230 0.135 4,277 8,965 0.035 0.35 44 10 230 240 0.135 4,305 9,029 0.035 0.35 45 10 240 250 0.135 4,333 9,092 0.036 0.35 46 10 250 260 0.135 4,361 9,154 0.036 0.35 47 10 260 270 0.135 4,387 9,215 0.036 0.35 48 10 270 280 0.135 4,413 9,276 0.036 0.35 49 10 280 290 0.135 4,440 9,336 0.036 0.35 50 10 290 300 0.135 4,466 9,395 0.036 0.35 51 10 300 310 0.135 4,492 9,453 0.036 0.35 52 10 310 320 0.135 4,517 9,510 0.037 0.35 53 10 320 330 0.135 4,542 9,566 0.037 0.35 54 10 330 340 0.135 4,567 9,622 0.037 0.35 55 Soft 10 340 350 0.135 4,592 9,677 0.037 0.35 56 Rock 10 350 360 0.135 4,616 9,731 0.037 0.35 57 10 360 370 0.135 4,639 9,784 0.037 0.35 58 10 370 380 0.135 4,663 9,836 0.037 0.36 59 10 380 390 0.135 4,686 9,887 0.037 0.36 60 10 390 400 0.135 4,709 9,938 0.037 0.36 61 10 400 410 0.135 4,732 9,988 0.037 0.36 62 10 410 420 0.135 4,754 10,037 0.038 0.36 63 10 420 430 0.135 4,776 10,085 0.038 0.36 64 10 430 440 0.135 4,797 10,132 0.038 0.36 65 10 440 450 0.135 4,819 10,178 0.038 0.36 66 10 450 460 0.135 4,839 10,224 0.038 0.36 67 10 460 470 0.135 4,859 10,269 0.038 0.36 68 10 470 480 0.135 4,879 10,313 0.038 0.36 69 10 480 490 0.135 4,898 10,356 0.038 0.36 70 10 490 500 0.135 4,918 10,398 0.038 0.36 71 20 500 520 0.145 6,847 13,946 0.012 0.34 72 20 520 540 0.145 6,881 14,022 0.012 0.34 73 20 540 560 0.145 6,914 14,094 0.012 0.34 74 20 560 580 0.145 6,945 14,164 0.012 0.34 75 20 580 600 0.145 6,976 14,230 0.012 0.34 76 20 600 620 0.145 7,004 14,293 0.012 0.34 Rock 77 20 620 640 0.145 7,032 14,353 0.012 0.34 78 20 640 660 0.145 7,057 14,410 0.012 0.34 79 20 660 680 0.145 7,081 14,463 0.012 0.34 80 20 680 700 0.145 7,103 14,514 0.012 0.34 81 20 700 720 0.145 7,124 14,561 0.012 0.34 82 20 720 740 0.145 7,143 14,605 0.012 0.34 KEPCO & KHNP 36

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-1 (3 of 3)

Seismic Wave Depth Layer Soil Weight Velocity Layer Thick. Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 83 20 740 760 0.145 7,162 14,646 0.012 0.34 84 20 760 780 0.145 7,178 14,684 0.012 0.34 85 20 780 800 0.145 7,191 14,718 0.012 0.34 86 20 800 820 0.145 7,203 14,750 0.012 0.34 87 20 820 840 0.145 7,214 14,778 0.013 0.34 88 20 840 860 0.145 7,223 14,803 0.013 0.34 89 20 860 880 0.145 7,232 14,825 0.013 0.34 Rock 90 20 880 900 0.145 7,238 14,843 0.013 0.34 91 20 900 920 0.145 7,244 14,859 0.013 0.34 92 20 920 940 0.145 7,247 14,871 0.013 0.34 93 20 940 960 0.145 7,250 14,880 0.013 0.34 94 20 960 980 0.145 7,250 14,886 0.013 0.34 95 20 980 1000 0.145 7,249 14,889 0.013 0.34 96 1000 0 0.155 9,200 18,264 0.004 0.33 KEPCO & KHNP 37

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-2 (1 of 3)

Generic Site Profile S3 Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.130 2,090 4,800 0.015 0.38 2 5 5 10 0.130 2,090 4,809 0.019 0.38 3 5 10 15 0.130 2,081 4,861 0.023 0.39 4 5 15 20 0.130 2,082 4,912 0.026 0.39 5 5 20 25 0.130 2,126 4,963 0.021 0.39 6 5 25 30 0.130 2,129 5,014 0.023 0.39 7 5 30 35 0.130 2,130 5,065 0.025 0.39 8 5 35 40 0.130 2,134 5,115 0.027 0.39 9 5 40 45 0.130 2,140 5,165 0.028 0.40 10 5 45 50 0.130 2,148 5,215 0.030 0.40 11 5 50 55 0.130 2,213 5,264 0.024 0.39 12 5 55 60 0.130 2,226 5,314 0.024 0.39 13 5 60 65 0.130 2,241 5,363 0.025 0.39 14 5 65 70 0.130 2,255 5,412 0.025 0.39 15 5 70 75 0.130 2,270 5,460 0.026 0.40 16 5 75 80 0.130 2,285 5,508 0.026 0.40 17 5 80 85 0.130 2,300 5,556 0.026 0.40 18 5 85 90 0.130 2,315 5,604 0.027 0.40 19 5 90 95 0.130 2,331 5,651 0.027 0.40 20 5 95 100 0.130 2,345 5,699 0.028 0.40 Sand 21 5 100 105 0.130 2,358 5,745 0.029 0.40 22 5 105 110 0.130 2,372 5,792 0.029 0.40 23 5 110 115 0.130 2,386 5,839 0.029 0.40 24 5 115 120 0.130 2,400 5,885 0.030 0.40 25 5 120 125 0.130 2,466 5,931 0.023 0.40 26 5 125 130 0.130 2,482 5,976 0.024 0.40 27 5 130 135 0.130 2,498 6,021 0.024 0.40 28 5 135 140 0.130 2,514 6,067 0.024 0.40 29 5 140 145 0.130 2,530 6,111 0.024 0.40 30 5 145 150 0.130 2,546 6,156 0.025 0.40 31 5 150 155 0.130 2,562 6,200 0.025 0.40 32 5 155 160 0.130 2,578 6,244 0.025 0.40 33 5 160 165 0.130 2,594 6,288 0.025 0.40 34 5 165 170 0.130 2,609 6,332 0.025 0.40 35 5 170 175 0.130 2,624 6,375 0.026 0.40 36 5 175 180 0.130 2,640 6,418 0.026 0.40 37 5 180 185 0.130 2,655 6,461 0.026 0.40 38 5 185 190 0.130 2,670 6,503 0.026 0.40 39 5 190 195 0.130 2,685 6,545 0.026 0.40 40 5 195 200 0.130 2,700 6,587 0.026 0.40 KEPCO & KHNP 38

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-2 (2 of 3)

Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 41 10 200 210 0.135 4,860 10,160 0.034 0.35 42 10 210 220 0.135 4,893 10,235 0.034 0.35 43 10 220 230 0.135 4,926 10,309 0.034 0.35 44 10 230 240 0.135 4,959 10,383 0.035 0.35 45 10 240 250 0.135 4,991 10,455 0.035 0.35 46 10 250 260 0.135 5,023 10,527 0.035 0.35 47 10 260 270 0.135 5,055 10,598 0.035 0.35 48 10 270 280 0.135 5,087 10,667 0.035 0.35 49 10 280 290 0.135 5,117 10,736 0.035 0.35 50 10 290 300 0.135 5,147 10,804 0.035 0.35 51 10 300 310 0.135 5,178 10,871 0.036 0.35 52 10 310 320 0.135 5,207 10,936 0.036 0.35 53 10 320 330 0.135 5,237 11,001 0.036 0.35 54 10 330 340 0.135 5,266 11,065 0.036 0.35 55 Soft 10 340 350 0.135 5,294 11,128 0.036 0.35 56 Rock 10 350 360 0.135 5,322 11,190 0.036 0.35 57 10 360 370 0.135 5,349 11,251 0.036 0.35 58 10 370 380 0.135 5,377 11,311 0.036 0.35 59 10 380 390 0.135 5,403 11,370 0.036 0.35 60 10 390 400 0.135 5,430 11,429 0.036 0.35 61 10 400 410 0.135 5,456 11,486 0.036 0.35 62 10 410 420 0.135 5,481 11,542 0.036 0.35 63 10 420 430 0.135 5,506 11,597 0.037 0.35 64 10 430 440 0.135 5,530 11,652 0.037 0.35 65 10 440 450 0.135 5,554 11,705 0.037 0.35 66 10 450 460 0.135 5,577 11,757 0.037 0.35 67 10 460 470 0.135 5,601 11,809 0.037 0.35 68 10 470 480 0.135 5,624 11,859 0.037 0.35 69 10 480 490 0.135 5,646 11,909 0.037 0.36 70 10 490 500 0.135 5,668 11,958 0.037 0.36 71 20 500 520 0.155 9,200 18,264 0.010 0.33 72 20 520 540 0.155 9,200 18,264 0.010 0.33 73 20 540 560 0.155 9,200 18,264 0.010 0.33 74 20 560 580 0.155 9,200 18,264 0.010 0.33 75 20 580 600 0.155 9,200 18,264 0.010 0.33 76 20 600 620 0.155 9,200 18,264 0.010 0.33 Rock 77 20 620 640 0.155 9,200 18,264 0.010 0.33 78 20 640 660 0.155 9,200 18,264 0.010 0.33 79 20 660 680 0.155 9,200 18,264 0.010 0.33 80 20 680 700 0.155 9,200 18,264 0.010 0.33 81 20 700 720 0.155 9,200 18,264 0.010 0.33 82 20 720 740 0.155 9,200 18,264 0.010 0.33 KEPCO & KHNP 39

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-2 (3 of 3)

Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 83 20 740 760 0.155 9,200 18,264 0.010 0.33 84 20 760 780 0.155 9,200 18,264 0.010 0.33 85 20 780 800 0.155 9,200 18,264 0.010 0.33 86 20 800 820 0.155 9,200 18,264 0.010 0.33 87 20 820 840 0.155 9,200 18,264 0.010 0.33 88 20 840 860 0.155 9,200 18,264 0.010 0.33 89 20 860 880 0.155 9,200 18,264 0.010 0.33 Rock 90 20 880 900 0.155 9,200 18,264 0.010 0.33 91 20 900 920 0.155 9,200 18,264 0.010 0.33 92 20 920 940 0.155 9,200 18,264 0.010 0.33 93 20 940 960 0.155 9,200 18,264 0.010 0.33 94 20 960 980 0.155 9,200 18,264 0.010 0.33 95 20 980 1000 0.155 9,200 18,264 0.010 0.33 96 1000 0 0.155 9,200 18,264 0.004 0.33 KEPCO & KHNP 40

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-3 (1 of 3)

