ML18078A703

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APR1400-E-S-NR-14001-NP, Rev. 2, Seismic Design Bases.
ML18078A703
Person / Time
Site: 05200046
Issue date: 10/31/2017
From:
Korea Electric Power Corp, Korea Hydro & Nuclear Power Co, Ltd
To:
Office of New Reactors
References
MKD/NW-18-0036L APR1400-E-S-NR-14001-NP, Rev. 2
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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Seismic Design Bases Revision 2 Non-Proprietary October 2017 Copyright 2017 Korea Electric Power Corporation &

Korea Hydro & Nuclear Power Co., Ltd All Rights Reserved KEPCO & KHNP

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 REVISION HISTORY Sections or Revision Date Description Pages November 0 All First Issue 2014 The detailed description of generating of target PSD Pages 7,8,118 are added and related figure is revised by response to RAI 182-8160, Question 03.07.01-1, Rev.1 Pages 11,12,13,29,30, The expression of Generic Soil Profile is changed to 31,35,39,43,47, Low-strain Soil Profile, and the expression of Strain-51,55,59,63,67, compatible Soil Profile is changed to Generic Soil 71,75,79,83,87, Profile by response to RAI 182-8160, Question 91,95,99,148 03.07.01-4, Rev.1 through 157, 161 through 169 The comparison results of foundation input response Pages 13, 172 spectra are revised and Transfer Function are added through 180, February by response to RAI 253-8300, Question 03.07.01-5, 1 Appendix A 2017 Rev.2 2

The descriptions and tables related V/A and AD/V Pages 4,6,10, are deleted by response to RAI 253-8300, Question 18,19,22,23 03.07.01-7, Rev.1 The expression of average in shear wave velocity Pages category is deleted, and the ground water level used 11,12,29,30 in the seismic analyses is clarified by response to RAI 253-8300, Question 03.07.02-8, Rev.2 The numerical values of the CSDRS-compatible time Pages 25,26,27 histories are added by response to RAI 182-8160, Question 03.07.01-2, Rev.2 i

The expression of equivalent stationary duration T s Pages i is changed toT s_e by response to RAI 182-8160, 142,143,144 Question 03.07.01-3, Rev.2 Pages 11, 12, The descriptions tables and figures related S5 soil 13, 30, 47, 80, profile are deleted by response to RAI 252-8299, 97, 142, 147, Question 03.07.02-9, Rev.2.

October 159, 164, 165 2

2017 Pages 166 The figures related S5 soil profile are revised by through 174, A1, response to RAI 253-8300, Question 03.07.01-5, A6, A12, A16, Rev.3 A17 KEPCO & KHNP ii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 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 iii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 ABSTRACT This document provides the seismic design bases for the Advanced Power Reactor 1400 (APR1400).

The seismic design bases are the certified seismic design response spectra (CSDRS), design acceleration time histories compatible with the certified seismic design response spectra, critical damping values for structures, and generic site soil profiles.

This document includes the following elements:

  • Development of CSDRS and design acceleration time histories compatible with CSDRS.
  • Determination of control point of CSDRS and critical damping
  • Development of generic site soil profiles KEPCO & KHNP iv

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TABLE OF CONTENTS

1. INTRODUCTION ............................................................................................................................. 1
2. CERTIFIED SEISMIC DESIGN RESPONSE SPECTRA................................................................ 2 2.1 Determination of CSDRS ................................................................................................................. 2 2.2 Control Point of CSDRS .................................................................................................................. 3
3. DESIGN TIME HISTORIES ............................................................................................................. 4 3.1 Guidelines and Criteria for Time History Generation ....................................................................... 4 3.2 Generation of Design Time Histories ............................................................................................... 4 3.2.1 CSDRS ............................................................................................................................................ 5 3.2.2 Initial Seed Time Histories ............................................................................................................... 5 3.2.3 General Procedures......................................................................................................................... 6 3.2.4 Method for Developing Spectrum-Compatible Target PSD Function .............................................. 6 3.3 Generation Results .......................................................................................................................... 9
4. CRITICAL DAMPING VALUES FOR STRUCTURES .................................................................. 10
5. GENERIC SITE SOIL PROFILES ................................................................................................. 11 5.1 Low-strain Site Profiles .................................................................................................................. 11 5.2 Generic Soil Properties .................................................................................................................. 12 5.3 Strain-Compatible Response Motion at Foundation Level ............................................................ 13
6. REFERENCES .............................................................................................................................. 14 KEPCO & KHNP v

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 LIST OF TABLES Table 2-1 Certified Seismic Design Response Spectra - Horizontal ...................................................... 16 Table 2-2 Certified Seismic Design Response Spectra - Vertical ........................................................... 17 Table 3-1 Deleted .................................................................................................................................... 18 Table 3-2 Deleted .................................................................................................................................... 19 Table 3-3 Target PSDs Compatible with APR1400 Horizontal CSDRS .................................................. 20 Table 3-4 Stationary Duration of Generated Time Histories ................................................................... 21 Table 3-5 Deleted .................................................................................................................................... 22 Table 3-6 Deleted .................................................................................................................................... 23 Table 3-7 Cross-Correlation Coefficients of Generated Time-History Pairs ........................................... 24 Table 3-8 Maximum Acceleration (A), Velocity (V), and Displacement (D) of Generated Time Histories .................................................................................................................................. 25 Table 3-9 Number of Points of the Response Spectra below each CSDRS .......................................... 26 Table 3-10 The Lowest Percentage below the CSDRS ........................................................................... 27 Table 4-1 Structural Damping Values Used in Seismic Analysis of APR1400 ........................................ 28 Table 5-1 Dynamic Properties of Low-strain Soil/Rock Materials for Site Shear-Wave Velocity Categories P1 through P5 ...................................................................................................... 29 Table 5-2 Site Layering and Shear-Wave Velocity Categories Considered for the Eight Low-strain Site Profiles .................................................................................................................................... 30 Table 5-3 Low-strain Soil Layers and Properties (Case S1) ................................................................... 31 Table 5-4 Low-strain Soil Layers and Properties (Case S2) ................................................................... 35 Table 5-5 Low-strain Soil Layers and Properties (Case S3) ................................................................... 39 Table 5-6 Low-strain Soil Layers and Properties (Case S4) ................................................................... 43 Table 5-7 Deleted .................................................................................................................................... 47 Table 5-8 Low-strain Soil Layers and Properties (Case S6) ................................................................... 48 Table 5-9 Low-strain Soil Layers and Properties (Case S7) ................................................................... 52 Table 5-10 Low-strain Soil Layers and Properties (Case S8) .................................................................. 56 Table 5-11 Low-strain Soil Layers and Properties (Case S9) ................................................................... 60 KEPCO & KHNP vi

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-12 Generic Soil Properties (Case S1) ......................................................................................... 64 Table 5-13 Generic Soil Properties (Case S2) ......................................................................................... 68 Table 5-14 Generic Soil Properties (Case S3) ......................................................................................... 72 Table 5-15 Generic Soil Properties (Case S4) ......................................................................................... 76 Table 5-16 Deleted ................................................................................................................................... 80 Table 5-17 Generic Soil Properties (Case S6) ......................................................................................... 81 Table 5-18 Generic Soil Properties (Case S7) ......................................................................................... 85 Table 5-19 Generic Soil Properties (Case S8) ......................................................................................... 89 Table 5-20 Generic Soil Properties (Case S9) ......................................................................................... 93 Table 5-21 Fundamental Horizontal Site Frequencies of Eight Generic Site Profiles Considered for APR1400 ................................................................................................................................ 97 KEPCO & KHNP vii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 LIST OF FIGURES Figure 2-1 Comparison of 5%-Damped APR1400 CSDRS, CMS1+ DRS, and NRC RG 1.60 DRS - Horizontal.................................................................................................................... 98 Figure 2-2 Comparison of 5%-Damped APR1400 CSDRS, CMS1+ DRS, and NRC RG 1.60 DRS - Vertical ........................................................................................................................ 99 Figure 2-3 Horizontal CSDRS for APR1400 ......................................................................................... 100 Figure 2-4 Vertical CSDRS for APR1400 ............................................................................................. 101 Figure 3-1 Recorded Northridge Earthquake West Covina Station N45W Component Seed Motion . 102 Figure 3-2 Recorded Northridge Earthquake West Covina Station S45W Component Seed Motion .. 103 Figure 3-3 Recorded Northridge Earthquake West Covina Station VT Component Seed Motion ....... 104 Figure 3-4 Response Spectra of Northridge Earthquake, West Covina Station N45W Component Recorded Seed Motion Scaled to PGA Value of 0.3g ......................................................... 105 Figure 3-5 Response Spectra of Northridge Earthquake, West Covina Station S45W Component Recorded Seed Motion Scaled to PGA Value of 0.3g ......................................................... 106 Figure 3-6 Response Spectra of Northridge Earthquake, West Covina Station VT Component Recorded Seed Motion Scaled to PGA Value of 0.3g ......................................................... 107 Figure 3-7 Intensity Enveloping Function ............................................................................................. 108 Figure 3-8 Comparison of 2%-Damped Ensemble of 30 Time-History Response Spectra and Ensemble Median of 30 Time History Response Spectra ................................................... 109 Figure 3-9 Comparison of 2%-Damped Ensemble Median Time-History Response Spectra and APR1400 Horizontal CSDRS .............................................................................................. 110 Figure 3-10 Computed PSDs for the Generated 30 Time History Ensemble ......................................... 111 Figure 3-11 Smoothed Ensemble-Mean PSD and Piecewise Log-Log Linear PSD Obtained from Generated 30 Time History Ensemble ................................................................................ 112 Figure 3-12 Horizontal Target and Minimum Required PSD .................................................................. 113 Figure 3-13 Vertical Target and Minimum Required PSD ...................................................................... 114 Figure 3-14 Acceleration, Velocity, and Displacement Time Histories of Final Modified Horizontal H1 Time History ................................................................................................................... 115 Figure 3-15 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 2% Damping Ratio ......................................................................................... 116 Figure 3-16 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 3% Damping Ratio ......................................................................................... 117 KEPCO & KHNP viii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure 3-17 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 4% Damping Ratio ......................................................................................... 118 Figure 3-18 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 5% Damping Ratio ......................................................................................... 119 Figure 3-19 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 7% Damping Ratio ......................................................................................... 120 Figure 3-20 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 10% Damping Ratio ....................................................................................... 121 Figure 3-21 Acceleration, Velocity, and Displacement Time Histories of Final Modified Horizontal H2 Time History ................................................................................................................... 122 Figure 3-22 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 2% Damping Ratio ......................................................................................... 123 Figure 3-23 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 3% Damping Ratio ......................................................................................... 124 Figure 3-24 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 4% Damping Ratio ......................................................................................... 125 Figure 3-25 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 5% Damping Ratio ......................................................................................... 126 Figure 3-26 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 7% Damping Ratio ......................................................................................... 127 Figure 3-27 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 10% Damping Ratio ....................................................................................... 128 Figure 3-28 Acceleration, Velocity, and Displacement Time Histories of Final Modified Vertical VT Time History ................................................................................................................... 129 Figure 3-29 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 2% Damping Ratio ......................................................................................... 130 Figure 3-30 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 3% Damping Ratio ......................................................................................... 131 Figure 3-31 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 4% Damping Ratio ......................................................................................... 132 Figure 3-32 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 5% Damping Ratio ......................................................................................... 133 Figure 3-33 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 7% Damping Ratio ......................................................................................... 134 Figure 3-34 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 10% Damping Ratio ....................................................................................... 135 KEPCO & KHNP ix

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure 3-35 Cumulative Energy (Arias Intensity) Time History for Final Modified Horizontal H1 Time History for East-West (X) Direction ............................................................................ 136 Figure 3-36 Cumulative Energy (Arias Intensity) Time History for Final Modified Horizontal H2 Time History for North-South (Y) Direction.......................................................................... 137 Figure 3-37 Cumulative Energy (Arias Intensity) Time History for Final Modified Vertical VT Time History for Vertical (Z) Direction .......................................................................................... 138 Figure 3-38 Comparison of Time-History PSD and Minimum Required PSD for Horizontal H1 Time History ................................................................................................................................. 139 Figure 3-39 Comparison of Time-History PSD and Minimum Required PSD for Horizontal H2 Time History ........................................................................................................................ 140 Figure 3-40 Comparison of Time-History PSD and Minimum-Required PSD for Vertical VT Time History ................................................................................................................................. 141 Figure 5-1 Low-strain Soil Profiles for APR1400 Standard Design ...................................................... 142 Figure 5-2 Low-strain Shear and Compression Wave Velocity Profiles for Case S1 ........................... 143 Figure 5-3 Low-strain Shear and Compression Wave Velocity Profiles for Case S2 ........................... 144 Figure 5-4 Low-strain Shear and Compression Wave Velocity Profiles for Case S3 ........................... 145 Figure 5-5 Low-strain Shear and Compression Wave Velocity Profiles for Case S4 ........................... 146 Figure 5-6 Deleted ................................................................................................................................ 147 Figure 5-7 Low-strain Shear and Compression Wave Velocity Profiles for Case S6 ........................... 148 Figure 5-8 Low-strain Shear and Compression Wave Velocity Profiles for Case S7 ........................... 149 Figure 5-9 Low-strain Shear and Compression Wave Velocity Profiles for Case S8 ........................... 150 Figure 5-10 Low-strain Shear and Compression Wave Velocity Profiles for Case S9 ........................... 151 Figure 5-11 Shear-Modulus-Degradation and Damping-Value Variation Curves for Sand Considered for APR1400 ..................................................................................................... 152 Figure 5-12 Shear Modulus Degradation and Damping-Value Variation Curves for Soft Rock Considered for APR1400 ..................................................................................................... 153 Figure 5-13 Shear Modulus Degradation and Damping-Value Variation Curves for Rock Considered for APR1400 ..................................................................................................... 154 Figure 5-14 Generic Shear and Compression Wave Velocity Profiles for Case S1 ............................... 155 Figure 5-15 Generic Shear and Compression Wave Velocity Profiles for Case S2 ............................... 156 Figure 5-16 Generic Shear and Compression Wave Velocity Profiles for Case S3 ............................... 157 Figure 5-17 Generic Shear and Compression Wave Velocity Profiles for Case S4 ............................... 158 KEPCO & KHNP x

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure 5-18 Deleted ................................................................................................................................ 159 Figure 5-19 Generic Shear and Compression Wave Velocity Profiles for Case S6 ............................... 160 Figure 5-20 Generic Shear and Compression Wave Velocity Profiles for Case S7 ............................... 161 Figure 5-21 Generic Shear and Compression Wave Velocity Profiles for Case S8 ............................... 162 Figure 5-22 Generic Shear and Compression Wave Velocity Profiles for Case S9 ............................... 163 Figure 5-23 Site Response Transfer Function Amplitudes (Surface/Top of Bedrock Outcrop) of APR1400 Generic Soil Profiles ........................................................................................... 164 Figure 5-24 Horizontal Fundamental Site Frequencies of APR1400 Generic Site Profiles ................... 165 Figure 5-25 Strain-Compatible Response Spectra at Foundation Level of NI Structures (E-W) ........... 166 Figure 5-26 Strain-Compatible Response Spectra at Foundation Level of NI Structures (N-S) ............ 167 Figure 5-27 Strain-Compatible Response Spectra at Foundation Level of NI Structures (Vertical) ...... 168 Figure 5-28 Strain-Compatible Response Spectra at Foundation Level of EDGB (E-W) ...................... 169 Figure 5-29 Strain-Compatible Response Spectra at Foundation Level of EDGB (N-S) ....................... 170 Figure 5-30 Strain-Compatible Response Spectra at Foundation Level of EDGB (Vertical) ................. 171 Figure 5-31 Strain-Compatible Response Spectra at Foundation Level of DFOT Room ...................... 172 KEPCO & KHNP xi

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 ACRONYMS AND ABBREVIATIONS APR1400 Advanced Power Reactor 1400 CESMD center for engineering strong motion data CEUS central and eastern united states CMS1+ control motion spectra 1+

CSDRS certified seismic design response spectra DRS design response spectra EDGB emergency diesel generator building E-W east-west DFOT diesel fuel oil tank room EPRI electric power research institute FIRS foundation input response spectra GMRS ground motion response spectra ISG interim staff guidance KEPCO Korea Electric Power Corporation KHNP Korea Hydro & Nuclear Power Co., Ltd.

NI nuclear island NRC U.S. Nuclear Regulatory Commission N-S north-south OBE operating basis earthquake PGA peak ground acceleration PSD power spectral density RG regulatory guide SKN3&4 Shin-Kori Nuclear Power Plant Units 3 and 4 SRP standard review plan SSCs structures, systems, and components SSE safe shutdown earthquake SSI soil-structure interaction VT vertical WUS western unites states KEPCO & KHNP xii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Page intentionally blank KEPCO & KHNP xiii

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

1. INTRODUCTION The purpose of this technical report is to present the seismic design bases for the APR1400 (Advanced Power Reactor 1400) standard plant design, including the following:
  • Certified Seismic Design Response Spectra (CSDRS)
  • Design Time Histories
  • Critical Damping Values for Structures
  • Generic Site Soil Profiles This technical report describes the horizontal and vertical CSDRS of the APR1400 and the set of three (two horizontal and one vertical) component design acceleration time histories. The guidelines and criteria for generating design time histories that are compatible with design ground motion response spectra are given in U.S. Nuclear Regulatory Commission (NRC) Standard Review Plan (SRP) section 3.7.1 (Reference 1). Thus, this report provides the analytical methods and procedures used in generating the set of time histories, presents the results obtained, and demonstrates that this set of time histories satisfies all applicable guidelines and criteria of the SRP for design time histories.

Critical damping values for the seismic analyses of the APR1400 standard plant structures are in accordance with the values provided in NRC Regulatory Guide (RG) 1.61 (Reference 2). Basically, the operating basis earthquake (OBE) damping values in NRC RG 1.61 are used for the uncracked concrete condition, and the safe shutdown earthquake (SSE) damping values are used for the cracked concrete condition.

In this report, a set of generic site soil profiles to be used in the seismic analyses of the APR1400 standard plant design are provided. The fundamental horizontal site frequencies for the generic site soil profiles are also provided.

The APR1400 seismic category I structures, systems, and components (SSCs) are designed for the SSE.

The SSE is defined as the maximum potential vibratory ground motion at the generic plant site. Because the OBE is defined as one-third the SSE, an explicit analysis or design of the APR1400 seismic category I SSCs based on OBE is not required.

This technical report consists of six (6) sections. Section 1 provides an introductory note and background information. Section 2 describes the CSDRS and control point elevation. Section 3 describes methodology and results for generation of the design time histories. Section 4 describes the critical damping values for standard design structures. Section 5 presents the description of generic site soil profiles. Finally, Section 6 lists the references cited in this report.

KEPCO & KHNP 1

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

2. CERTIFIED SEISMIC DESIGN RESPONSE SPECTRA The response spectra of the site-independent SSE are referred to as the CSDRS. The peak ground acceleration (PGA) of the CSDRS is established as 0.3g in both the horizontal and vertical directions (Reference 3).

This section presents the background and procedure to develop the CSDRS and the definitions of the control point (i.e., control motion elevation).

2.1 Determination of CSDRS The design response spectra (DRS) for the SSE used for the design of the APR1400, which are designated the CSDRS, are the DRS enhanced from the Control Motion Spectra 1+ (CMS1+) DRS (Reference 4). The CMS1+ DRS are response spectra used for design of the APR1400 reference plant, namely, the Shin-Kori Nuclear Power Plant Units 3 and 4 (SKN 3&4) in Korea. The enhancement of the CMS1+ DRS consists of enhancing the design response spectral amplitude in the high frequency range from 25 to 40 Hz.

The spectral values of the CMS1+ horizontal DRS for frequencies below 9 Hz are the same as the spectral values of the NRC RG 1.60 horizontal DRS (Reference 5) anchored to PGA value of 0.3g. The spectral values of the CMS1+ horizontal spectra for frequencies in the higher frequency range between 9 and 40 Hz are enhanced from the corresponding spectral values of the NRC RG 1.60 horizontal spectra.

At 25 Hz, the spectral values of the CMS1+ horizontal spectra are increased from the corresponding spectral values of the NRC RG 1.60 spectra by 30%. Then, the spectral values for frequencies between 9 and 40 Hz are obtained by linear interpolation in log-log scale of enhanced CMS1+ spectral values at 25 Hz and the NRC RG 1.60 spectral values at 9 and 40 Hz.

Similarly, the CMS1+ vertical DRS are the same as the NRC RG 1.60 vertical DRS anchored to PGA value of 0.3g with enhanced spectral values from the RG 1.60 vertical DRS in the higher frequency range between 9 and 40 Hz. The spectral values of the CMS1+ vertical DRS for frequencies between 9 and 40 Hz are obtained from the NRC RG 1.60 vertical DRS in the same manner as the CMS1+ horizontal spectra.

For the APR1400, the horizontal and vertical CSDRS are CMS1+ DRS enhanced in the high frequency range from 25 to 50 Hz. The enhancement consists of moving the rigid cut-off frequency (i.e., the frequency at which DRS converge to PGA value) of the horizontal and vertical CMS1+ DRS from 40 Hz to 50 Hz. The spectral values of the CSDRS for frequencies between 25 to 50 Hz are obtained by linear interpolation in log-log scale of 1.3 times the NRC RG 1.60 spectral values at 25 Hz and the PGA value of 0.3g at 50 Hz. The rationale for moving the rigid cut-off frequency from 40 to 50 Hz for the APR1400 CSDRS is to comply with two NRC guidelines. The first is the NRC guideline presented in the SRP section 3.7.1, in which the minimum power spectral density (PSD) function for the horizontal spectrum for the central and eastern United States (CEUS) rock sites has a high-frequency cut-off at 50 Hz. The second is the NRC guideline presented in interim staff guidance 01 (ISG-01), issued on May 19, 2008 (Reference 6). ISG-01 section 3, Evaluation of Structures, Systems, and Components (SSCs), article 3.1.1 states that, The range of high frequency motion to be transmitted shall cover a model refinement frequency of at least equal to 50 Hz.