Generic Site Profile S4 Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.130 1,813 4,800 0.016 0.42 2 5 5 10 0.130 1,802 4,800 0.021 0.42 3 5 10 15 0.130 1,794 4,800 0.026 0.42 4 5 15 20 0.130 1,790 4,800 0.029 0.42 5 5 20 25 0.130 1,820 4,800 0.025 0.42 6 5 25 30 0.130 1,817 4,800 0.027 0.42 7 5 30 35 0.130 1,818 4,800 0.029 0.42 8 5 35 40 0.130 1,820 4,800 0.031 0.42 9 5 40 45 0.130 1,826 4,800 0.033 0.42 10 5 45 50 0.130 1,832 4,800 0.034 0.41 Sand 11 5 50 55 0.130 1,898 4,800 0.026 0.41 12 5 55 60 0.130 1,909 4,800 0.027 0.41 13 5 60 65 0.130 1,921 4,800 0.027 0.40 14 5 65 70 0.130 1,930 4,800 0.029 0.40 15 5 70 75 0.130 1,939 4,800 0.029 0.40 16 5 75 80 0.130 1,949 4,800 0.030 0.40 17 5 80 85 0.130 1,958 4,831 0.032 0.40 18 5 85 90 0.130 1,967 4,873 0.033 0.40 19 5 90 95 0.130 1,975 4,914 0.033 0.40 20 5 95 100 0.130 1,984 4,955 0.034 0.40 21 5 100 105 0.135 3,892 8,114 0.033 0.35 22 5 105 110 0.135 3,908 8,151 0.034 0.35 23 5 110 115 0.135 3,922 8,188 0.034 0.35 24 5 115 120 0.135 3,937 8,225 0.034 0.35 25 5 120 125 0.135 3,953 8,262 0.034 0.35 26 5 125 130 0.135 3,968 8,298 0.035 0.35 27 5 130 135 0.135 3,983 8,334 0.035 0.35 28 5 135 140 0.135 3,998 8,370 0.035 0.35 29 5 140 145 0.135 4,013 8,406 0.035 0.35 30 Soft 5 145 150 0.135 4,027 8,441 0.035 0.35 31 Rock 5 150 155 0.135 4,042 8,476 0.035 0.35 32 5 155 160 0.135 4,057 8,512 0.036 0.35 33 5 160 165 0.135 4,072 8,546 0.036 0.35 34 5 165 170 0.135 4,087 8,581 0.036 0.35 35 5 170 175 0.135 4,102 8,616 0.036 0.35 36 5 175 180 0.135 4,116 8,650 0.036 0.35 37 5 180 185 0.135 4,131 8,684 0.036 0.35 38 5 185 190 0.135 4,145 8,718 0.036 0.35 39 5 190 195 0.135 4,160 8,751 0.036 0.35 40 5 195 200 0.135 4,175 8,785 0.037 0.35 KEPCO & KHNP 41

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-3 (2 of 3)

Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 41 10 200 210 0.145 6,120 12,396 0.011 0.34 42 10 210 220 0.145 6,147 12,458 0.011 0.34 43 10 220 230 0.145 6,173 12,520 0.011 0.34 44 10 230 240 0.145 6,200 12,581 0.011 0.34 45 10 240 250 0.145 6,225 12,641 0.011 0.34 46 10 250 260 0.145 6,252 12,700 0.011 0.34 47 10 260 270 0.145 6,278 12,759 0.011 0.34 48 10 270 280 0.145 6,303 12,817 0.011 0.34 49 10 280 290 0.145 6,328 12,874 0.011 0.34 50 10 290 300 0.145 6,353 12,930 0.011 0.34 51 10 300 310 0.145 6,378 12,985 0.012 0.34 52 10 310 320 0.145 6,401 13,040 0.012 0.34 53 10 320 330 0.145 6,596 13,094 0.012 0.34 54 10 330 340 0.145 6,622 13,147 0.012 0.34 55 10 340 350 0.145 6,649 13,199 0.012 0.34 56 10 350 360 0.145 6,674 13,250 0.012 0.34 57 10 360 370 0.145 6,700 13,301 0.012 0.34 58 10 370 380 0.145 6,725 13,351 0.012 0.34 59 10 380 390 0.145 6,750 13,400 0.012 0.34 60 10 390 400 0.145 6,774 13,448 0.012 0.34 61 10 400 410 0.145 6,798 13,495 0.012 0.34 Rock 62 10 410 420 0.145 6,821 13,542 0.012 0.34 63 10 420 430 0.145 6,845 13,588 0.012 0.34 64 10 430 440 0.145 6,867 13,633 0.012 0.34 65 10 440 450 0.145 6,890 13,677 0.012 0.34 66 10 450 460 0.145 6,911 13,721 0.012 0.34 67 10 460 470 0.145 6,933 13,763 0.012 0.34 68 10 470 480 0.145 6,954 13,805 0.012 0.34 69 10 480 490 0.145 6,975 13,846 0.012 0.34 70 10 490 500 0.145 6,995 13,887 0.012 0.34 71 20 500 520 0.155 9,200 18,264 0.01 0.33 72 20 520 540 0.155 9,200 18,264 0.01 0.33 73 20 540 560 0.155 9,200 18,264 0.01 0.33 74 20 560 580 0.155 9,200 18,264 0.01 0.33 75 20 580 600 0.155 9,200 18,264 0.01 0.33 76 20 600 620 0.155 9,200 18,264 0.01 0.33 77 20 620 640 0.155 9,200 18,264 0.01 0.33 78 20 640 660 0.155 9,200 18,264 0.01 0.33 79 20 660 680 0.155 9,200 18,264 0.010 0.33 80 20 680 700 0.155 9,200 18,264 0.010 0.33 81 20 700 720 0.155 9,200 18,264 0.010 0.33 82 20 720 740 0.155 9,200 18,264 0.010 0.33 KEPCO & KHNP 42

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-3 (3 of 3)

Seismic Wave Depth Layer Weight Layer Soil Thick. Velocity Avg. Poisson's Density No. Type (ft) Top Bottom Avg. Vs Vp Damping Ratio (kcf)

(ft) (ft) (fps) (fps) 83 20 740 760 0.155 9,200 18,264 0.010 0.33 84 20 760 780 0.155 9,200 18,264 0.010 0.33 85 20 780 800 0.155 9,200 18,264 0.010 0.33 86 20 800 820 0.155 9,200 18,264 0.010 0.33 87 20 820 840 0.155 9,200 18,264 0.010 0.33 88 20 840 860 0.155 9,200 18,264 0.010 0.33 89 20 860 880 0.155 9,200 18,264 0.010 0.33 Rock 90 20 880 900 0.155 9,200 18,264 0.010 0.33 91 20 900 920 0.155 9,200 18,264 0.010 0.33 92 20 920 940 0.155 9,200 18,264 0.010 0.33 93 20 940 960 0.155 9,200 18,264 0.010 0.33 94 20 960 980 0.155 9,200 18,264 0.010 0.33 95 20 980 1000 0.155 9,200 18,264 0.010 0.33 96 1000 0 0.155 9,200 18,264 0.004 0.33 KEPCO & KHNP 43

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table 6-4 Total Number of Frequencies and Highest Frequency for Each Analysis Case Analysis Cases S2U S3U S4U Total Number of Frequencies 70 94 89 Highest Frequency Analyzed 20.07 41.09 35.23 KEPCO & KHNP 44

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 2-1 Plan Layout of APR1400 Power Block KEPCO & KHNP 45

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Security-Related Information - Withhold Under 10 CFR 2.390 TS Figure 2-2 Typical Section View of RCB KEPCO & KHNP 46

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Security-Related Information - Withhold Under 10 CFR 2.390 TS Figure 2-3 Typical Section View of AB KEPCO & KHNP 47

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Security-Related Information - Withhold Under 10 CFR 2.390 TS Figure 2-4 Typical Section View of EDGB KEPCO & KHNP 48

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Security-Related Information - Withhold Under 10 CFR 2.390 TS Figure 2-5 Typical Section View of CPB KEPCO & KHNP 49

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Security-Related Information - Withhold Under 10 CFR 2.390 TS Figure 2-6 Typical Section View of TI KEPCO & KHNP 50

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Horizontal Damping=2,3,4,5,7,10%

1 Spectral Acceleration (Hz) 0.1 0.01 0.1 1 10 100 Frequency (Hz)

Figure 3-1 APR1400 Horizontal CSDRS KEPCO & KHNP 51

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Vertical Damping=2,3,4,5,7,10%

1 Spectral Acceleration (Hz) 0.1 0.01 0.1 1 10 100 Frequency (Hz)

Figure 3-2 APR1400 Vertical CSDRS KEPCO & KHNP 52

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Horizontal H1 0.40 max=.3 g's 0.20 Acc (g) 0.00

-0.20

-0.40 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Horizontal H1 30 max=17.52 in/sec 20 Vel (in/sec) 10 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Horizontal H1 30 max=-16.47 in 20 10 Dis (in) 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Figure 3-3 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

H1 Component KEPCO & KHNP 53

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Horizontal H2 0.40 max=.3 g's 0.20 Acc (g) 0.00

-0.20

-0.40 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Horizontal H2 30 max=-17.94 in/sec 20 Vel (in/sec) 10 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Horizontal H2 30 max=16.1 in 20 10 Dis (in) 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Figure 3-4 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

H2 Component KEPCO & KHNP 54

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Vertical VT 0.40 max=.3 g's 0.20 Acc (g) 0.00

-0.20

-0.40 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Vertical VT 30 max=18.87 in/sec 20 Vel (in/sec) 10 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Vertical VT 30 max=-13.03 in 20 10 Dis (in) 0

-10

-20

-30 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (sec)

Figure 3-5 CSDRS-Compatible Design Acceleration, Velocity, and Displacement Time Histories -

VT Component KEPCO & KHNP 55

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 APR1400 - Low-strain Site Profiles Shear Wave Velocity (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0

100 200 300 400 500 Depth (ft) 600 Profile 1 700 Profile 2 Profile 3 800 Profile 4 Profile 6 900 Profile 7 Profile 8 1000 Profile 9 1100 Figure 3-6 Low-Strain Shear Wave Velocity Profiles vs. Depth for Eight Low-strain Site Profiles Considered for APR1400 KEPCO & KHNP 56

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 EPRI Generic Sand (Ref. EPRI TR-102293) 1.1 0 - 20 FT (6.096 M) 1 0.9 21 - 50 FT.(15.24 M) 0.8 51 - 120 FT.(36.57 M) 0.7 0.6 G/Gmax 121 - 250 FT. (76.20 M) 0.5 0.4 251 - 500 FT. (152.39 M) 0.3 501 - 1000 FT. (304.78 0.2 M) 0.1 0

0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

35 0 - 20 FT (6.096 M) 30 21 - 50 FT.(15.24 M) 25 51 - 120 FT.(36.57 M)

Damping (%)

20 121 - 250 FT. (76.20 M) 15 251 - 500 FT. (152.39 M) 10 501 - 1000 FT. (304.78 M) 5 0

0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

Figure 3-7 Shear-Modulus-Degradation and Damping-Value Variation Curves for Sand Considered for APR1400 KEPCO & KHNP 57

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Silva (1996) Soft Rock 1.1 1