Finally, the horizontal and vertical CSDRS for the APR1400 based on the NRC RG 1.60 DRS are enriched in the high frequency range in the following manner:

(1) The spectral amplitudes of the horizontal and vertical response spectra at control frequencies 9 Hz and below are equal to those of the NRC RG 1.60 DRS.

KEPCO & KHNP 2

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 (2) The control frequency at which the PGA is reached is changed from 33 Hz to 50 Hz for both the horizontal and vertical spectra.

(3) A control frequency at 25 Hz is added. The spectral amplitudes at 25 Hz are set to the NRC RG 1.60 DRS at 25 Hz scaled by a factor of 1.30 for both the horizontal and vertical spectra.

(4) The modified spectra are linearly varied, on a log-log scale, among the control frequencies 9 Hz, 25 Hz, and 50 Hz.

Figures 2-1 and 2-2 show the comparisons of the 5%-damped, horizontal and vertical components of the APR1400 CSDRS, CMS1+ DRS, and NRC RG 1.60 DRS, respectively. The enhancement of spectral values in the high frequency range for the APR1400 CSDRS and CMS1+ DRS as compared to the NRC RG 1.60 DRS can be identified from the comparisons shown in those figures.

Following the SRP section 3.7.1, guidelines, the APR1400 CSDRS for different damping ratios are constructed using the response spectral amplification factors in Tables 1 and 2 of NRC RG 1.60. The horizontal and vertical components of the APR1400 CSDRS for SSE are constructed for spectral damping ratios of 2, 3, 4, 5, 7, and 10% and used in the APR1400 design are shown in Figures 2-3 and 2-4, respectively. Their numerical values of spectral amplifications at the control frequencies are provided in Tables 2-1 and 2-2.

The APR1400 CSDRS defined above are response spectra for the free-field ground surface or hypothetical outcrop motion on top of the uppermost competent soil layer of the generic site profiles considered for the design.

2.2 Control Point of CSDRS In general, the control point of design ground motion is in one of two categories (1) on the surface of the plants finished grade or (2) at the depth of the foundation base elevation for each standard plant building.

One advantage of defining the control point at the surface of the plants finished grade is that the design ground motion is uniquely defined for all standard plant buildings. Also, when seismic soil-structure interaction (SSI) analyses are performed for the actual building embedment conditions; this definition also leads to the advantage of least conservative seismic response demands. Because different buildings may have different foundation embedment depths, the use of this control point definition has the disadvantage that it requires derivation of the foundation input (motion) response spectra (FIRS), which are to be used for comparison with the FIRS derived from the site-specific ground motion response spectra (GMRS).

FIRS are response spectra of the free-field outcrop motion at the depth of the foundation base elevation for each standard plant building.

When the control point is defined at the depth of the foundation base elevation of each building, the advantage is that the CSDRS can be used directly for comparison with the FIRS of each building. The disadvantage is that the design ground motion is not unique for the standard plant in which the building foundations are embedded to different depths. The use of this definition also leads to the disadvantage of higher and, therefore, more conservative seismic response demands.

For the APR1400 standard design, Because all standard plant buildings are embedded into ground to various depths and seismic SSI analyses are performed for their actual foundation embedment conditions, the control point of the CSDRS is most conveniently defined at the surface of the plants finished grade.

Therefore, this definition is used for the seismic design of the APR1400 standard plant.

As described above, this control point definition leads to an unique CSDRS for the entire APR1400 standard plant.

KEPCO & KHNP 3

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

3. DESIGN TIME HISTORIES This section presents the analytical methods and procedures for use in generation of design time histories compatible with the CSDRS and generated time histories satisfying the SRP section 3.7.1, option 1 approach 1 response spectrum and PSD enveloping guidelines and criteria for design time histories.

3.1 Guidelines and Criteria for Time History Generation In accordance with the guidelines provided in the SRP section 3.7.1 for option 1 approach 1, the following are desirable procedures of the design ground motion time histories:

(1) Design time histories are based on recorded seed motion time histories.

(2) The set of time histories shall consist of time histories in three mutually orthogonal directions (two horizontal and one vertical).

(3) The time interval of time-history digitization, t, shall be less than 1/(2fn) where fn is the highest frequency of interest.

(4) The minimum acceptable strong motion duration, which is defined as the time required for the Arias Intensity to rise from 5% to 75%, shall be 6 seconds.

(5) The three (two horizontal and one vertical) time histories shall be mutually statistically independent from one another. The criterion for statistical independence is based on the cross-correlation coefficients computed for any pairs of time histories; these calculated coefficients shall be less than 0.16.

In accordance with the guidelines provided in the SRP section 3.7.1 for option 1 approach 1, the following are the response spectra and PSD enveloping requirements:

(1) The response spectra from the time history must envelop the target CSDRS for all damping values used in the seismic response analysis.

(2) For each applicable damping value, the response spectrum of the time history shall envelop the target design response spectrum with no more than five points falling below the target spectrum by no more than 10% of the target spectral values.

(3) In checking the spectrum-enveloping, the set of frequencies at which the response spectra are to be calculated shall be the standard set of 81 frequencies from 0.2 Hz to 50 Hz as specified in the SRP section 3.7.1 table 3.7.1-1.

(4) The PSD of the time history shall adequately match a target PSD that is compatible with the target DRS. For DRS other than the NRC RG 1.60 response spectra, response-spectrum-compatible target PSDs shall be generated. In generating the target PSDs, the guidelines and procedures provided in the SRP section 3.7.1, appendix A can be used.

(5) The time-history PSD shall generally envelop the minimum-required target PSD, which is set at 80% of the target PSD, in the frequency range between 0.3 Hz and 50 Hz.

3.2 Generation of Design Time Histories Generation procedures of the CSDRS-compatible design time histories in accordance with the requirements described in subsection 3.1 are described separately in the following subsections.

KEPCO & KHNP 4

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 3.2.1 CSDRS The CSDRS for the APR1400 standard plant consists of a set of six horizontal and a set of six vertical acceleration response spectra for six damping values, namely, 2, 3, 4, 5, 7, and 10% of critical damping.

The horizontal and vertical CSDRS are anchored to a PGA of 0.3g. The values of the horizontal and vertical CSDRS are given in Tables 2-1 and 2-2, respectively. The shapes of the horizontal and vertical CSDRS in Tables 2-1 and 2-2 are plotted in Figures 2-3 and 2-4, respectively.

The spectral amplitudes of the horizontal CSDRS are equal to those of the NRC RG 1.60 horizontal DRS at control frequencies 0.25, 2.5, and 9 Hz, augmented by an additional control frequency at 25 Hz by increasing the spectral amplitude of the NRC RG 1.60 spectral value at 25 Hz by 30 percent. The spectral values of CSDRS between the control frequencies of 9 and 25 Hz are linear functions in log-log amplitude-frequency scale. The control frequency at which the spectral values of CSDRS converge to the maximum ground acceleration value is moved from 33 Hz to 50 Hz. Again, the spectral values between the control frequencies of 25 and 50 Hz are linear functions in the log-log amplitude-frequency scale. The enhancement of the NRC RG 1.60 DRS in the high frequency range from 9 to 50 Hz for the CSDRS is to account for higher high-frequency motion contents anticipated for CEUS nuclear power plant sites.

Similarly, the vertical CSDRS are based on the NRC RG 1.60 vertical DRS below the control frequency of 9 Hz and modified above 9 Hz in the same manner as the horizontal CSDRS.

3.2.2 Initial Seed Time Histories For generation of the horizontal and vertical CSDRS-compatible design time histories, the initial seed recorded time histories are selected from the catalog of recorded actual earthquake ground motion time histories in the NUREG/CR-6728, appendix B (Reference 8).

From the catalog of recorded earthquake motions presented in the NUREG/CR-6728, Appendix B, the selection of a seed motion for application to the APR1400 places more emphasis on the recordings that (a) are applicable for CEUS sites, (b) have appropriate earthquake magnitude and epicentral distance, (c) have adequate duration, (d) have time-history response spectra matching generally closely with the target response spectra, and (e) have cross-correlation coefficients among the three-component time histories of less than 0.16.

Based on the above considerations, a set of three-component recorded motion time histories from the magnitude 6.7 Northridge, California earthquake on January 17, 1994 at the 1307 South Orange Avenue, West Covina recording station is selected as the initial seed motion. This recording station is located about 54 km from the epicenter. The digitized data of the recording were obtained from the Center for Engineering Strong Motion Data (CESMD) website (Reference 9). The recording consists of two horizontal (designated as N45W and S45W) and one vertical (designated as VT) time histories. The recorded time histories consist of 1,828 points digitized at a time interval of 0.02 second giving a total record duration of 36.56 seconds. The plots of acceleration and the integrated velocity and displacement time histories of the recorded motion are shown in Figures 3-1 through 3-3, for the N45W, S45W, and VT components, respectively.

Comparisons of the time-history response spectra for the recorded motion scaled to the target PGA value of 0.3g and the corresponding horizontal and vertical target CSDRS are shown in Figures 3-4 through 3-6 for the N45W, S45W, and VT components, respectively. As shown in these comparisons, the scaled recorded time histories have their response spectra matching generally well with the target response spectra over a relatively wide frequency band.

KEPCO & KHNP 5

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 3.2.3 General Procedures In generating the set of three-component design time histories for the CSDRS, the seed motion recorded from the 1994 Northridge earthquake at the West Covina recording station as described in subsection 3.2.2 to produce the initial time histories for modifications. In order to improve convergence in the spectrum-matching iterations and produce modified time histories having a more realistic appearance like real earthquake accelerograms, while satisfying the stationary-phase strong-motion duration requirement, these initial time histories are (a) scaled to have a maximum acceleration of 0.3g; (b) re-digitized to have a time interval of 0.005 second; (c) truncated to retain the strong-phase duration of the time histories to 4,096 points (total duration of 20.475 seconds); and (d) intensity-modulated by an intensity envelope function, g(t) as shown in Figure 3-7, before they are used as the initial time histories for time-history modifications using the computer program SYNQKE-R (Reference 10).

SYNQKE-R performs adjustments to the initial time history by automated iterations. For each cycle of iteration, the time-history response spectra are compared with the target response spectra of corresponding damping values and the necessary time-history adjustments to achieve spectrum-matching for the cycle are automatically solved. By repeating this iteration process and constantly monitoring the convergence to within the SRP spectrum-enveloping guidelines, a final modified time history that has response spectra closely matching with the target multiple-damping response spectra and satisfying the SRP spectrum-enveloping guidelines is obtained.

The final modified acceleration time histories so obtained are then integrated to obtain their integrated velocity and displacement time histories. From these results, baseline corrections are performed, as necessary, to minimize the residual velocity and displacement values and, at the same time, produce the desirable integrated maximum velocity and displacement values, giving the baseline-corrected acceleration time histories. Time-history response spectra of the baseline-corrected time histories are then computed and compared with the target spectra to provide reasonable assurance that the SRP spectrum-enveloping guidelines are still satisfied; otherwise, further time-history adjustments and baseline corrections are performed until the guidelines are satisfied.

3.2.4 Method for Developing Spectrum-Compatible Target PSD Function In order to check the adequacy of the PSD of each of the spectrum-compatible time histories generated, horizontal and vertical target PSDs compatible with the horizontal and vertical DRS, respectively, are required.

(1) Horizontal Target PSD for f 9 Hz The horizontal CSDRS are the same as the horizontal NRC RG 1.60 DRS for the frequency range below 9 Hz. The method for developing the horizontal CSDRS-compatible target PSDs below 9 Hz follows the procedure and uses the standard horizontal PSD functions presented in the SRP section 3.7.1, appendix A, which is applicable for the NRC RG 1.60 horizontal DRS anchored to the PGA of 1.0g.

To obtain the horizontal target PSD compatible with the horizontal CSDRS, the one-sided horizontal target PSD, SH(f), where f is cycles per second (cps), expressed in the units of 2 4 (m /sec )/cps, is obtained from the one-sided PSD, SH(), where is in the units of radians per 2 3 second (rps), presented in appendix A of SRP, section 3.7.1, which are in the units of m /sec ,

2 4 or (m /sec )/rps, scaled by the square of the ratio of the horizontal PGA of 0.3g for the APR1400 to the PGA of 1.0g for the NRC RG 1.60 DRS as follows:

SH(f) = 2 SH() x (0.30)², f 9 Hz where the values of SH() are obtained from Eq. (2) of SRP section 3.7.1, appendix A.

KEPCO & KHNP 6

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 A PSD is related to the response spectrum (RS), frequency-by-frequency, approximately by a "PSD-to-RS peak factor". Since the APR1400 CSDRS below 9 Hz is the same as the RG 1.60 spectra anchored to the peak acceleration of 0.3g, the target PSD function for the RG 1.60 horizontal spectra anchored to the peak acceleration of 0.3g is adopted directly as the target PSD for the APR1400 horizontal CSDRS. Below 9 Hz, the target PSD function based on the 30 simulated horizontal CSDRS compatible time histories, as shown in Figure 3-11 is closely matched the target PSD function for the NRC RG 1.60 horizontal response spectra, as shown in Figure 3-12. Therefore, the target PSD function for the RG 1.60 horizontal response spectra below 9 Hz is adopted as the target PSD function for the CSDRS, which is then combined with the target PSD function developed from the 30 simulated time histories for frequencies higher than 9 Hz, to form the target PSD function for the APR1400 horizontal CSDRS. The adopted target PSD function is closely matched as compared to the target PSD function developed from the 30 simulated time histories for the frequency range below 9 Hz.

(2) Horizontal Target PSD for f > 9 Hz For the frequency range between 9 and 50 Hz, for which the CSDRS differ from the NRC RG 1.60 DRS, the method presented in the SRP section 3.7.1, appendix A can no longer be used.

Thus, for developing the CSDRS-compatible target PSD in the higher frequency range above 9 Hz, Equation (7), (8), and (9) of Appendix B of NUREG/CR-5347 are for generation of an acceleration time history with its time-history PSD function compatible with the 2%-damped RG 1.60 response spectrum for the horizontal component of motion. The target PSD function compatible with the 2%-damped RG 1.60 response spectrum for the horizontal motion is given in Appendix B of NUREG/CR-5347.

It is noted that, in using Equation (7), (8), and (9) to generate an acceleration time history compatible with the RG 1.60 compatible target PSD given in Appendix B of NUREG/CR-5347, the generation of such a time history involves a random phase angle, k, in Equation (8). The random phase angle is uniformly distributed between 0 and 2. Thus, in principle, an ensemble of such time histories can be generated, each of which has the same target PSD but a different phase angle that is randomly sampled between 0 and 2. Calculations of the time-history PSDs for the ensemble of time histories so generated can be made and the average of the time-history PSDs so calculated for the time-history ensemble will return back to the target PSD given in Appendix B of NUREG/CR-5347.

For the APR1400 standard plant DC project, since target PSD functions compatible with the APR1400 CSDRS are not available, they need be developed. The development of such target PSD functions follows the steps as described below.

TS KEPCO & KHNP 7

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TS

  • The resulting piecewise log-log linear ensemble-mean PSDs generated for the four higher frequency bands, namely, 9 < f 16 Hz, 16 < f 25 Hz, 25 < f 35 Hz, and 35

< f 50 Hz, are the target PSDs compatible with the horizontal CSDRS for the higher frequency range f > 9 Hz. The smoothed ensemble-mean PSDs and the piecewise log-log linear smoothed PSDs obtained for the generated 30 time-history ensemble are shown in Figure 3-11.

  • The target PSD obtained in above steps for the higher frequency range f > 9 Hz is combined with the target PSD compatible with the NRC RG 1.60 horizontal DRS for the lower frequency bands, namely, 0.2 < f 2.5 Hz and 2.5 < f 9.0 Hz, to form the KEPCO & KHNP 8

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 complete target PSD compatible with the horizontal CSDRS for the entire frequency range from 0.2 to 50 Hz. This target PSD so obtained is given in Table 3-3.

The target PSD compatible with the horizontal CSDRS, designated as SH(f), developed as described above and defined in Table 3-3, is the target PSD to be used for checking the adequacy of the power density distribution as function of frequency of the CSDRS-compatible horizontal design time histories.

The minimum required horizontal target PSD, designated as H(f), for checking power adequacy of the horizontal design time histories is obtained as 80% of the horizontal target PSD SH(f).

H(f) = 0.8 x SH(f)

The target and minimum required target PSDs so developed for the horizontal CSDRS are shown in Figure 3-12. The minimum required target PSD shown in this figure is used to compare with the PSDs of the generated horizontal CSDRS-compatible time histories to demonstrate their adequacy in power density contents.

The vertical target PSD, Sv(f), and the minimum required vertical target PSD, V(f), compatible with the vertical CSDRS are obtained from the horizontal target PSD, SH(f), compatible with the horizontal CSDRS using the following equations:

Sv(f) = [ Rv ( f, 2%) / RH( f, 2%)]² SH(f)

V(f) = 0.8 x Sv(f)

Where RH(f, 2%) and Rv(f, 2%) are, respectively, the 2%-damped horizontal and vertical CSDRS values at the frequency f.

The vertical target and minimum required target PSDs so obtained are plotted in Figure 3-13. The minimum required target PSD shown in this figure is to be used to compare with the PSD of the generated vertical, CSDRS-compatible, design time history to demonstrate adequacy of its power density contents.

3.3 Generation Results The three design acceleration time histories are composed of two horizontal (H1 and H2) and one vertical components (VT). The design time histories, H1, H2, and VT are applied in the East-West (E-W) direction, North-South direction (N-S), and vertical direction, respectively. The time interval of time-history digitization, t, is 0.005 second, which corresponds to the highest frequency of interest of 100 Hz.

The horizontal H1 acceleration time history generated is plotted along with its integrated velocity and displacement time histories in Figure 3-14. The comparisons of the time-history response spectra with the corresponding horizontal target CSDRS for the corresponding damping values are shown in the plots of Figures 3-15 through 3-20. Similar results for the horizontal H2 time history generated are shown in Figure 3-21 and Figures 3-22 through 3-27. The similar results for the vertical time-history VT generated are shown in Figure 3-28 and Figures 3-29 through 3-34.

The response spectrum comparison plots shown in Figures 3-15 through 3-20, 3-22 through 3-27, and 3-29 through 3-34 indicate that the response spectra for all three generated time histories closely match and envelop their corresponding target spectra for all six damping values satisfying the spectrum-enveloping guidelines of the SRP section 3.7.1.

KEPCO & KHNP 9

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 In computing the time-history PSDs, the equivalent stationary duration for each of the time histories H1, H2, and VT are determined from the cumulative energy (Arias Intensity) time-history plots shown in Figures 3-35, 3-36, and 3-37, respectively. From these plots, the equivalent stationary duration for each time history is determined and the results are shown in Table 3-4. These comparisons within the frequency range of 0.3 to 50 Hz are shown in the plots of Figures 3-38, 3-39, and 3-40, respectively, for time histories H1, H2, and VT. As can be seen from these comparison plots, the PSDs of the time histories generated generally conform to and envelop the corresponding minimum required target PSDs.

In order to check the statistical independence among the three-component spectrum-compatible time histories, which are to be applied simultaneously to the seismic response analysis with zero time-lag, the cross-correlation coefficients of any pair of time histories with zero time-lag are calculated and checked against the SRP section 3.7.1 threshold value of 0.16 to determine the statistical independence between any pair of time histories. The results are listed in Table 3-7. The computed values of cross-correlation coefficients as shown in Table 3-7 are all less than the threshold value of 0.16. Thus, the three final modified time histories generated can be considered mutually statistically independent from one another.

4. CRITICAL DAMPING VALUES FOR STRUCTURES For seismic analysis of the APR1400 standard plant structures, both uncracked-concrete and cracked-concrete stiffness conditions are considered.

For the uncracked concrete condition, the uncracked-concrete stiffness properties are represented by the concrete modulus of elasticity (EC) times the uncracked-concrete gross section properties. For the cracked concrete condition, the effective stiffnesses of reduced, cracked-concrete section properties are represented by the reduced concrete modulus of elasticity (0.5EC) times the uncracked-concrete gross section properties (Reference 14).

Critical damping values used for the seismic analysis of the APR1400 standard plant structures are in accordance with the values provided in NRC RG 1.61. Because only the SSE analysis is performed for the APR1400, the SSE damping values in NRC RG 1.61 is used. However, to comply with the NRC RG 1.61 guideline that damping values used shall be consistent with the stress levels induced and considering that both uncracked and cracked concrete conditions considered for the APR1400 SSE analysis, the OBE damping values in NRC RG 1.61, used for the uncracked concrete condition, and the SSE damping values are used for the cracked condition.

The critical damping values for the APR1400 standard plant structures used in the seismic analysis for SSE are summarized in Table 4-1.

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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

5. GENERIC SITE SOIL PROFILES Support for various generic site profiles was considered in the APR1400 standard plant design. A total of eight (8) generic site profiles plus a 10th fixed-base support condition were developed. 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. For each of the eight low-strain site profiles considered, free-field site response analyses are performed to develop the free field site response generic soil/rock dynamic properties to be used as input for the seismic soil-structure interaction (SSI) analysis.

The eight generic site profiles considered and the free-field site response analyses performed are described in the following subsections.

5.1 Low-strain Site Profiles The eight (8) low-strain site profiles considered for the APR1400 standard plant design consist of six (6) site-layering categories, labeled site-layering categories A through F with their site-layer thicknesses 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 Halfspace > 1000 In addition to six (6) site-layering categories, five (5) shear-wave-velocity categories, labeled 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 5-1.