0.9 0.8 0.7 0-20 FT. (6.096 M) 0.6 G/Gmax 0.5 21FT. + (6.88 M +)

0.4 0.3 0.2 0.1 0

0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

35 30 25 0-20 FT. (6.096 M)

Damping (%)

20 21FT. + (6.88 M +)

15 10 5

0 0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

Figure 3-8 Shear-Modulus-Degradation and Damping-Value Variation Curves for Soft Rock Considered for APR1400 KEPCO & KHNP 58

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 SHAKE 91 (Rock) 1.1 1

0.9 0.8 0.7 G/Gmax 0.6 0.5 0.4 0.3 0.2 0.1 0

0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

35 30 25 Damping (%)

20 15 10 5

0 0.0001 0.001 0.01 0.1 1 10 Shear Strain (%)

Figure 3-9 Shear-Modulus-Degradation and Damping-Value Variation Curves for Rock Considered for APR1400 KEPCO & KHNP 59

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 S1 1.2 Spectral Acceleration (g)

S9 1

CSDRS 0.8 0.6 0.4 0.2 0

0.1 1 10 100 Frequency (cps)

(a) EW Motion 1.4 S1 1.2 Spectral Acceleration (g)

S9 1

CSDRS 0.8 0.6 0.4 0.2 0

0.1 1 10 100 Frequency (cps)

(b) NS Motion 1.4 S1 1.2 Spectral Acceleration (g)

S9 1

CSDRS 0.8 0.6 0.4 0.2 0

0.1 1 10 100 Frequency (cps)

(c) Vertical Motion Figure 4-1 Site Response Motions at Truncated Surface for S1 and S9 Cases KEPCO & KHNP 60

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-2 Combined SASSI SSI FEM of NI KEPCO & KHNP 61

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 (a) EDGB (b) DFOT Room Figure 4-3 SASSI SSI FEM of EDGB KEPCO & KHNP 62

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-4 SASSI SSI FEM of CPB KEPCO & KHNP 63

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-5 SASSI SSI FEM of TI KEPCO & KHNP 64

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-6 SASSI SSSI FEM of Power Block KEPCO & KHNP 65

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10.00 1.00 0.10 0.01 Period (s) 4 Damping: 2%, 3%, 4%, 5%, 7%, 10%

3.5 E-W (X) Response 3

Spectral Acceleration (g) 2.5 2

1.5 1

0.5 0

0.10 1.00 Frequency (cps) 10.00 100.00 10.00 1.00 0.10 0.01 Period (s) 4 Damping: 2%, 3%, 4%, 5%, 7%, 10%

3.5 N-S (Y) Response 3

Spectral Acceleration (g) 2.5 2

1.5 1

0.5 0

0.10 1.00 Frequency (cps) 10.00 100.00 10.00 1.00 0.10 0.01 Period (s) 4 Damping: 2%, 3%, 4%, 5%, 7%, 10%

3.5 Vertical (Z) Response 3

Spectral Acceleration (g) 2.5 2

1.5 1

0.5 0

0.10 1.00 Frequency (cps) 10.00 100.00 Figure 4-7 ISRS at AB El. 156-0 for Design Basis SSI Analysis (Embedded Structure) S1U KEPCO & KHNP 66

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-8 Deleted KEPCO & KHNP 67

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10.00 1.00 0.10 0.01 Period (s) 16 Damping: 2%, 3%, 4%, 5%, 7%, 10%

14 E-W (X) Response 12 Spectral Acceleration (g) 10 8

6 4

2 0

0.10 1.00 Frequency (cps) 10.00 100.00 10.00 1.00 0.10 0.01 Period (s) 18 Damping: 2%, 3%, 4%, 5%, 7%, 10%

16 N-S (Y) Response 14 Spectral Acceleration (g) 12 10 8

6 4

2 0

0.10 1.00 Frequency (cps) 10.00 100.00 10.00 1.00 0.10 0.01 Period (s) 7 Damping: 2%, 3%, 4%, 5%, 7%, 10%

6 Vertical (Z) Response 5

Spectral Acceleration (g) 4 3

2 1

0 0.10 1.00 Frequency (cps) 10.00 100.00 Figure 4-9 ISRS at AB El. 156-0 for Design Basis SSI Analysis (Embedded Structure) S9U KEPCO & KHNP 68

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 2%, 3%, 4%, 5%, 7%, 10%

3.5 3.5 E-W (X) Response Acceleration in g unit 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 2%, 3%, 4%, 5%, 7%, 10% 4 N-S (Y) Response Acceleration in g unit 3.5 3.5 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 2%, 3%, 4%, 5%, 7%, 10% 4 N-S (Y) Response Acceleration in g unit 3.5 3.5 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 4-10 ISRS at AB El. 156-0 for Individual SSI Analysis (Surface Structure) S1U KEPCO & KHNP 69

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 4-11 Deleted KEPCO & KHNP 70

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 16 16 Damping : 2%, 3%, 4%, 5%, 7%, 10%

14 14 E-W (X) Response Acceleration in g unit 12 12 10 10 8 8 6 6 4 4 2 2 0 0 0.1 1 Frequency (cps) 10 100 10 1 Period (s) 0.1 0.01 18 18 16 Damping : 2%, 3%, 4%, 5%, 7%, 10% 16 N-S (Y) Response Acceleration in g unit 14 14 12 12 10 10 8 8 6 6 4 4 2 2 0 0 0.1 1 Frequency (cps) 10 100 10 1 Period (s) 0.1 0.01 8 8 Damping : 2%, 3%, 4%, 5%, 7%, 10%

7 Vertical (Z) Response 7 Acceleration in g unit 6 6 5 5 4 4 3 3 2 2 1 1 0 0 0.1 1 Frequency (cps) 10 100 Figure 4-12 ISRS at AB El. 156-0 for Individual SSI Analysis (Surface Structure) S9U KEPCO & KHNP 71

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(RCB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5% nSSI(RCB)

N-S (Y)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-1 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 72

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(RCB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5% nSSI(RCB)

N-S (Y)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-2 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 73

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(RCB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

N-S (Y) nSSI(RCB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-3 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 74

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

nSSI(RCB)

E-W (X) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

E-W (X) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-4 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 254-6 KEPCO & KHNP 75

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(RCB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

N-S (Y) nSSI(RCB) 2.5 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(RCB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-5 S1U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 331-9 KEPCO & KHNP 76

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

nSSI(RCB)

E-W (X) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

N-S (Y) nSSI(RCB) 2.5 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

Vertical (Z) nSSI(RCB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-6 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 77

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(RCB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

N-S (Y) nSSI(RCB) 2.5 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-7 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 78

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 nSSI(RCB) 3.5 E-W (X) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

N-S (Y) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-8 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 79

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 nSSI(RCB) 3 E-W (X)

SSSI 2.5 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 5 5 4.5 Damping : 5% 4.5 N-S (Y) nSSI(RCB) 4 4 SSSI 3.5 3.5 Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-9 S1U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 191-0 KEPCO & KHNP 80

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 nSSI(RCB)

E-W (X) 3.5 SSSI 3.5 Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

N-S (Y) nSSI(RCB) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-10 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 81

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 nSSI(RCB)

E-W (X) 3.5 SSSI 3.5 Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 N-S (Y) nSSI(RCB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-11 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 82

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

nSSI(RCB)

E-W (X) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 N-S (Y) nSSI(RCB) 3.5 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(RCB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-12 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 83

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

nSSI(RCB)

E-W (X) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 N-S (Y) nSSI(RCB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(RCB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-13 S1U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 191-0 KEPCO & KHNP 84

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-14 Deleted KEPCO & KHNP 85

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-15 Deleted KEPCO & KHNP 86

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-16 Deleted KEPCO & KHNP 87

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-17 Deleted KEPCO & KHNP 88

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-18 Deleted KEPCO & KHNP 89

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-19 Deleted KEPCO & KHNP 90

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-20 Deleted KEPCO & KHNP 91

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-21 Deleted KEPCO & KHNP 92

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-22 Deleted KEPCO & KHNP 93

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-23 Deleted KEPCO & KHNP 94

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-24 Deleted KEPCO & KHNP 95

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-25 Deleted KEPCO & KHNP 96

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-26 Deleted KEPCO & KHNP 97

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

nSSI(RCB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

N-S (Y) nSSI(RCB)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-27 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 98

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

nSSI(RCB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

N-S (Y) nSSI(RCB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-28 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 99

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(RCB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 N-S (Y) nSSI(RCB) 3.5 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-29 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 100

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

nSSI(RCB)

E-W (X) 2 2 SSSI Acceleration( g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

N-S (Y) nSSI(RCB) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(RCB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-30 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 254-6 KEPCO & KHNP 101

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(RCB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

N-S (Y) nSSI(RCB) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 Vertical (Z) nSSI(RCB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-31 S9U-Comparison of RCB CS ISRS (SSI vs SSSI) at El. 331-9 KEPCO & KHNP 102

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 nSSI(RCB) 3.5 E-W (X) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

N-S (Y) nSSI(RCB) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(RCB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-32 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 103

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 nSSI(RCB) 3.5 E-W (X) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) nSSI(RCB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 Vertical (Z) nSSI(RCB) 3.5 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-33 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 104

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 5.5 5.5 5 Damping : 5% 5 nSSI(RCB)

E-W (X) 4.5 4.5 4 SSSI 4 Acceleration (g) 3.5 3.5 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 6 6 Damping : 5%

N-S (Y) nSSI(RCB) 5 5 SSSI Acceleration (g) 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 5.5 5.5 5 Damping : 5% 5 Vertical (Z) nSSI(RCB) 4.5 4.5 4 SSSI 4 Acceleration (g) 3.5 3.5 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-34 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 105

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 6 6 Damping : 5%

nSSI(RCB) 5 E-W (X) 5 SSSI Acceleration (g) 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) nSSI(RCB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(RCB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-35 S9U-Comparison of RCB PSW ISRS (SSI vs SSSI) at El. 191-0 KEPCO & KHNP 106

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

nSSI(RCB)

E-W (X) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) nSSI(RCB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 Vertical (Z) nSSI(RCB) 3.5 3.5 SSSI 3 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-36 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 78-0 KEPCO & KHNP 107

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 6 6 Damping : 5%

nSSI(RCB) 5 E-W (X) 5 SSSI Acceleration (g) 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) nSSI(RCB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 6 6 Damping : 5%

Vertical (Z) nSSI(RCB) 5 5 SSSI 4 4 Acceleration (g) 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-37 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 108

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 12 12 Damping : 5%

nSSI(RCB) 10 E-W (X) 10 SSSI Acceleration (g) 8 8 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 14 14 Damping : 5%

12 N-S (Y) nSSI(RCB) 12 10 SSSI 10 Acceleration (g) 8 8 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 9 9 8 Damping : 5% 8 Vertical (Z) nSSI(RCB) 7 7 SSSI 6 6 Acceleration (g) 5 5 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-38 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 109

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 12 12 Damping : 5%

nSSI(RCB) 10 E-W (X) 10 SSSI Acceleration (g) 8 8 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) nSSI(RCB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 9 Damping : 5% 9 Vertical (Z) nSSI(RCB) 8 8 SSSI 7 7 Acceleration (g) 6 6 5 5 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-39 S9U-Comparison of RCB SSW ISRS (SSI vs SSSI) at El. 191-0 KEPCO & KHNP 110

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

NSSI(AB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

N-S (Y) NSSI(AB)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) NSSI(AB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-40 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 55-0 KEPCO & KHNP 111

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

NSSI(AB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

N-S (Y) NSSI(AB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) NSSI(AB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-41 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 112

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

NSSI(AB)

E-W (X) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

N-S (Y) NSSI(AB) 2.5 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) NSSI(AB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-42 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 113

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

NSSI(AB)

E-W (X) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

N-S (Y) NSSI(AB) 2.5 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

Vertical (Z) NSSI(AB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-43 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 195-0 KEPCO & KHNP 114

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

NSSI(AB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 N-S (Y) NSSI(AB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) NSSI(AB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-44 S1U-Comparison of AB ISRS (SSI vs SSSI) at El. 213-6 KEPCO & KHNP 115

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

NSSI(AB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

N-S (Y) NSSI(AB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

Vertical (Z) NSSI(AB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-45 S1U-Comparison of AB SFP ISRS (SSI vs SSSI)

KEPCO & KHNP 116

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5% NSSI(AB)

Vertical (Z) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-46 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 55-0 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

NSSI(AB) 2.5 Vertical (Z) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-47 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 100-0 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 NSSI(AB) 3.5 Vertical (Z) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-48 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 117

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5% NSSI(AB) 3.5 Vertical (Z) 3.5 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-49 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 195-0 10 1 Period (s) 0.1 0.01 8 8 Damping : 5%

Vertical (Z) NSSI(AB) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-50 S1U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 213-6 KEPCO & KHNP 118

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-51 Deleted KEPCO & KHNP 119

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-52 Deleted KEPCO & KHNP 120

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-53 Deleted KEPCO & KHNP 121

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-54 Deleted KEPCO & KHNP 122

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-55 Deleted KEPCO & KHNP 123

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-56 Deleted KEPCO & KHNP 124

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-57 Deleted Figure 5-58 Deleted Figure 5-59 Deleted KEPCO & KHNP 125

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-60 Deleted Figure 5-61 Deleted KEPCO & KHNP 126

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

NSSI(AB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

N-S (Y) NSSI(AB)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

Vertical (Z) NSSI(AB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-62 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 55-0 KEPCO & KHNP 127

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 NSSI(AB)

E-W (X) 3.5 SSSI 3.5 Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4.5 4.5 Damping : 5%

4 NSSI(AB) 4 N-S (Y) 3.5 3.5 SSSI Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 Vertical (Z) NSSI(AB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-63 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 128

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

NSSI(AB)

E-W (X) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) NSSI(AB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 Vertical (Z) NSSI(AB) 3.5 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-64 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 129

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 12 12 Damping : 5%

NSSI(AB) 10 E-W (X) 10 SSSI Acceleration (g) 8 8 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

N-S (Y) NSSI(AB) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3.5 3.5 Damping : 5%

3 Vertical (Z) NSSI(AB) 3 2.5 SSSI 2.5 Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-65 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 195-0 KEPCO & KHNP 130

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 10 10 Damping : 5%

NSSI(AB)

E-W (X) 8 8 SSSI Acceleration (g) 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 12 12 Damping : 5%

N-S (Y) NSSI(AB) 10 10 SSSI Acceleration (g) 8 8 6 6 4 4 2 2 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 Vertical (Z) NSSI(AB) 3.5 3.5 SSSI Acceleration (g0 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-66 S9U-Comparison of AB ISRS (SSI vs SSSI) at El. 213-6 KEPCO & KHNP 131

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 NSSI(AB) 3.5 E-W (X) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4.5 4.5 Damping : 5%

4 N-S (Y) NSSI(AB) 4 3.5 3.5 SSSI Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) NSSI(AB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-67 S9U-Comparison of AB SFP ISRS (SSI vs SSSI)

KEPCO & KHNP 132

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5% NSSI(AB)

Vertical (Z)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-68 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 55-0 10 1 Period (s) 0.1 0.01 4.5 4.5 NSSI(AB)

Damping : 5%

4 4 Vertical (Z) SSSI 3.5 3.5 Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-69 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 100-0 10 1 Period (s) 0.1 0.01 7 7 Damping : 5%

6 Vertical (Z) NSSI(AB) 6 5 SSSI 5 Acceleration (g) 4 4 3 3 2 2 1 1 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-70 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 156-0 KEPCO & KHNP 133

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 8 8 Damping : 5% NSSI(AB)

Vertical (Z) 6 SSSI 6 Acceleration (g) 4 4 2 2 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-71 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 195-0 10 1 Period (s) 0.1 0.01 Damping : 5%

Vertical (Z) NSSI(AB) 10 10 SSSI Acceleration (g) 5 5 0 0 0.1 1 Frequency (cps) 10 100 Figure 5-72 S9U-Comparison of AB PANEL ISRS (SSI vs SSSI) at El. 213-6 KEPCO & KHNP 134

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(EDGB)

E-W (X) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

nSSI(EDGB)

N-S (Y) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-73 S1U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 135

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(EDGB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

N-S (Y) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-74 S1U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 135-0 KEPCO & KHNP 136

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-75 S1U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 100-0 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-76 S1U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 135-0 KEPCO & KHNP 137

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

nSSI(EDGB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2 2 Damping : 5%

N-S (Y) nSSI(EDGB) 1.5 SSSI 1.5 Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-77 S1U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 63-0 KEPCO & KHNP 138

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(EDGB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

N-S (Y) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-78 S1U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 139

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-79 S1U-Comparison of EDGB DFOT Room Slab ISRS (SSI vs SSSI) at El. 63-0 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-80 S1U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 140

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-81 Deleted KEPCO & KHNP 141

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-82 Deleted KEPCO & KHNP 142

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-83 Deleted Figure 5-84 Deleted KEPCO & KHNP 143

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-85 Deleted KEPCO & KHNP 144

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-86 Deleted KEPCO & KHNP 145

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure 5-87 Deleted Figure 5-88 Deleted KEPCO & KHNP 146

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

nSSI(EDGB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

N-S (Y) nSSI(EDGB)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

Vertical (Z) nSSI(EDGB)

SSSI 1 1 Acceleration (g) 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-89 S9U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 147

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 4 4 Damping : 5%

3.5 nSSI(EDGB) 3.5 E-W (X) 3 SSSI 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(EDGB) 2.5 N-S (Y) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

Vertical (Z) nSSI(EDGB)

SSSI 1 1 Acceleration (g) 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-90 S9U-Comparison of EDGB Wall ISRS (SSI vs SSSI) at El. 135-0 KEPCO & KHNP 148

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

Vertical (Z) nSSI(EDGB)

SSSI 1 1 Acceleration (g) 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-91 S9U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 100-0 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

Vertical (Z) nSSI(EDGB) 2.5 2.5 SSSI 2 2 Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-92 S9U-Comparison of EDGB Slab ISRS (SSI vs SSSI) at El. 135-0 KEPCO & KHNP 149

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

nSSI(EDGB)

E-W (X)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

N-S (Y) nSSI(EDGB)

SSSI Acceleration (g) 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

Vertical (Z) nSSI(EDGB)

SSSI 1 1 Acceleration (g) 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-93 S9U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 63-0 KEPCO & KHNP 150

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 3 3 Damping : 5%

nSSI(EDGB) 2.5 E-W (X) 2.5 SSSI Acceleration (g) 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 4.5 4.5 4 Damping : 5% 4 N-S (Y) nSSI(EDGB) 3.5 3.5 SSSI Acceleration (g) 3 3 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps) 10 1 Period (s) 0.1 0.01 2.5 2.5 Damping : 5%

Vertical (Z) nSSI(EDGB) 2 2 SSSI Acceleration (g) 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-94 S9U-Comparison of DFOT Room Wall ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 151

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 1 Period (s) 0.1 0.01 1.5 1.5 Damping : 5%

Vertical (Z) nSSI(EDGB)

SSSI 1 1 Acceleration (g) 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-95 S9U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 63-0 10 1 Period (s) 0.1 0.01 4 4 nSSI(EDGB)

Damping : 5%

3.5 Vertical (Z) 3.5 SSSI 3 3 Acceleration (g) 2.5 2.5 2 2 1.5 1.5 1 1 0.5 0.5 0 0 0.1 1 10 100 Frequency (cps)

Figure 5-96 S9U-Comparison of DFOT Room Slab ISRS (SSI vs SSSI) at El. 100-0 KEPCO & KHNP 152

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-97 ISRS Node Locations - CS El. 78-0 KEPCO & KHNP 153

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-98 ISRS Node Locations - CS El. 103-9 KEPCO & KHNP 154

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-99 ISRS Node Locations - CS El. 159-9 KEPCO & KHNP 155

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-100 ISRS Node Locations - CS El. 254-6 KEPCO & KHNP 156

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-101 ISRS Node Locations - CS El. 331-9 KEPCO & KHNP 157

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-102 ISRS Node Locations - PSW El. 78-0 KEPCO & KHNP 158

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-103 ISRS Node Locations - PSW El. 100-0 KEPCO & KHNP 159

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-104 ISRS Node Locations - PSW El. 156-0 KEPCO & KHNP 160

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-105 ISRS Node Locations - PSW El. 191-0 (b)

KEPCO & KHNP 161

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-106 ISRS Node Locations - SSW El. 78-0 KEPCO & KHNP 162

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-107 ISRS Node Locations - SSW El. 100-0 KEPCO & KHNP 163

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-108 ISRS Node Locations - SSW El. 156-0 KEPCO & KHNP 164

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-109 ISRS Node Locations - SSW El. 191-0 KEPCO & KHNP 165

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-110 ISRS Node Locations - AB Shear Wall Response at Floor El. 55-0 (1-F)

KEPCO & KHNP 166

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-111 ISRS Node Locations - AB Shear Wall Response at Floor El. 100-0 (3-F)

KEPCO & KHNP 167

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-112 ISRS Node Locations - AB Shear Wall Response at Floor El. 156-0 (6-F)

KEPCO & KHNP 168

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-113 ISRS Node Locations - AB Shear Wall Response at Floor El. 195-0 (8-1)

KEPCO & KHNP 169

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-114 ISRS Node Locations - AB Shear Wall Response at Floor El. 213-6 (8-4)

KEPCO & KHNP 170

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-115 ISRS Node Locations - AB Shear Wall Response at Floor El. 114-0 (3-M)

KEPCO & KHNP 171

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-116 ISRS Node Locations - AB Floor Slab Response at Floor El. 55-0 (1-F)

KEPCO & KHNP 172

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-117 ISRS Node Locations - AB Floor Slab Response at Floor El. 100-0 (3-F)

KEPCO & KHNP 173

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-118 ISRS Node Locations - AB Floor Slab Response at Floor El. 156-0 (6-F)