The eight (8) low-strain site profiles considered for design of the 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 5-2. Figure 5-1 shows the low-strain shear wave velocity profiles vs. depth for the eight low-strain site profiles considered.

The compression wave velocity profiles vs. depth for the eight low-strain site profiles considered are derived from the low-strain shear wave velocity profiles and their corresponding Poissons ratios shown in Table 5-1 using the following formula:

2 (1 )

Vp = Vs 1 2 KEPCO & KHNP 11

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Where Vs = Shear wave velocity, Vp = Compression wave velocity

= Poissons Ratio.

The representative low-strain site profiles, S1 through S4 and S6 through S9, for the shear wave velocities and compression wave velocities used in the site response analysis for the APR1400 are shown in Tables 5-3 to 5-11 and Figures 5-2 to 5-10.

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 Figure 5-11 for sand, Figure 5-12 for soft rock, and Figure 5-13 for rock. The curves for sand considered, as shown in Figure 5-11, adopt the sand curves published in the Electric Power Research Institute (EPRI)

TR-102293 (Reference 15). The curves for soft rock, as shown in Figure 5-12, adopt the curves for soft rock published in Silvas report (Reference 16). The curves for rock considered, as shown in Figure 5-13, adopt the curves for rock used in the SHAKE computer program (Reference 17, 18).

For the APR1400 standard plant design, the design groundwater level is 2 ft below the ground surface at El. 96-8. The design groundwater level is used for calculating the hydrostatic load and the hydrodynamic load in the structure analyses, and the buoyant force in stability check of the seismic Category I structures for the overturning and the sliding. 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. The extreme ground water level is also used for calculating the buoyancy load in the structural analyses and the buoyant force in stability check of the seismic Category I structures for the flotation. If the compression wave velocity (Vp) of subgrade soil below the groundwater table computed from the low-strain shear wave velocity and Poissons ratio has a value less than the Vp of water (4,800 ft/sec), the Vp value of the soil is taken to be not less than 4,800 ft/sec.

5.2 Generic Soil Properties Horizontal free-field site response analyses are 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. 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. For each low-strain site profile, the horizontal free-field site response analyses are performed separately for H1 (E-W) and H2 (N-S) time-history inputs using the SHAKE computer program (Reference 17, 18). The shear-strain-compatible shear wave velocity profiles obtained from the analyses using H1 and H2 inputs are then averaged to produce the averaged shear-strain-compatible shear wave velocity profile for each generic site profile considered. The averaged shear-strain-compatible shear wave velocity profiles so obtained for S1 through S4 and S6 through S9 are the free-field generic site profiles used in development of the seismic SSI analysis models.

For the free-field site response analysis for each low-strain site profile, a low-strain soil column model to be used in the SHAKE analysis is developed. The SHAKE soil column models are developed to pass vertically propagating plane seismic shear waves up to a cut-off frequency of at least 50 Hz. The SHAKE soil column models so developed for all eight low-strain site profiles considered are tabulated in Tables 5-3 through 5-11.

In the horizontal site response analyses, the strain-compatible soil/rock properties resulting from the E-W and N-S components of the seismic input motions differ slightly from each other because of the different time-history input motions. To obtain a common set of generic soil properties for the SSI analysis, the KEPCO & KHNP 12

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 strain-compatible soil properties resulting from the E-W and N-S input motions for each case are averaged. The average sets of generic soil properties for eight soil profiles are shown in Tables 5-12 through 5-20. The generic soil properties shown in Tables 5-12 through 5-20 and Figures 5-14 to 5-22 are the equivalent-linear properties used in the SSI analysis of the seismic category I structures.

Using the averaged shear-strain-compatible shear wave velocity profiles as tabulated in Tables 5-12 through 5-20, the free-field site response amplification (transfer) function computed for the horizontal ground surface motion relative to the horizontal motion at depth at the top of half-space for each of the eight generic site profiles S1 through S4 and S6 through S9 are plotted in Figure 5-23. The fundamental horizontal site frequencies for S1 through S4 and S6 through S9 asshown in Figure 5-23 are tabulated in Table 5-21 and plotted in Figure 5-24. As indicated in Table 5-21 and Figure 5-15, the fundamental horizontal site frequencies for S1 through S4 and S6 through S9 cover a wide frequency range from 1.27 to 12 Hz. These site frequencies form approximately a log linear site-frequency-versus-site-profile-case straight line. Hence, the generic site profiles S1 through S4 and S6 through S9 considered for design of the APR1400 standard plant cover a wide range of site frequencies from soft soil to hard rock sites.

The dynamic properties for the free-field generic site profiles S1 through S9 given in Tables 5-12 through 5-20 are the properties used for developing the free-field soil/rock models for the SSI analysis of the APR1400 standard plant structures.

5.3 Strain-Compatible Response Motion at Foundation Level The 10 CFR Part 50 Appendix S specifies a minimum safety requirement that the design basis ground motion for a horizontal component in the free-field at the foundation level of seismic category I structures must use an appropriate DRS with a peak ground acceleration value of at least 0.1g. Figures 5-25 through 5-31 show the response spectra of the strain-compatible time histories of free-field outcrop motions computed at the foundation level of the APR1400 nuclear island (NI) structures, emergency diesel generator building (EDGB), and diesel fuel oil tank room (DFOT), respectively. These figures indicate that the above minimum safety requirement is satisfied.

The transfer functions computed from the half-space to the outcropping layer at the foundation level of NI, EDGB, and DFOT for S1 through S9 soil profiles using SHAKE computer program are descried in Appendix A.

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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

6. REFERENCES
1. NUREG-0800, Standard Review Plan Section 3.7.1, Seismic Design Parameters, Draft Rev. 4, U.S. Nuclear Regulatory Commission, December 2012.
2. Regulatory Guide 1.61, Damping Values for Seismic Design of Nuclear Power Plants, Rev. 1, U.S. Nuclear Regulatory Commission, March 2007.
3. 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.
4. Shin-Kori Nuclear Power Plant Units 3 and 4 Calculation No. 9-300-C305-001, Artificial Time History Generation, Rev. 3, KEPCO Engineering & Construction Company, Inc. and KHNP, December, 2006.
5. Regulatory Guide 1.60, Design Response Spectra for Seismic Design of Nuclear Power Plants, Rev. 1, U.S. Nuclear Regulatory Commission, December 1973.
6. Interim Staff Guidance (ISG) 01, Seismic Issues Associated with High Frequency Ground Motion in Design Certification and Combined License Applications, U.S. Nuclear Regulatory Commission, May 2008.
7. Regulatory Guide 1.208, A Performance-Based Approach to Define the Site-Specific Earthquake Ground Motion, U.S. Nuclear Regulatory Commission, March 2007.
8. NUREG/CR-6728, Technical Basis for Revision of Regulatory Guidance on Design Ground Motions: Hazard- and Risk-consistent Ground Motion Spectra Guidelines, U.S. Nuclear Regulatory Commission, October 2001.
9. Center for Engineering Strong Motion Data (CESMD), http://strongmotioncenter.org/.
10. Computer Program, SYNQKE-R, PC Version 1.0, Users and Theoretical Manual, Rev. 1, Paul C. Rizzo Associates, Inc., December 2009.
11. NUREG-0003, Statistical Studies of Vertical and Horizontal Earthquake Spectra, Nathan M.

Newmark Consulting Engineering Services, January 1976.

12. NUREG/CR-5347, Recommendation for Resolution of Public Comments on USI A-40, Seismic Design Criteria, U. S. Nuclear Regulatory Commission, June 1989.
13. Gasparini, D. A. and Vanmarcke, E. H., SIMQKE - A Program for Artificial Motion Generation, Users Manual and Documentation; Simulated Earthquake Motions Compatible with Prescribed Response Spectra, Department of Civil Engineering, Massachusetts Institute of Technology, Publication No. R76-4, November 1976.

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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2

14. ASCE/SEI 43-05, Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities, American Society of Civil Engineers, 2005.
15. EPRI TR-102293, Guidelines for Determining Design Basis Ground Motions, Vol. 2:

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

16. Silva, W., Description and Validation of the Stochastic Ground Motion Model, Figure 6.14, Pacific Engineering & Analysis, Inc., Report submitted to Electric Power Research Institute, November, 1996.
17. 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.
18. SHAKE: A Computer Program for Conducting Equivalent Linear Seismic Response Analysis of Horizontally Layered Soil Deposits, Version 1.3, Users and Theoretical Manual, Rev. 4, Paul C.

Rizzo Associates, Inc. September 2012.

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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 2-1 Certified Seismic Design Response Spectra - Horizontal Damping Amplification Factor for Controlling Frequencies 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 KEPCO & KHNP 16

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 2-2 Certified Seismic Design Response Spectra - Vertical Damping Amplification Factor for Controlling Frequencies 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 17

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-1 Deleted KEPCO & KHNP 18

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-2 Deleted KEPCO & KHNP 19

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-3 Target PSDs Compatible with APR1400 Horizontal CSDRS Frequency ( f ) Range Piecewise Linear Target PSD 2 4 f (Hz or cps) SH ( f ) (in /sec /cps) 0.2 0.2 < f 2.5 Hz SH ( f ) = 2 x 58.4 ( f / 2.5) 1.8 2.5 < f 9.0 Hz SH ( f ) = 2 x 58.4 (2.5 / f )

2.2 9.0 < f 16 Hz SH ( f ) = 2 x 5.82 ( 9.0 / f )

3.8 16 < f 25 Hz SH ( f ) = 2 x 1.64 ( 16 / f )

4.8 25 < f 35 Hz SH ( f ) = 2 x 0.30 ( 25 / f )

10 35 < f 50 Hz SH ( f ) = 2 x 0.06 ( 35 / f )

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Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-4 Stationary Duration of Generated Time Histories i

Ts (5-75%)

Component (sec)

H1 (E-W) 9.2 H2 (N-S) 10.3 VT (Vertical) 8.4 KEPCO & KHNP 21

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-5 Deleted KEPCO & KHNP 22

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-6 Deleted KEPCO & KHNP 23

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-7 Cross-Correlation Coefficients of Generated Time-History Pairs Time-History Pair Cross-Correlation Coefficients H1 H2 0.032 H2 VT 0.029 VT H1 0.079 KEPCO & KHNP 24

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-8 Maximum Acceleration (A), Velocity (V), and Displacement (D) of Generated Time Histories A V D Component (g) (in/sec) (in)

H1 0.3 17.5 16.5 H2 0.3 17.9 16.1 VT 0.3 18.9 13.0 KEPCO & KHNP 25

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-9 Number of Points of the Response Spectra below each CSDRS Component Component H1 H2 VT 2% 4 4 2 3% 1 3 2 4% 4 3 2 5% 5 2 1 7% 4 2 1 10% 1 2 1 KEPCO & KHNP 26

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 3-10 The Lowest Percentage below the CSDRS Component Component H1 H2 VT

(%) (%) (%)

2% -6.66 -4.53 -0.48 3% -4.72 -1.69 -2.99 4% -4.58 -5.89 -2.94 5% -3.61 -4.15 -1.00 7% -6.11 -5.51 -0.62 10% -6.02 -2.40 -1.43 KEPCO & KHNP 27

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 4-1 Structural Damping Values Used in Seismic Analysis of APR1400 Structure 1) 2)

Uncracked Concrete Condition (%) Cracked Concrete Condition (%)

Type Prestressed Concrete 3 5 Reinforced Concrete 4 7 Structural Steel 3 4 Note

1) Damping values used for the uncracked concrete condition are the same as the OBE damping values in NRC RG 1.61.
2) Damping values used for the cracked concrete condition are the same as the SSE damping values in NRC RG 1.61.