KEPCO & KHNP 174

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-119 ISRS Node Locations - AB Floor Slab Response at Floor El. 195-0 (8-1)

KEPCO & KHNP 175

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-120 ISRS Node Locations - AB Floor Slab Response at Floor El. 213-6 (8-4)

KEPCO & KHNP 176

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-121 ISRS Node Locations - DFOT Room El. 63-0 KEPCO & KHNP 177

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-122 ISRS Node Locations - DFOT Room El. 100-0 KEPCO & KHNP 178

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-123 ISRS Node Locations - EDGB El. 100-0 KEPCO & KHNP 179

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 TS Figure 5-124 ISRS Node Locations - EDGB El. 135-0 KEPCO & KHNP 180

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 E-W (X) EL. 100'-0" E-W (X) EL. 135'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

N-S (Y) EL. 100'-0" N-S (Y) EL. 135'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Vertical (Z) EL. 100'-0" Vertical (Z) EL. 135'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Slab (Z) EL. 100'-0" Slab (Z) EL. 135'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Figure 6-1 Amplification Factor of EDGB Wall & Slab ISRS KEPCO & KHNP 181

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 E-W (X) EL. 63'-0" E-W (X) EL. 100'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

N-S (Y) EL. 63'-0" N-S (Y) EL. 100'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Vertical (Z) EL. 63'-0" Vertical (Z) EL. 100'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Slab (Z) EL. 63'-0" Slab (Z) EL. 100'-0" 1.50 1.50 Amplification factor Amplification factor 1.40 1.40 1.30 1.30 1.20 1.20 1.10 1.10 1.00 1.00 0.90 0.90 1 2 4 8 16 32 64 128 1 2 4 8 16 32 64 128 Frequency (cps) Frequency (cps)

Figure 6-2 Amplification Factor of DFOT Room Wall & Slab ISRS KEPCO & KHNP 182

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 APPENDIX A EVALUATION OF SSSI EFFECTS ON NI AND EDGB/DFOT ROOM COMBINED MODEL WITH EMBEDDED FOUNDATION CONFIGURATION KEPCO & KHNP A1

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Page intentionally blank KEPCO & KHNP A2

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 A.1 INTRODUCTION In order to evaluate the adequacy of the surface-founded assumption implemented in the SSSI analyses documented in this report, an additional set of SSSI analyses are performed with the embedded foundation configuration for the combined model of the NI and EDGB/DFOT room.

KEPCO & KHNP A3

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 A.2 SSSI ANALYSIS WITH NI AND EDGB/DFOT ROOM COMBINED MODEL The combined model is developed from both the NI and the EDGB/DFOT room stand-alone models. While developing the combined model, the structure portions of the NI and EDGB/DFOT room stand-alone models are not changed. The backfill and excavated soil layers for the EDGB/DFOT room are adjusted and re-meshed in order to have the same nodal Z coordinates as the NI structure as shown in Figure A-1.

The backfill nodes in the combined NI and EDGB/DFOT room SSSI analysis model are modified to have backfill elements modeled as structural elements rather than the original backfill elements modeled as replacement of the excavated soil elements. The backfill of the stand-alone NI and EDGB/DFOT room SSI analysis model are also modified in the same manner as described above for the backfill of the combined model so that the comparisons of results are on the same basis.

The SSSI analyses performed on the combined model and the SSI analyses performed on the stand-alone models consider two generic site soil profile cases, one soft (S01) and one hard (S09) soil profile case, with both uncracked and cracked concrete stiffness conditions. The ACS SASSI computer program (Ref. A1) is used for the SSSI and SSI analyses. The site model input and input motion time histories for the SSSI analyses are the same as those used for the stand-alone SSI analyses, as described in Section

3. The number of frequencies selected for the SSSI analyses are based on the corresponding stand-alone SSI analyses of the NI structures, as described in Section 4. The frequency points are almost identical except for a few points which are added or modified in order to obtain more accurate response transfer functions.

KEPCO & KHNP A4

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 A.3 ANALYSIS RESULTS AND ASSESSMENT The comparisons of the ISRS generated from the stand-alone SSI analyses and the corresponding SSSI analyses of the combined models are used to evaluate the SSSI effect on the APR1400 standard plant NI and EDGB/DFOT room structures. The comparisons of the 5%-damped ISRS obtained from both SSSI and SSI analyses at selected key elevations are presented in Figures A-2 ~ A-151. The selected nodal points on each of the designated structure elevations are the same as those documented in Section 5.

For the soft soil case S01, the ISRS peak responses of the SSI analyses are generally equal to or greater than the SSSI responses for most elevations in the NI structures. For the hard soil case S09, the overall SSSI responses are similar to the SSI responses except for some locations. The SSSI responses are slightly greater than the SSI responses for the containment structure at 10~20 Hz frequency range in the EW direction. Also, there are some elevations in the AB, where the SSSI responses in the EW direction are higher than the SSI responses by more than 5%. Based on the comparisons of the ISRS presented, the adjacent smaller and lighter EDGB/DFOT room structure has insignificant effects on the seismic responses of the adjacent much larger and heavier NI structures.

However, NI structures have noticeable effects on the seismic responses of the EDGB/DFOT room for the S01 and S09 soil cases. For soil case S01, the SSSI responses for EDGB/DFOT room are generally greater than the SSI responses in the vertical direction. The maximum increase of approximately 30% in the vertical ISRS for the EDGB/DFOT room is observed for soil case S01. For soil case S09, the SSSI responses are generally greater than the SSI responses for most of the EDGB/DFOT room elevations.

Due to relatively much softer backfill material as compared to the relatively much stiffer in-situ soil/rock material for the hard rock S09 site profile case, the SSSI effects between the NI and EDGB/DFOT room become more significant for S09 than such effects for S01. For the S01 soft soil case, the difference in stiffness of the SFG backfill material and the S01 in-situ soil materials is relatively smaller.

Overall, the comparisons of ISRS between the SSI and SSSI analyses results show that the SSSI effects are relatively very small on the NI structure but are relatively more significant for the EDGB/DFOT room structure. This is consistent with the expectation that the much larger and heavier NI structure should be less affected by SSSI than the smaller and lighter EDGB/DFOT room structure.

As a comparison, the ratios of 5%-damped enveloped ISRS from the SSSI analyses versus the 5%-

damped enveloped and +/- 15% widened ISRS from the SSI analyses of the EDGB and DFOT room structure are presented in Figure A-152 and Figure A-153, respectively. The ISRS ratios that are less than 1.0 are modified to 1.0 in order to prevent reduction of the design-basis ISRS due to the SSSI effect. The 5%-damped ISRS ratios in Figures A-152 and A-153, as modified, are considered to be the amplification factors applied to amplify the design-basis ISRS of the EDGB and DFOT room for all soil cases to account for the SSSI effects resulting from the adjacent NI structures.

The steps to amplify the ISRS incorporating the newly calculated amplification factors from the embedded foundation condition are as follows:

1. Compare the amplification factors from the SSSI analyses considering the embedded foundation with the amplification factors in Figure 6-1 and Figure 6-2, and choose the larger one at each frequency point.

2. Amplify the enveloped (S01~S09 and cracked/uncracked) ISRS from the SSI analyses multiplying by the amplification factors determined in Step 1.

3. Broaden the ISRS obtained from Step 2 for the final design ISRS of the EDGB/DFOT room.

To address whether changes in design-basis seismic forces are necessary according to the increases in ZPA of the EDGB and DFOT room, seismic equivalent accelerations which are used in the structural analysis are obtained from the SSSI and stand-alone SSI seismic forces at each floor. The seismic equivalent acceleration ratios between SSSI and SSI analyses are summarized in Table A-1. Since the KEPCO & KHNP A5

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 design margins of the EDGB and DFOT room cover the increased and/or decreased seismic equivalent acceleration ratios, the arrangements of rebar need not be changed due to SSSI effect.

To evaluate the peak demands computed for dynamic soil pressures and pressure distributions on the embedded walls, the maximum lateral soil pressures and their distributions on below-grade exterior walls are first developed.

The lateral pressures are calculated along the east wall of the NI and around all four walls of the DFOT room to determine if any additional coupling acts on the embedded sidewalls of the adjacent structures of the EDGB or DFOT room. For calculation purposes, the east wall of the NI is divided into three portions:

the portion within the north and south footprint boundaries of the DFOT room, the portion within the north and south footprint boundaries of the EDGB, and the north portion of the wall which is beyond the north boundary of the EDGB.

The maximum horizontal forces in the relatively stiff springs which connect the below-grade exterior walls to the backfill soil in the SSI and SSSI models are used as the basis for developing the lateral soil pressures. The dynamic lateral soil pressures obtained for each of the walls are developed as follows:

1. The time histories of the spring forces generated from the SSSI and SSI analyses are extracted for each of the contact spring elements connecting the exterior-wall structural nodes to the backfill soil nodes.

2. The absolute value of the co-directional spring forces obtained from the three orthogonal seismic input motion components are combined at each time step.

3. The spring forces obtained from step 2 at each time step for all nodes at the same elevation within the wall section are summed to obtain the total maximum dynamic lateral forces at the respective elevation for the walls or wall sections.

4. The maximum lateral forces normal to the wall at each time step are obtained for each elevation of the walls or wall sections.

5. The maximum lateral forces are divided by the tributary area for each elevation to obtain the lateral soil pressure distribution for respective elevation of the wall or wall section.

Figures A-154 ~ A-167 present the comparisons of lateral pressures generated from the SSSI and SSI analyses for the soil cases S01 and S09. In general, maximum pressures at different elevations along the embedment depth do not occur at the same time step. Hence, some conservatism exists in the maximum lateral soil pressures computed using the procedures described above.

The overall lateral soil pressures computed from the SSSI analyses and SSI analyses are higher than the pressures calculated from the ASCE 4 (Ref. A2) estimate because they take into account the SSI or SSSI effects for the specific structures whereas the ASCE 4 estimates are soil pressures for elastic response of retaining walls. Furthermore, ASCE 4 estimates do not consider the contributions from the three directional seismic inputs.

Due to the much higher in-plane stiffness of the structures at the basemat and floor slab elevations in the direction normal to the embedded walls, the dynamic soil pressures computed from the SSI and SSSI analyses are higher at these elevations than those at the middle span of the walls where the out-of-plane bending stiffness normal to the walls is relatively smaller as compared to the out-of-plane stiffness of the walls at the basemat and floor slab elevations. The higher dynamic soil pressures normal to the walls at the locations of the basemat and floor slabs do not impact the out-of-plane bending design of the walls.

The calculated lateral soil pressures are considered in the structural design of the exterior embedded walls of the NI and EDGB/DFOT room structures.

In addition, the maximum relative displacements are calculated from the results of the SSSI analyses and SSI analyses. The calculated displacements are relative to the center point at the top of the basemat of KEPCO & KHNP A6

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 each respective building. The maximum relative displacements are less than 0.2 ft. for the SSSI analyses and SSI analyses, and the values are similar for both analyses. The calculated maximum relative displacements satisfy the seismic gap requirement between the NI and EDGB/DFOT room structures.