KEPCO & KHNP 28

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-1 Dynamic Properties of Low-strain Soil/Rock Materials for Site Shear-Wave Velocity Categories P1 through P5 Shear Wave- Shear Wave- Soil/Rock Poissons Degradation Velocity Velocity Unit Weight Ratio Curve Type Category 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 29

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-2 Site Layering and Shear-Wave Velocity Categories Considered for the Eight Low-strain Site Profiles Layer Site 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 30

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-3 (1 of 4)

Low-strain Soil Layers and Properties (Case S1)

Depth Depth Shear Wave Compression Weight Layer Soil Thickness Layer Layer Velocity Wave Velocity Poisson's Density 1)

No. Type (ft) Top Bottom Vs Vp Ratio (kcf)

(ft) (ft) (fps) (fps) 1 5 0 5 0.125 1,173 2,873 0.40 2 5 5 10 0.125 1,196 2,929 0.40 3 5 10 15 0.125 1,219 2,985 0.40 4 5 15 20 0.125 1,241 3,040 0.40 5 5 20 25 0.125 1,264 3,095 0.40 6 5 25 30 0.125 1,286 3,150 0.40 7 5 30 35 0.125 1,308 3,204 0.40 8 5 35 40 0.125 1,330 3,259 0.40 9 5 40 45 0.125 1,352 3,313 0.40 10 5 45 50 0.125 1,374 3,366 0.40 11 5 50 55 0.125 1,396 3,420 0.40 12 5 55 60 0.125 1,418 3,473 0.40 13 5 60 65 0.125 1,439 3,526 0.40 14 5 65 70 0.125 1,461 3,578 0.40 15 5 70 75 0.125 1,482 3,630 0.40 Sand 16 5 75 80 0.125 1,503 3,682 0.40 17 5 80 85 0.125 1,524 3,734 0.40 18 5 85 90 0.125 1,545 3,785 0.40 19 5 90 95 0.125 1,566 3,837 0.40 20 5 95 100 0.125 1,587 3,887 0.40 21 5 100 105 0.125 1,608 3,938 0.40 22 5 105 110 0.125 1,628 3,988 0.40 23 5 110 115 0.125 1,649 4,038 0.40 24 5 115 120 0.125 1,669 4,088 0.40 25 5 120 125 0.125 1,689 4,137 0.40 26 5 125 130 0.125 1,709 4,187 0.40 27 5 130 135 0.125 1,729 4,235 0.40 28 5 135 140 0.125 1,749 4,284 0.40 29 5 140 145 0.125 1,769 4,332 0.40 30 5 145 150 0.125 1,788 4,380 0.40 KEPCO & KHNP 31

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-3 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.125 1,808 4,428 0.40 32 5 155 160 0.125 1,827 4,476 0.40 33 5 160 165 0.125 1,846 4,523 0.40 34 5 165 170 0.125 1,866 4,570 0.40 35 5 170 175 0.125 1,885 4,616 0.40 36 5 175 180 0.125 1,904 4,663 0.40 37 5 180 185 0.125 1,922 4,709 0.40 38 5 185 190 0.125 1,941 4,754 0.40 39 5 190 195 0.125 1,960 4,800 0.40 40 5 195 200 0.125 1,978 4,845 0.40 41 10 200 210 0.130 2,926 6,650 0.38 42 10 210 220 0.130 2,962 6,732 0.38 43 10 220 230 0.130 2,998 6,813 0.38 44 10 230 240 0.130 3,033 6,894 0.38 45 10 240 250 0.130 3,068 6,973 0.38 Sand 46 10 250 260 0.130 3,102 7,051 0.38 47 10 260 270 0.130 3,136 7,128 0.38 48 10 270 280 0.130 3,169 7,204 0.38 49 10 280 290 0.130 3,202 7,279 0.38 50 10 290 300 0.130 3,235 7,353 0.38 51 10 300 310 0.130 3,267 7,426 0.38 52 10 310 320 0.130 3,299 7,498 0.38 53 10 320 330 0.130 3,330 7,569 0.38 54 10 330 340 0.130 3,361 7,639 0.38 55 10 340 350 0.130 3,391 7,707 0.38 56 10 350 360 0.130 3,421 7,775 0.38 57 10 360 370 0.130 3,450 7,842 0.38 58 10 370 380 0.130 3,479 7,907 0.38 59 10 380 390 0.130 3,507 7,972 0.38 60 10 390 400 0.130 3,535 8,035 0.38 KEPCO & KHNP 32

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-3 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.130 3,563 8,098 0.38 62 10 410 420 0.130 3,590 8,159 0.38 63 10 420 430 0.130 3,616 8,220 0.38 64 10 430 440 0.130 3,642 8,279 0.38 65 10 440 450 0.130 3,668 8,337 0.38 Sand 66 10 450 460 0.130 3,693 8,395 0.38 67 10 460 470 0.130 3,718 8,451 0.38 68 10 470 480 0.130 3,742 8,506 0.38 69 10 480 490 0.130 3,766 8,560 0.38 70 10 490 500 0.130 3,789 8,613 0.38 71 20 500 520 0.135 5,778 12,029 0.35 72 20 520 540 0.135 5,822 12,120 0.35 73 20 540 560 0.135 5,864 12,208 0.35 74 20 560 580 0.135 5,905 12,292 0.35 75 20 580 600 0.135 5,943 12,372 0.35 76 20 600 620 0.135 5,980 12,448 0.35 77 20 620 640 0.135 6,014 12,520 0.35 78 20 640 660 0.135 6,047 12,588 0.35 79 20 660 680 0.135 6,078 12,653 0.35 80 20 680 700 0.135 6,108 12,714 0.35 Soft Rock 81 20 700 720 0.135 6,135 12,771 0.35 82 20 720 740 0.135 6,160 12,824 0.35 83 20 740 760 0.135 6,184 12,873 0.35 84 20 760 780 0.135 6,206 12,919 0.35 85 20 780 800 0.135 6,226 12,960 0.35 86 20 800 820 0.135 6,244 12,998 0.35 87 20 820 840 0.135 6,261 13,032 0.35 88 20 840 860 0.135 6,275 13,062 0.35 89 20 860 880 0.135 6,288 13,089 0.35 90 20 880 900 0.135 6,298 13,111 0.35 KEPCO & KHNP 33

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-3 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.135 6,307 13,130 0.35 92 20 920 940 0.135 6,315 13,145 0.35 93 Soft Rock 20 940 960 0.135 6,320 13,156 0.35 94 20 960 980 0.135 6,323 13,163 0.35 95 20 980 1,000 0.135 6,325 13,166 0.35 96 Rock 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 34

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-4 (1 of 4)

Low-strain Soil Layers and Properties (Case S2)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.125 1,020 2,498 0.40 2 5 5 10 0.125 1,040 2,547 0.40 3 5 10 15 0.125 1,060 2,595 0.40 4 5 15 20 0.125 1,079 2,644 0.40 5 5 20 25 0.125 1,099 2,691 0.40 6 5 25 30 0.125 1,118 2,739 0.40 7 5 30 35 0.125 1,138 2,786 0.40 8 5 35 40 0.125 1,157 2,834 0.40 9 5 40 45 0.125 1,176 2,881 0.40 10 5 45 50 0.125 1,195 2,927 0.40 11 5 50 55 0.125 1,214 2,974 0.40 12 5 55 60 0.125 1,233 3,020 0.40 13 5 60 65 0.125 1,252 3,066 0.40 14 5 65 70 0.125 1,270 3,111 0.40 15 5 70 75 0.125 1,289 3,157 0.40 Sand 16 5 75 80 0.125 1,307 3,202 0.40 17 5 80 85 0.125 1,326 3,247 0.40 18 5 85 90 0.125 1,344 3,292 0.40 19 5 90 95 0.125 1,362 3,336 0.40 20 5 95 100 0.125 1,380 3,380 0.40 21 5 100 105 0.130 2,198 4,996 0.38 22 5 105 110 0.130 2,216 5,037 0.38 23 5 110 115 0.130 2,234 5,077 0.38 24 5 115 120 0.130 2,251 5,117 0.38 25 5 120 125 0.130 2,269 5,157 0.38 26 5 125 130 0.130 2,286 5,197 0.38 27 5 130 135 0.130 2,304 5,236 0.38 28 5 135 140 0.130 2,321 5,275 0.38 29 5 140 145 0.130 2,338 5,314 0.38 30 5 145 150 0.130 2,355 5,353 0.38 KEPCO & KHNP 35

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-4 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.130 2,372 5,392 0.38 32 5 155 160 0.130 2,389 5,430 0.38 33 5 160 165 0.130 2,406 5,468 0.38 34 5 165 170 0.130 2,422 5,506 0.38 35 5 170 175 0.130 2,439 5,543 0.38 Sand 36 5 175 180 0.130 2,455 5,581 0.38 37 5 180 185 0.130 2,472 5,618 0.38 38 5 185 190 0.130 2,488 5,655 0.38 39 5 190 195 0.130 2,504 5,692 0.38 40 5 195 200 0.130 2,520 5,728 0.38 41 10 200 210 0.135 4,244 8,834 0.35 42 10 210 220 0.135 4,275 8,900 0.35 43 10 220 230 0.135 4,307 8,965 0.35 44 10 230 240 0.135 4,337 9,029 0.35 45 10 240 250 0.135 4,368 9,092 0.35 46 10 250 260 0.135 4,397 9,154 0.35 47 10 260 270 0.135 4,427 9,215 0.35 48 10 270 280 0.135 4,456 9,276 0.35 49 10 280 290 0.135 4,485 9,336 0.35 50 10 290 300 0.135 4,513 9,395 0.35 Soft Rock 51 10 300 310 0.135 4,541 9,453 0.35 52 10 310 320 0.135 4,568 9,510 0.35 53 10 320 330 0.135 4,596 9,566 0.35 54 10 330 340 0.135 4,622 9,622 0.35 55 10 340 350 0.135 4,649 9,677 0.35 56 10 350 360 0.135 4,674 9,731 0.35 57 10 360 370 0.135 4,700 9,784 0.35 58 10 370 380 0.135 4,725 9,836 0.35 59 10 380 390 0.135 4,750 9,887 0.35 60 10 390 400 0.135 4,774 9,938 0.35 KEPCO & KHNP 36

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-4 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.135 4,798 9,988 0.35 62 10 410 420 0.135 4,821 10,037 0.35 63 10 420 430 0.135 4,845 10,085 0.35 64 10 430 440 0.135 4,867 10,132 0.35 65 10 440 450 0.135 4,890 10,178 0.35 Soft Rock 66 10 450 460 0.135 4,911 10,224 0.35 67 10 460 470 0.135 4,933 10,269 0.35 68 10 470 480 0.135 4,954 10,313 0.35 69 10 480 490 0.135 4,975 10,356 0.35 70 10 490 500 0.135 4,995 10,398 0.35 71 20 500 520 0.145 7,025 13,946 0.33 72 20 520 540 0.145 7,063 14,022 0.33 73 20 540 560 0.145 7,100 14,094 0.33 74 20 560 580 0.145 7,135 14,164 0.33 75 20 580 600 0.145 7,168 14,230 0.33 76 20 600 620 0.145 7,200 14,293 0.33 77 20 620 640 0.145 7,230 14,353 0.33 78 20 640 660 0.145 7,259 14,410 0.33 79 20 660 680 0.145 7,286 14,463 0.33 80 20 680 700 0.145 7,311 14,514 0.33 Rock 81 20 700 720 0.145 7,335 14,561 0.33 82 20 720 740 0.145 7,357 14,605 0.33 83 20 740 760 0.145 7,378 14,646 0.33 84 20 760 780 0.145 7,397 14,684 0.33 85 20 780 800 0.145 7,414 14,718 0.33 86 20 800 820 0.145 7,430 14,750 0.33 87 20 820 840 0.145 7,444 14,778 0.33 88 20 840 860 0.145 7,457 14,803 0.33 89 20 860 880 0.145 7,468 14,825 0.33 90 20 880 900 0.145 7,477 14,843 0.33 KEPCO & KHNP 37

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-4 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.145 7,485 14,859 0.33 92 20 920 940 0.145 7,491 14,871 0.33 93 20 940 960 0.145 7,496 14,880 0.33 Rock 94 20 960 980 0.145 7,499 14,886 0.33 95 20 980 1,000 0.145 7,500 14,889 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 38

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-5 (1 of 4)

Low-strain Soil Layers and Properties (Case S3)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.130 2,090 4,800 0.38 2 5 5 10 0.130 2,090 4,809 0.38 3 5 10 15 0.130 2,081 4,861 0.38 4 5 15 20 0.130 2,082 4,912 0.38 5 5 20 25 0.130 2,126 4,963 0.38 6 5 25 30 0.130 2,129 5,014 0.38 7 5 30 35 0.130 2,130 5,065 0.38 8 5 35 40 0.130 2,134 5,115 0.38 9 5 40 45 0.130 2,140 5,165 0.38 10 5 45 50 0.130 2,148 5,215 0.38 11 5 50 55 0.130 2,213 5,264 0.38 12 5 55 60 0.130 2,226 5,314 0.38 13 5 60 65 0.130 2,241 5,363 0.38 14 5 65 70 0.130 2,255 5,412 0.38 15 5 70 75 0.130 2,270 5,460 0.38 Sand 16 5 75 80 0.130 2,285 5,508 0.38 17 5 80 85 0.130 2,300 5,556 0.38 18 5 85 90 0.130 2,315 5,604 0.38 19 5 90 95 0.130 2,331 5,651 0.38 20 5 95 100 0.130 2,345 5,699 0.38 21 5 100 105 0.130 2,358 5,745 0.38 22 5 105 110 0.130 2,372 5,792 0.38 23 5 110 115 0.130 2,386 5,839 0.38 24 5 115 120 0.130 2,400 5,885 0.38 25 5 120 125 0.130 2,466 5,931 0.38 26 5 125 130 0.130 2,482 5,976 0.38 27 5 130 135 0.130 2,498 6,021 0.38 28 5 135 140 0.130 2,514 6,067 0.38 29 5 140 145 0.130 2,530 6,111 0.38 30 5 145 150 0.130 2,546 6,156 0.38 KEPCO & KHNP 39

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-5 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.130 2,562 6,200 0.38 32 5 155 160 0.130 2,578 6,244 0.38 33 5 160 165 0.130 2,594 6,288 0.38 34 5 165 170 0.130 2,609 6,332 0.38 35 5 170 175 0.130 2,624 6,375 0.38 Sand 36 5 175 180 0.130 2,640 6,418 0.38 37 5 180 185 0.130 2,655 6,461 0.38 38 5 185 190 0.130 2,670 6,503 0.38 39 5 190 195 0.130 2,685 6,545 0.38 40 5 195 200 0.130 2,700 6,587 0.38 41 10 200 210 0.135 4,860 10,160 0.38 42 10 210 220 0.135 4,893 10,235 0.38 43 10 220 230 0.135 4,926 10,309 0.38 44 10 230 240 0.135 4,959 10,383 0.38 45 10 240 250 0.135 4,991 10,455 0.38 46 10 250 260 0.135 5,023 10,527 0.38 47 10 260 270 0.135 5,055 10,598 0.38 48 10 270 280 0.135 5,087 10,667 0.38 49 10 280 290 0.135 5,117 10,736 0.38 50 10 290 300 0.135 5,147 10,804 0.38 Soft Rock 51 10 300 310 0.135 5,178 10,871 0.38 52 10 310 320 0.135 5,207 10,936 0.38 53 10 320 330 0.135 5,322 11,190 0.38 54 10 330 340 0.135 5,349 11,251 0.38 55 10 340 350 0.135 5,377 11,311 0.38 56 10 350 360 0.135 5,403 11,370 0.38 57 10 360 370 0.135 5,430 11,429 0.38 58 10 370 380 0.135 5,456 11,486 0.38 59 10 380 390 0.135 5,481 11,542 0.38 60 10 390 400 0.135 5,506 11,597 0.38 KEPCO & KHNP 40

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-5 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.135 5,530 11,652 0.38 62 10 410 420 0.135 5,554 11,705 0.38 63 10 420 430 0.135 5,577 11,757 0.38 64 10 430 440 0.135 5,601 11,809 0.38 65 10 440 450 0.135 5,624 11,859 0.38 Soft Rock 66 10 450 460 0.135 5,646 11,909 0.38 67 10 460 470 0.135 5,668 11,958 0.38 68 10 470 480 0.135 9,200 18,264 0.38 69 10 480 490 0.135 9,200 18,264 0.38 70 10 490 500 0.135 9,200 18,264 0.38 71 20 500 520 0.155 9,200 18,264 0.38 72 20 520 540 0.155 9,200 18,264 0.38 73 20 540 560 0.155 9,200 18,264 0.38 74 20 560 580 0.155 9,200 18,264 0.38 75 20 580 600 0.155 9,200 18,264 0.38 76 20 600 620 0.155 9,200 18,264 0.38 77 20 620 640 0.155 9,200 18,264 0.38 78 20 640 660 0.155 9,200 18,264 0.38 79 20 660 680 0.155 9,200 18,264 0.38 80 Rock 20 680 700 0.155 9,200 18,264 0.38 81 20 700 720 0.155 9,200 18,264 0.35 82 20 720 740 0.155 9,200 18,264 0.35 83 20 740 760 0.155 9,200 18,264 0.35 84 20 760 780 0.155 9,200 18,264 0.35 85 20 780 800 0.155 9,200 18,264 0.35 86 20 800 820 0.155 9,200 18,264 0.35 87 20 820 840 0.155 9,200 18,264 0.35 88 20 840 860 0.155 9,200 18,264 0.35 89 20 860 880 0.155 9,200 18,264 0.35 90 20 880 900 0.155 9,200 18,264 0.35 KEPCO & KHNP 41

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-5 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.155 9,200 18,264 0.35 92 20 920 940 0.155 9,200 18,264 0.35 93 20 940 960 0.155 9,200 18,264 0.35 Rock 94 20 960 980 0.155 9,200 18,264 0.35 95 20 980 1,000 0.155 9,200 18,264 0.35 96 1,000 0 0.155 9,200 18,264 0.35 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 42

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-6 (1 of 4)

Low-strain Soil Layers and Properties (Case S4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.130 1,820 4,137 0.38 2 5 5 10 0.130 1,840 4,182 0.38 3 5 10 15 0.130 1,860 4,227 0.38 4 5 15 20 0.130 1,879 4,272 0.38 5 5 20 25 0.130 1,899 4,316 0.38 6 5 25 30 0.130 1,918 4,360 0.38 7 5 30 35 0.130 1,938 4,404 0.38 8 5 35 40 0.130 1,957 4,448 0.38 9 5 40 45 0.130 1,976 4,491 0.38 10 5 45 50 0.130 1,995 4,535 0.38 Sand 11 5 50 55 0.130 2,014 4,578 0.38 12 5 55 60 0.130 2,033 4,621 0.38 13 5 60 65 0.130 2,052 4,663 0.38 14 5 65 70 0.130 2,070 4,706 0.38 15 5 70 75 0.130 2,089 4,748 0.38 16 5 75 80 0.130 2,107 4,790 0.38 17 5 80 85 0.130 2,126 4,831 0.38 18 5 85 90 0.130 2,144 4,873 0.38 19 5 90 95 0.130 2,162 4,914 0.38 20 5 95 100 0.130 2,180 4,955 0.38 21 5 100 105 0.135 3,898 8,114 0.35 22 5 105 110 0.135 3,916 8,151 0.35 23 5 110 115 0.135 3,934 8,188 0.35 24 5 115 120 0.135 3,951 8,225 0.35 25 5 120 125 0.135 3,969 8,262 0.35 Soft Rock 26 5 125 130 0.135 3,986 8,298 0.35 27 5 130 135 0.135 4,004 8,334 0.35 28 5 135 140 0.135 4,021 8,370 0.35 29 5 140 145 0.135 4,038 8,406 0.35 30 5 145 150 0.135 4,055 8,441 0.35 KEPCO & KHNP 43

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-6 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.135 4,072 8,476 0.35 32 5 155 160 0.135 4,089 8,512 0.35 33 5 160 165 0.135 4,106 8,546 0.35 34 5 165 170 0.135 4,122 8,581 0.35 35 5 170 175 0.135 4,139 8,616 0.35 Soft Rock 36 5 175 180 0.135 4,155 8,650 0.35 37 5 180 185 0.135 4,172 8,684 0.35 38 5 185 190 0.135 4,188 8,718 0.35 39 5 190 195 0.135 4,204 8,751 0.35 40 5 195 200 0.135 4,220 8,785 0.35 41 10 200 210 0.145 6,244 12,396 0.33 42 10 210 220 0.145 6,275 12,458 0.33 43 10 220 230 0.145 6,307 12,520 0.33 44 10 230 240 0.145 6,337 12,581 0.33 45 10 240 250 0.145 6,368 12,641 0.33 46 10 250 260 0.145 6,397 12,700 0.33 47 10 260 270 0.145 6,427 12,759 0.33 48 10 270 280 0.145 6,456 12,817 0.33 49 10 280 290 0.145 6,485 12,874 0.33 50 10 290 300 0.145 6,513 12,930 0.33 Rock 51 10 300 310 0.145 6,541 12,985 0.33 52 10 310 320 0.145 6,568 13,040 0.33 53 10 320 330 0.145 6,596 13,094 0.33 54 10 330 340 0.145 6,622 13,147 0.33 55 10 340 350 0.145 6,649 13,199 0.33 56 10 350 360 0.145 6,674 13,250 0.33 57 10 360 370 0.145 6,700 13,301 0.33 58 10 370 380 0.145 6,725 13,351 0.33 59 10 380 390 0.145 6,750 13,400 0.33 60 10 390 400 0.145 6,774 13,448 0.33 KEPCO & KHNP 44