KEPCO & KHNP A7

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 A.4 REFERENCES A1. ACS SASSI NQA Version 3.0 R2 Including Options A and FS, An Advanced Computational Software for 3D Dynamic Analysis Including Soil-Structure Interaction, User Manuals Revision 3, Ghiocel Predictive Technologies, Inc., March 2015.

A2. ASCE 4-98, Seismic Analysis of Safety-Related Nuclear Structures and Commentary, American Society of Civil Engineers, 2000.

KEPCO & KHNP A8

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Table A-1 Seismic Equivalent Acceleration Ratios of EDGB and DFOT Room EDGB SSSI / SSI Slab Elevation E-W N-S Vertical 100-0 1.10 0.93 1.03 135-0 0.99 0.93 1.00 DFOT Room SSSI / SSI Slab Elevation E-W N-S Vertical 63-0 0.92 1.05 0.99 100-0 0.97 0.95 1.02 KEPCO & KHNP A9

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 (a) Excavated Soil Volume (b) NI Structures and EDGB/DFOT Room with Excavated Soil Volume Figure A-1 NI and EDGB/DFOT Room Combined Model KEPCO & KHNP A10

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1

ISRS Comparison - CS78 - Soil S01 - 5% Damping 0.9 SSI - X Direction SSSI - X Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-2 ISRS - Containment Shell (CS78) at El. 78 - S01 - EW Direction 1

ISRS Comparison - CS78 - Soil S01 - 5% Damping 0.9 SSI - Y Direction SSSI - Y Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-3 ISRS - Containment Shell (CS78) at El. 78 - S01 - NS Direction KEPCO & KHNP A11

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison - CS78 - Soil S01 - 5% Damping SSI - Z Direction 1.4 SSSI - Z Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-4 ISRS - Containment Shell (CS78) at El. 78 - S01 - Vertical Direction KEPCO & KHNP A12

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - CS104 - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-5 ISRS - Containment Shell (CS104) at El. 103.75 - S01 - EW Direction 1.4 ISRS Comparison - CS104 - Soil S01 - 5% Damping SSI - Y Direction 1.2 SSSI - Y Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-6 ISRS - Containment Shell (CS104) at El. 103.75 - S01 - NS Direction KEPCO & KHNP A13

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison - CS104 - Soil S01 - 5% Damping SSI - Z Direction 1.4 SSSI - Z Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-7 ISRS - Containment Shell (CS104) at El. 103.75 - S01 - Vertical Direction KEPCO & KHNP A14

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - CS160 - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-8 ISRS - Containment Shell (CS160) at El. 159.75 - S01 - EW Direction 3

ISRS Comparison - CS160 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-9 ISRS - Containment Shell (CS160) at El. 159.75 - S01 - NS Direction KEPCO & KHNP A15

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2

ISRS Comparison - CS160 - Soil S01 - 5% Damping 1.8 SSI - Z Direction SSSI - Z Direction 1.6 1.4 ACCELERATION (g) 1.2 1

0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-10 ISRS - Containment Shell (CS160) at El. 159.75 - S01 - Vertical Direction KEPCO & KHNP A16

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5

ISRS Comparison - CS255 - Soil S01 - 5% Damping 4.5 SSI - X Direction SSSI - X Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-11 ISRS - Containment Shell (CS255) at El. 254.5 - S01 - EW Direction 6

ISRS Comparison - CS255 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-12 ISRS - Containment Shell (CS255) at El. 254.5 - S01 - NS Direction KEPCO & KHNP A17

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison - CS255 - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-13 ISRS - Containment Shell (CS255) at El. 254.5 - S01 - Vertical Direction KEPCO & KHNP A18

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 7

ISRS Comparison - CS332 - Soil S01 - 5% Damping SSI - X Direction 6 SSSI - X Direction 5

ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-14 ISRS - Containment Shell (CS332) at El. 331.75 - S01 - EW Direction 8

ISRS Comparison - CS332 - Soil S01 - 5% Damping SSI - Y Direction 7

SSSI - Y Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-15 ISRS - Containment Shell (CS332) at El. 331.75 - S01 - NS Direction KEPCO & KHNP A19

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 4

ISRS Comparison - CS332 - Soil S01 - 5% Damping SSI - Z Direction 3.5 SSSI - Z Direction 3

2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-16 ISRS - Containment Shell (CS332) at El. 331.75 - S01 - Vertical Direction KEPCO & KHNP A20

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 0.9 ISRS Comparison - PSW78 - Soil S01 - 5% Damping SSI - X Direction 0.8 SSSI - X Direction 0.7 0.6 ACCELERATION (g) 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-17 ISRS - Primary Shield Wall (PSW78) at El. 78 - S01 - EW Direction 1

ISRS Comparison - PSW78 - Soil S01 - 5% Damping 0.9 SSI - Y Direction SSSI - Y Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-18 ISRS - Primary Shield Wall (PSW78) at El. 78 - S01 - NS Direction KEPCO & KHNP A21

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - PSW78 - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-19 ISRS - Primary Shield Wall (PSW78) at El. 78 - S01 - Vertical Direction KEPCO & KHNP A22

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - PSW100 - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-20 ISRS - Primary Shield Wall (PSW100) at El. 100 - S01 - EW Direction 1.2 ISRS Comparison - PSW100 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-21 ISRS - Primary Shield Wall (PSW100) at El. 100 - S01 - NS Direction KEPCO & KHNP A23

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - PSW100 - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-22 ISRS - Primary Shield Wall (PSW100) at El. 100 - S01 - Vertical Direction KEPCO & KHNP A24

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - PSW156 - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-23 ISRS - Primary Shield Wall (PSW156) at El. 156 - S01 - EW Direction 2.5 ISRS Comparison - PSW156 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-24 ISRS - Primary Shield Wall (PSW156) at El. 156 - S01 - NS Direction KEPCO & KHNP A25

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison - PSW156 - Soil S01 - 5% Damping SSI - Z Direction 1.4 SSSI - Z Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-25 ISRS - Primary Shield Wall (PSW156) at El. 156 - S01 - Vertical Direction KEPCO & KHNP A26

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison - PSW191a - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-26 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S01 - EW Direction 12 ISRS Comparison - PSW191a - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 10 8

ACCELERATION (g) 6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-27 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S01 - NS Direction KEPCO & KHNP A27

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - PSW191a - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-28 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S01 - Vertical Direction KEPCO & KHNP A28

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 0.9 ISRS Comparison - SSW78 - Soil S01 - 5% Damping SSI - X Direction 0.8 SSSI - X Direction 0.7 0.6 ACCELERATION (g) 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-29 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S01 - EW Direction 1

ISRS Comparison - SSW78 - Soil S01 - 5% Damping 0.9 SSI - Y Direction SSSI - Y Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-30 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S01 - NS Direction KEPCO & KHNP A29

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - SSW78 - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-31 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S01 - Vertical Direction KEPCO & KHNP A30

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - SSW100a - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-32 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S01 - EW Direction 1.2 ISRS Comparison - SSW100a - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-33 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S01 - NS Direction KEPCO & KHNP A31

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - SSW100a - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-34 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S01 - Vertical Direction KEPCO & KHNP A32

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - SSW156 - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-35 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S01 - EW Direction 2.5 ISRS Comparison - SSW156 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-36 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S01 - NS Direction KEPCO & KHNP A33

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - SSW156 - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-37 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S01 - Vertical Direction KEPCO & KHNP A34

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5

ISRS Comparison - SSW191 - Soil S01 - 5% Damping 4.5 SSI - X Direction SSSI - X Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-38 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S01 - EW Direction 12 ISRS Comparison - SSW191 - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 10 8

ACCELERATION (g) 6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-39 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S01 - NS Direction KEPCO & KHNP A35

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - SSW191 - Soil S01 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-40 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S01 - Vertical Direction KEPCO & KHNP A36

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 0.9 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - X Direction 0.8 SSSI - X Direction 0.7 0.6 ACCELERATION (g) 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-41 ISRS - AB Shear Walls (1-F) at El. 55 - S01 - EW Direction 0.9 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Y Direction 0.8 SSSI - Y Direction 0.7 0.6 ACCELERATION (g) 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-42 ISRS - AB Shear Walls (1-F) at El. 55 - S01 - NS Direction KEPCO & KHNP A37

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-43 ISRS - AB Shear Walls (1-F) at El. 55 - S01 - Vertical Direction 1.2 ISRS Comparison F Slab - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-44 ISRS - AB Floor Slabs (1-F) at El. 55 - S01 - Vertical Direction KEPCO & KHNP A38

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-45 ISRS - AB Shear Walls (3-F) at El. 100 - S01 - EW Direction 1.2 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-46 ISRS - AB Shear Walls (3-F) at El. 100 - S01 - NS Direction KEPCO & KHNP A39

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Z Direction 1.4 SSSI - Z Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-47 ISRS - AB Shear Walls (3-F) at El. 100 - S01 - Vertical Direction 3.5 ISRS Comparison F Slab - Soil S01 - 5% Damping SSI - Z Direction 3 SSSI - Z Direction 2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-48 ISRS - AB Floor Slabs (3-F) at El. 100 - S01 - Vertical Direction KEPCO & KHNP A40

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - X Direction 1.6 SSSI - X Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-49 ISRS - AB Shear Walls (6-F) at El. 156 - S01 - EW Direction 2.5 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-50 ISRS - AB Shear Walls (6-F) at El. 156 - S01 - NS Direction KEPCO & KHNP A41

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison F Wall - Soil S01 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-51 ISRS - AB Shear Walls (6-F) at El. 156 - S01 - Vertical Direction 7

ISRS Comparison F Slab - Soil S01 - 5% Damping SSI - Z Direction 6 SSSI - Z Direction 5

ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-52 ISRS - AB Floor Slabs (6-F) at El. 156 - S01 - Vertical Direction KEPCO & KHNP A42

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison 1 Wall - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-53 ISRS - AB Shear Walls (8-1) at El. 195 - S01 - EW Direction 3

ISRS Comparison 1 Wall - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-54 ISRS - AB Shear Walls (8-1) at El. 195 - S01 - NS Direction KEPCO & KHNP A43

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison 1 Wall - Soil S01 - 5% Damping SSI - Z Direction 1.4 SSSI - Z Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-55 ISRS - AB Shear Walls (8-1) at El. 195 - S01 - Vertical Direction 4.5 ISRS Comparison 1 Slab - Soil S01 - 5% Damping SSI - Z Direction 4

SSSI - Z Direction 3.5 3

ACCELERATION (g) 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-56 ISRS - AB Floor Slabs (8-1) at El. 195 - S01 - Vertical Direction KEPCO & KHNP A44

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison 4 Wall - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-57 ISRS - AB Shear Walls (8-4) at El. 213.5 - S01 - EW Direction 3

ISRS Comparison 4 Wall - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-58 ISRS - AB Shear Walls (8-4) at El. 213.5 - S01 - NS Direction KEPCO & KHNP A45

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2

ISRS Comparison 4 Wall - Soil S01 - 5% Damping 1.8 SSI - Z Direction SSSI - Z Direction 1.6 1.4 ACCELERATION (g) 1.2 1

0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-59 ISRS - AB Shear Walls (8-4) at El. 213.5 - S01 - Vertical Direction 6

ISRS Comparison 4 Slab - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-60 ISRS - AB Floor Slabs (8-4) at El. 213.5 - S01 - Vertical Direction KEPCO & KHNP A46

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - EDG100W - Soil S01 - 5% Damping SSI - X Direction 1.2 SSSI - X Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-61 ISRS - EDGB Wall (EDG100W) at El. 100 - S01 - EW Direction 1.4 ISRS Comparison - EDG100W - Soil S01 - 5% Damping SSI - Y Direction 1.2 SSSI - Y Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-62 ISRS - EDGB Wall (EDG100W) at El. 100 - S01 - NS Direction KEPCO & KHNP A47

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - EDG100W - Soil S01 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-63 ISRS - EDGB Wall (EDG100W) at El. 100 - S01 - Vertical Direction 1.8 ISRS Comparison - EDG100S - Soil S01 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-64 ISRS - EDGB Slab (EDG100S) at El. 100 - S01 - Vertical Direction KEPCO & KHNP A48

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - EDG135W - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-65 ISRS - EDGB Wall (EDG135W) at El. 135 - S01 - EW Direction 1.6 ISRS Comparison - EDG135W - Soil S01 - 5% Damping SSI - Y Direction 1.4 SSSI - Y Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-66 ISRS - EDGB Wall (EDG135W) at El. 135 - S01 - NS Direction KEPCO & KHNP A49

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2

ISRS Comparison - EDG135W - Soil S01 - 5% Damping 1.8 SSI - Z Direction SSSI - Z Direction 1.6 1.4 ACCELERATION (g) 1.2 1

0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-67 ISRS - EDGB Wall (EDG135W) at El. 135 - S01 - Vertical Direction 3

ISRS Comparison - EDG135S - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-68 ISRS - EDGB Slab (EDG135S) at El. 135 - S01 - Vertical Direction KEPCO & KHNP A50

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1

ISRS Comparison - DFOT63W - Soil S01 - 5% Damping 0.9 SSI - X Direction SSSI - X Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-69 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S01 - EW Direction 1

ISRS Comparison - DFOT63W - Soil S01 - 5% Damping 0.9 SSI - Y Direction SSSI - Y Direction 0.8 0.7 ACCELERATION (g) 0.6 0.5 0.4 0.3 0.2 0.1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-70 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S01 - NS Direction KEPCO & KHNP A51

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - DFOT63W - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-71 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S01 - Vertical Direction 1.2 ISRS Comparison - DFOT63S - Soil S01 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-72 ISRS - DFOT Room Slab (DFOT63S) at El. 63 - S01 - Vertical Direction KEPCO & KHNP A52

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - DFOT100W - Soil S01 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-73 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S01 - EW Direction 1.2 ISRS Comparison - DFOT100W - Soil S01 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-74 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S01 - NS Direction KEPCO & KHNP A53

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - DFOT100W - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-75 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S01 - Vertical Direction 1.4 ISRS Comparison - DFOT100S - Soil S01 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-76 ISRS - DFOT Room Slab (DFOT100S) at El. 100 - S01 - Vertical Direction KEPCO & KHNP A54

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - CS78 - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-77 ISRS - Containment Shell (CS78) at El. 78 - S09 - EW Direction 1.6 ISRS Comparison - CS78 - Soil S09 - 5% Damping SSI - Y Direction 1.4 SSSI - Y Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-78 ISRS - Containment Shell (CS78) at El. 78 - S09 - NS Direction KEPCO & KHNP A55

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - CS78 - Soil S09 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-79 ISRS - Containment Shell (CS78) at El. 78 - S09 - Vertical Direction KEPCO & KHNP A56

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - CS104 - Soil S09 - 5% Damping SSI - X Direction 1.6 SSSI - X Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-80 ISRS - Containment Shell (CS104) at El. 103.75 - S09 - EW Direction 2.5 ISRS Comparison - CS104 - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-81 ISRS - Containment Shell (CS104) at El. 103.75 - S09 - NS Direction KEPCO & KHNP A57

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - CS104 - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-82 ISRS - Containment Shell (CS104) at El. 103.75 - S09 - Vertical Direction KEPCO & KHNP A58

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 4.5 ISRS Comparison - CS160 - Soil S09 - 5% Damping SSI - X Direction 4

SSSI - X Direction 3.5 3

ACCELERATION (g) 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-83 ISRS - Containment Shell (CS160) at El. 159.75 - S09 - EW Direction 4

ISRS Comparison - CS160 - Soil S09 - 5% Damping SSI - Y Direction 3.5 SSSI - Y Direction 3

2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-84 ISRS - Containment Shell (CS160) at El. 159.75 - S09 - NS Direction KEPCO & KHNP A59

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3.5 ISRS Comparison - CS160 - Soil S09 - 5% Damping SSI - Z Direction 3 SSSI - Z Direction 2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-85 ISRS - Containment Shell (CS160) at El. 159.75 - S09 - Vertical Direction KEPCO & KHNP A60

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 9

ISRS Comparison - CS255 - Soil S09 - 5% Damping SSI - X Direction 8

SSSI - X Direction 7

6 ACCELERATION (g) 5 4

3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-86 ISRS - Containment Shell (CS255) at El. 254.5 - S09 - EW Direction 8

ISRS Comparison - CS255 - Soil S09 - 5% Damping SSI - Y Direction 7

SSSI - Y Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-87 ISRS - Containment Shell (CS255) at El. 254.5 - S09 - NS Direction KEPCO & KHNP A61

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 6

ISRS Comparison - CS255 - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-88 ISRS - Containment Shell (CS255) at El. 254.5 - S09 - Vertical Direction KEPCO & KHNP A62

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 12 ISRS Comparison - CS332 - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 10 8

ACCELERATION (g) 6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-89 ISRS - Containment Shell (CS332) at El. 331.75 - S09 - EW Direction 12 ISRS Comparison - CS332 - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 10 8

ACCELERATION (g) 6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-90 ISRS - Containment Shell (CS332) at El. 331.75 - S09 - NS Direction KEPCO & KHNP A63

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 8

ISRS Comparison - CS332 - Soil S09 - 5% Damping SSI - Z Direction 7

SSSI - Z Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-91 ISRS - Containment Shell (CS332) at El. 331.75 - S09 - Vertical Direction KEPCO & KHNP A64

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - PSW78 - Soil S09 - 5% Damping SSI - X Direction 1.2 SSSI - X Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-92 ISRS - Primary Shield Wall (PSW78) at El. 78 - S09 - EW Direction 1.6 ISRS Comparison - PSW78 - Soil S09 - 5% Damping SSI - Y Direction 1.4 SSSI - Y Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-93 ISRS - Primary Shield Wall (PSW78) at El. 78 - S09 - NS Direction KEPCO & KHNP A65

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - PSW78 - Soil S09 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-94 ISRS - Primary Shield Wall (PSW78) at El. 78 - S09 - Vertical Direction KEPCO & KHNP A66

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison - PSW100 - Soil S09 - 5% Damping SSI - X Direction 1.4 SSSI - X Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-95 ISRS - Primary Shield Wall (PSW100) at El. 100 - S09 - EW Direction 1.8 ISRS Comparison - PSW100 - Soil S09 - 5% Damping SSI - Y Direction 1.6 SSSI - Y Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-96 ISRS - Primary Shield Wall (PSW100) at El. 100 - S09 - NS Direction KEPCO & KHNP A67

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - PSW100 - Soil S09 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-97 ISRS - Primary Shield Wall (PSW100) at El. 100 - S09 - Vertical Direction KEPCO & KHNP A68

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5

ISRS Comparison - PSW156 - Soil S09 - 5% Damping 4.5 SSI - X Direction SSSI - X Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-98 ISRS - Primary Shield Wall (PSW156) at El. 156 - S09 - EW Direction 4.5 ISRS Comparison - PSW156 - Soil S09 - 5% Damping SSI - Y Direction 4

SSSI - Y Direction 3.5 3

ACCELERATION (g) 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-99 ISRS - Primary Shield Wall (PSW156) at El. 156 - S09 - NS Direction KEPCO & KHNP A69

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3.5 ISRS Comparison - PSW156 - Soil S09 - 5% Damping SSI - Z Direction 3 SSSI - Z Direction 2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-100 ISRS - Primary Shield Wall (PSW156) at El. 156 - S09 - Vertical Direction KEPCO & KHNP A70

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5

ISRS Comparison - PSW191a - Soil S09 - 5% Damping 4.5 SSI - X Direction SSSI - X Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-101 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S09 - EW Direction 20 ISRS Comparison - PSW191a - Soil S09 - 5% Damping 18 SSI - Y Direction SSSI - Y Direction 16 14 ACCELERATION (g) 12 10 8

6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-102 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S09 - NS Direction KEPCO & KHNP A71

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3.5 ISRS Comparison - PSW191a - Soil S09 - 5% Damping SSI - Z Direction 3 SSSI - Z Direction 2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-103 ISRS - Primary Shield Wall (PSW191a) at El. 191 - S09 - Vertical Direction KEPCO & KHNP A72

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - SSW78 - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-104 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S09 - EW Direction 1.6 ISRS Comparison - SSW78 - Soil S09 - 5% Damping SSI - Y Direction 1.4 SSSI - Y Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-105 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S09 - NS Direction KEPCO & KHNP A73

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.4 ISRS Comparison - SSW78 - Soil S09 - 5% Damping SSI - Z Direction 1.2 SSSI - Z Direction 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-106 ISRS - Secondary Shield Wall (SSW78) at El. 78 - S09 - Vertical Direction KEPCO & KHNP A74

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - SSW100a - Soil S09 - 5% Damping SSI - X Direction 1.6 SSSI - X Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-107 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S09 - EW Direction 1.8 ISRS Comparison - SSW100a - Soil S09 - 5% Damping SSI - Y Direction 1.6 SSSI - Y Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-108 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S09 - NS Direction KEPCO & KHNP A75

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - SSW100a - Soil S09 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-109 ISRS - Secondary Shield Wall (SSW100a) at El. 100 - S09 - Vertical Direction KEPCO & KHNP A76

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 5

ISRS Comparison - SSW156 - Soil S09 - 5% Damping 4.5 SSI - X Direction SSSI - X Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-110 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S09 - EW Direction 5

ISRS Comparison - SSW156 - Soil S09 - 5% Damping 4.5 SSI - Y Direction SSSI - Y Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-111 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S09 - NS Direction KEPCO & KHNP A77

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 4

ISRS Comparison - SSW156 - Soil S09 - 5% Damping SSI - Z Direction 3.5 SSSI - Z Direction 3

2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-112 ISRS - Secondary Shield Wall (SSW156) at El. 156 - S09 - Vertical Direction KEPCO & KHNP A78

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 8

ISRS Comparison - SSW191 - Soil S09 - 5% Damping SSI - X Direction 7

SSSI - X Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-113 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S09 - EW Direction 20 ISRS Comparison - SSW191 - Soil S09 - 5% Damping 18 SSI - Y Direction SSSI - Y Direction 16 14 ACCELERATION (g) 12 10 8

6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-114 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S09 - NS Direction KEPCO & KHNP A79

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 6

ISRS Comparison - SSW191 - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-115 ISRS - Secondary Shield Wall (SSW191) at El. 191 - S09 - Vertical Direction KEPCO & KHNP A80

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-116 ISRS - AB Shear Walls (1-F) at El. 55 - S09 - EW Direction 1.2 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-117 ISRS - AB Shear Walls (1-F) at El. 55 - S09 - NS Direction KEPCO & KHNP A81

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-118 ISRS - AB Shear Walls (1-F) at El. 55 - S09 - Vertical Direction 1.2 ISRS Comparison F Slab - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-119 ISRS - AB Floor Slabs (1-F) at El. 55 - S09 - Vertical Direction KEPCO & KHNP A82

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-120 ISRS - AB Shear Walls (3-F) at El. 100 - S09 - EW Direction 2.5 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-121 ISRS - AB Shear Walls (3-F) at El. 100 - S09 - NS Direction KEPCO & KHNP A83

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-122 ISRS - AB Shear Walls (3-F) at El. 100 - S09 - Vertical Direction 8

ISRS Comparison F Slab - Soil S09 - 5% Damping SSI - Z Direction 7

SSSI - Z Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-123 ISRS - AB Floor Slabs (3-F) at El. 100 - S09 - Vertical Direction KEPCO & KHNP A84

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 6

ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-124 ISRS - AB Shear Walls (6-F) at El. 156 - S09 - EW Direction 8

ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Y Direction 7

SSSI - Y Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-125 ISRS - AB Shear Walls (6-F) at El. 156 - S09 - NS Direction KEPCO & KHNP A85

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison F Wall - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-126 ISRS - AB Shear Walls (6-F) at El. 156 - S09 - Vertical Direction 8

ISRS Comparison F Slab - Soil S09 - 5% Damping SSI - Z Direction 7

SSSI - Z Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-127 ISRS - AB Floor Slabs (6-F) at El. 156 - S09 - Vertical Direction KEPCO & KHNP A86

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 10 ISRS Comparison 1 Wall - Soil S09 - 5% Damping 9 SSI - X Direction SSSI - X Direction 8

7 ACCELERATION (g) 6 5

4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-128 ISRS - AB Shear Walls (8-1) at El. 195 - S09 - EW Direction 9

ISRS Comparison 1 Wall - Soil S09 - 5% Damping SSI - Y Direction 8

SSSI - Y Direction 7

6 ACCELERATION (g) 5 4

3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-129 ISRS - AB Shear Walls (8-1) at El. 195 - S09 - NS Direction KEPCO & KHNP A87

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison 1 Wall - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-130 ISRS - AB Shear Walls (8-1) at El. 195 - S09 - Vertical Direction 7

ISRS Comparison 1 Slab - Soil S09 - 5% Damping SSI - Z Direction 6 SSSI - Z Direction 5

ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-131 ISRS - AB Floor Slabs (8-1) at El. 195 - S09 - Vertical Direction KEPCO & KHNP A88

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 9

ISRS Comparison 4 Wall - Soil S09 - 5% Damping SSI - X Direction 8

SSSI - X Direction 7

6 ACCELERATION (g) 5 4

3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-132 ISRS - AB Shear Walls (8-4) at El. 213.5 - S09 - EW Direction 8

ISRS Comparison 4 Wall - Soil S09 - 5% Damping SSI - Y Direction 7

SSSI - Y Direction 6

5 ACCELERATION (g) 4 3

2 1

0 0.1 1 10 100 FREQUENCY [Hz]

Figure A-133 ISRS - AB Shear Walls (8-4) at El. 213.5 - S09 - NS Direction KEPCO & KHNP A89

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison 4 Wall - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-134 ISRS - AB Shear Walls (8-4) at El. 213.5 - S09 - Vertical Direction 12 ISRS Comparison 4 Slab - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 10 8

ACCELERATION (g) 6 4

2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-135 ISRS - AB Floor Slabs (8-4) at El. 213.5 - S09 - Vertical Direction KEPCO & KHNP A90

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.6 ISRS Comparison - EDG100W - Soil S09 - 5% Damping SSI - X Direction 1.4 SSSI - X Direction 1.2 1

ACCELERATION (g) 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-136 ISRS - EDGB Wall (EDG100W) at El. 100 - S09 - EW Direction 2

ISRS Comparison - EDG100W - Soil S09 - 5% Damping 1.8 SSI - Y Direction SSSI - Y Direction 1.6 1.4 ACCELERATION (g) 1.2 1

0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-137 ISRS - EDGB Wall (EDG100W) at El. 100 - S09 - NS Direction KEPCO & KHNP A91

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - EDG100W - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-138 ISRS - EDGB Wall (EDG100W) at El. 100 - S09 - Vertical Direction 2.5 ISRS Comparison - EDG100S - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-139 ISRS - EDGB Slab (EDG100S) at El. 100 - S09 - Vertical Direction KEPCO & KHNP A92

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 6

ISRS Comparison - EDG135W - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-140 ISRS - EDGB Wall (EDG135W) at El. 135 - S09 - EW Direction 6

ISRS Comparison - EDG135W - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 5

4 ACCELERATION (g) 3 2

1 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-141 ISRS - EDGB Wall (EDG135W) at El. 135 - S09 - NS Direction KEPCO & KHNP A93

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 3

ISRS Comparison - EDG135W - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 2.5 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-142 ISRS - EDGB Wall (EDG135W) at El. 135 - S09 - Vertical Direction 5

ISRS Comparison - EDG135S - Soil S09 - 5% Damping 4.5 SSI - Z Direction SSSI - Z Direction 4

3.5 ACCELERATION (g) 3 2.5 2

1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-143 ISRS - EDGB Slab (EDG135S) at El. 135 - S09 - Vertical Direction KEPCO & KHNP A94

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - DFOT63W - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-144 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S09 - EW Direction 1.2 ISRS Comparison - DFOT63W - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-145 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S09 - NS Direction KEPCO & KHNP A95

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.2 ISRS Comparison - DFOT63W - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-146 ISRS - DFOT Room Wall (DFOT63W) at El. 63 - S09 - Vertical Direction 1.2 ISRS Comparison - DFOT63S - Soil S09 - 5% Damping SSI - Z Direction SSSI - Z Direction 1

0.8 ACCELERATION (g) 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-147 ISRS - DFOT Room Slab (DFOT63S) at El. 63 - S09 - Vertical Direction KEPCO & KHNP A96

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 2.5 ISRS Comparison - DFOT100W - Soil S09 - 5% Damping SSI - X Direction SSSI - X Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-148 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S09 - EW Direction 2.5 ISRS Comparison - DFOT100W - Soil S09 - 5% Damping SSI - Y Direction SSSI - Y Direction 2

ACCELERATION (g) 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-149 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S09 - NS Direction KEPCO & KHNP A97

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 1.8 ISRS Comparison - DFOT100W - Soil S09 - 5% Damping SSI - Z Direction 1.6 SSSI - Z Direction 1.4 1.2 ACCELERATION (g) 1 0.8 0.6 0.4 0.2 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-150 ISRS - DFOT Room Wall (DFOT100W) at El. 100 - S09 - Vertical Direction 4

ISRS Comparison - DFOT100S - Soil S09 - 5% Damping SSI - Z Direction 3.5 SSSI - Z Direction 3

2.5 ACCELERATION (g) 2 1.5 1

0.5 0

0.1 1 10 100 FREQUENCY [Hz]

Figure A-151 ISRS - DFOT Room Slab (DFOT100S) at El. 100 - S09 - Vertical Direction KEPCO & KHNP A98

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure A-152 Amplification Factor for EDGB Wall and Slab ISRS KEPCO & KHNP A99

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Figure A-153 Amplification Factor for DFOT Room Wall and Slab ISRS KEPCO & KHNP A100

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - NI East Wall (North Section) - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Pressure (ksf)

Figure A-154 Maximum Lateral Soil Pressures at NI East Wall (North Section) - S01 Lateral Pressure - NI East Wall (EDG Section) - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 2.0 4.0 6.0 8.0 10.0 Pressure (ksf)

Figure A-155 Maximum Lateral Soil Pressures at NI East Wall (EDGB Section) - S01 KEPCO & KHNP A101

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - NI East Wall (DFOT Section) - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Pressure (ksf)

Figure A-156 Maximum Lateral Soil Pressures at NI East Wall (DFOT Room Section) - S01 Lateral Pressure - DFOT North Wall - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Pressure (ksf)

Figure A-157 Maximum Lateral Soil Pressures at DFOT Room North Wall - S01 KEPCO & KHNP A102

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - DFOT East Wall - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Pressure (ksf)

Figure A-158 Maximum Lateral Soil Pressures at DFOT Room East Wall - S01 Lateral Pressure - DFOT South Wall - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 0.5 1.0 1.5 2.0 2.5 Pressure (ksf)

Figure A-159 Maximum Lateral Soil Pressures at DFOT Room South Wall - S01 KEPCO & KHNP A103

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - DFOT West Wall - S01 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Pressure (ksf)

Figure A-160 Maximum Lateral Soil Pressures at DFOT Room West Wall - S01 Lateral Pressure - NI East Wall (North Section) - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 Pressure (ksf)

Figure A-161 Maximum Lateral Soil Pressures at NI East Wall (North Section) - S09 KEPCO & KHNP A104

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - NI East Wall (EDG Section) - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 5.0 10.0 15.0 20.0 25.0 Pressure (ksf)

Figure A-162 Maximum Lateral Soil Pressures at NI East Wall (EDGB Section) - S09 Figure A-163 Maximum Lateral Soil Pressures at NI East Wall (DFOT Room Section) - S09 KEPCO & KHNP A105

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - DFOT North Wall - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Pressure (ksf)

Figure A-164 Maximum Lateral Soil Pressures at DFOT Room North Wall - S09 Lateral Pressure - DFOT East Wall - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 Pressure (ksf)

Figure A-165 Maximum Lateral Soil Pressures at DFOT Room East Wall - S09 KEPCO & KHNP A106

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Lateral Pressure - DFOT South Wall - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 1.0 2.0 3.0 4.0 5.0 Pressure (ksf)

Figure A-166 Maximum Lateral Soil Pressures at DFOT Room South Wall - S09 Lateral Pressure - DFOT West Wall - S09 SSI - Uncracked SSI - Cracked SSSI - Uncracked SSSI - Cracked 100 90 Elevation (ft) 80 70 60 50 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Pressure (ksf)

Figure A-167 Maximum Lateral Soil Pressures at DFOT Room West Wall - S09 KEPCO & KHNP A107

Non-Proprietary Evaluation of SSSI Effects APR1400-E-S-NR-14005-NP, Rev.2 Page intentionally blank KEPCO & KHNP A108

ML18078A699

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