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-6 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.145 6,798 13,495 0.33 62 10 410 420 0.145 6,821 13,542 0.33 63 10 420 430 0.145 6,845 13,588 0.33 64 10 430 440 0.145 6,867 13,633 0.33 65 10 440 450 0.145 6,890 13,677 0.33 66 10 450 460 0.145 6,911 13,721 0.33 67 10 460 470 0.145 6,933 13,763 0.33 68 10 470 480 0.145 6,954 13,805 0.33 69 10 480 490 0.145 6,975 13,846 0.33 70 10 490 500 0.145 6,995 13,887 0.33 71 20 500 520 0.155 9,200 18,264 0.33 72 20 520 540 0.155 9,200 18,264 0.33 73 20 540 560 0.155 9,200 18,264 0.33 74 20 560 580 0.155 9,200 18,264 0.33 75 Rock 20 580 600 0.155 9,200 18,264 0.33 76 20 600 620 0.155 9,200 18,264 0.33 77 20 620 640 0.155 9,200 18,264 0.33 78 20 640 660 0.155 9,200 18,264 0.33 79 20 660 680 0.155 9,200 18,264 0.33 80 20 680 700 0.155 9,200 18,264 0.33 81 20 700 720 0.155 9,200 18,264 0.33 82 20 720 740 0.155 9,200 18,264 0.33 83 20 740 760 0.155 9,200 18,264 0.33 84 20 760 780 0.155 9,200 18,264 0.33 85 20 780 800 0.155 9,200 18,264 0.33 86 20 800 820 0.155 9,200 18,264 0.33 87 20 820 840 0.155 9,200 18,264 0.33 88 20 840 860 0.155 9,200 18,264 0.33 89 20 860 880 0.155 9,200 18,264 0.33 90 20 880 900 0.155 9,200 18,264 0.33 KEPCO & KHNP 45

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-6 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.155 9,200 18,264 0.33 92 20 920 940 0.155 9,200 18,264 0.33 93 20 940 960 0.155 9,200 18,264 0.33 Rock 94 20 960 980 0.155 9,200 18,264 0.33 95 20 980 1,000 0.155 9,200 18,264 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 46

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-7 Deleted KEPCO & KHNP 47

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-8 (1 of 4)

Low-strain Soil Layers and Properties (Case S6)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.130 2,093 4,757 0.38 2 5 5 10 0.130 2,116 4,809 0.38 3 5 10 15 0.130 2,139 4,861 0.38 4 5 15 20 0.130 2,161 4,912 0.38 5 5 20 25 0.130 2,184 4,963 0.38 Sand 6 5 25 30 0.130 2,206 5,014 0.38 7 5 30 35 0.130 2,228 5,065 0.38 8 5 35 40 0.130 2,250 5,115 0.38 9 5 40 45 0.130 2,272 5,165 0.38 10 5 45 50 0.130 2,294 5,215 0.38 11 5 50 55 0.135 4,271 8,891 0.35 12 5 55 60 0.135 4,293 8,936 0.35 13 5 60 65 0.135 4,314 8,981 0.35 14 5 65 70 0.135 4,336 9,026 0.35 15 5 70 75 0.135 4,357 9,070 0.35 16 5 75 80 0.135 4,378 9,114 0.35 17 5 80 85 0.135 4,399 9,158 0.35 18 5 85 90 0.135 4,420 9,202 0.35 19 5 90 95 0.135 4,441 9,245 0.35 20 Soft 5 95 100 0.135 4,462 9,288 0.35 21 Rock 5 100 105 0.135 4,483 9,331 0.35 22 5 105 110 0.135 4,503 9,374 0.35 23 5 110 115 0.135 4,524 9,417 0.35 24 5 115 120 0.135 4,544 9,459 0.35 25 5 120 125 0.135 4,564 9,501 0.35 26 5 125 130 0.135 4,584 9,543 0.35 27 5 130 135 0.135 4,604 9,584 0.35 28 5 135 140 0.135 4,624 9,626 0.35 29 5 140 145 0.135 4,644 9,667 0.35 30 5 145 150 0.135 4,663 9,707 0.35 KEPCO & KHNP 48

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-8 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.135 4,683 9,748 0.35 32 5 155 160 0.135 4,702 9,788 0.35 33 5 160 165 0.135 4,721 9,828 0.35 34 5 165 170 0.135 4,741 9,868 0.35 35 5 170 175 0.135 4,760 9,908 0.35 Soft Rock 36 5 175 180 0.135 4,779 9,947 0.35 37 5 180 185 0.135 4,797 9,986 0.35 38 5 185 190 0.135 4,816 10,025 0.35 39 5 190 195 0.135 4,835 10,064 0.35 40 5 195 200 0.135 4,853 10,102 0.35 41 10 200 210 0.155 9,200 18,264 0.33 42 10 210 220 0.155 9,200 18,264 0.33 43 10 220 230 0.155 9,200 18,264 0.33 44 10 230 240 0.155 9,200 18,264 0.33 45 10 240 250 0.155 9,200 18,264 0.33 46 10 250 260 0.155 9,200 18,264 0.33 47 10 260 270 0.155 9,200 18,264 0.33 48 10 270 280 0.155 9,200 18,264 0.33 49 10 280 290 0.155 9,200 18,264 0.33 50 10 290 300 0.155 9,200 18,264 0.33 Rock 51 10 300 310 0.155 9,200 18,264 0.33 52 10 310 320 0.155 9,200 18,264 0.33 53 10 320 330 0.155 9,200 18,264 0.33 54 10 330 340 0.155 9,200 18,264 0.33 55 10 340 350 0.155 9,200 18,264 0.33 56 10 350 360 0.155 9,200 18,264 0.33 57 10 360 370 0.155 9,200 18,264 0.33 58 10 370 380 0.155 9,200 18,264 0.33 59 10 380 390 0.155 9,200 18,264 0.33 60 10 390 400 0.155 9,200 18,264 0.33 KEPCO & KHNP 49

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-8 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.155 9,200 18,264 0.33 62 10 410 420 0.155 9,200 18,264 0.33 63 10 420 430 0.155 9,200 18,264 0.33 64 10 430 440 0.155 9,200 18,264 0.33 65 10 440 450 0.155 9,200 18,264 0.33 Rock 66 10 450 460 0.155 9,200 18,264 0.33 67 10 460 470 0.155 9,200 18,264 0.33 68 10 470 480 0.155 9,200 18,264 0.33 69 10 480 490 0.155 9,200 18,264 0.33 70 10 490 500 0.155 9,200 18,264 0.33 71 20 500 520 0.155 9,200 18,264 0.33 72 20 520 540 0.155 9,200 18,264 0.33 73 20 540 560 0.155 9,200 18,264 0.33 74 20 560 580 0.155 9,200 18,264 0.33 75 20 580 600 0.155 9,200 18,264 0.33 76 20 600 620 0.155 9,200 18,264 0.33 77 20 620 640 0.155 9,200 18,264 0.33 78 20 640 660 0.155 9,200 18,264 0.33 79 20 660 680 0.155 9,200 18,264 0.33 80 20 680 700 0.155 9,200 18,264 0.33 Rock 81 20 700 720 0.155 9,200 18,264 0.33 82 20 720 740 0.155 9,200 18,264 0.33 83 20 740 760 0.155 9,200 18,264 0.33 84 20 760 780 0.155 9,200 18,264 0.33 85 20 780 800 0.155 9,200 18,264 0.33 86 20 800 820 0.155 9,200 18,264 0.33 87 20 820 840 0.155 9,200 18,264 0.33 88 20 840 860 0.155 9,200 18,264 0.33 89 20 860 880 0.155 9,200 18,264 0.33 90 20 880 900 0.155 9,200 18,264 0.33 KEPCO & KHNP 50

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-8 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.155 9,200 18,264 0.33 92 20 920 940 0.155 9,200 18,264 0.33 93 20 940 960 0.155 9,200 18,264 0.33 Rock 94 20 960 980 0.155 9,200 18,264 0.33 95 20 980 1,000 0.155 9,200 18,264 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 51

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-9 (1 of 4)

Low-strain Soil Layers and Properties (Case S7)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.130 1,820 4,137 0.38 2 5 5 10 0.130 1,840 4,182 0.38 3 5 10 15 0.130 1,860 4,227 0.38 4 5 15 20 0.130 1,879 4,272 0.38 5 5 20 25 0.130 1,899 4,316 0.38 Sand 6 5 25 30 0.130 1,918 4,360 0.38 7 5 30 35 0.130 1,938 4,404 0.38 8 5 35 40 0.130 1,957 4,448 0.38 9 5 40 45 0.130 1,976 4,491 0.38 10 5 45 50 0.130 1,995 4,535 0.38 11 5 50 55 0.135 3,714 7,731 0.35 12 5 55 60 0.135 3,733 7,770 0.35 13 5 60 65 0.135 3,752 7,810 0.35 14 5 65 70 0.135 3,770 7,848 0.35 15 Soft 5 70 75 0.135 3,789 7,887 0.35 16 Rock 5 75 80 0.135 3,807 7,925 0.35 17 5 80 85 0.135 3,826 7,964 0.35 18 5 85 90 0.135 3,844 8,002 0.35 19 5 90 95 0.135 3,862 8,039 0.35 20 5 95 100 0.135 3,880 8,077 0.35 21 5 100 105 0.145 5,898 11,709 0.33 22 5 105 110 0.145 5,916 11,744 0.33 23 5 110 115 0.145 5,934 11,780 0.33 24 5 115 120 0.145 5,951 11,815 0.33 25 5 120 125 0.145 5,969 11,849 0.33 Rock 26 5 125 130 0.145 5,986 11,884 0.33 27 5 130 135 0.145 6,004 11,919 0.33 28 5 135 140 0.145 6,021 11,953 0.33 29 5 140 145 0.145 6,038 11,987 0.33 30 5 145 150 0.145 6,055 12,021 0.33 KEPCO & KHNP 52

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-9 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.145 6,072 12,054 0.33 32 5 155 160 0.145 6,089 12,088 0.33 33 5 160 165 0.145 6,106 12,121 0.33 34 5 165 170 0.145 6,122 12,154 0.33 35 5 170 175 0.145 6,139 12,187 0.33 36 5 175 180 0.145 6,155 12,220 0.33 37 5 180 185 0.145 6,172 12,252 0.33 38 5 185 190 0.145 6,188 12,284 0.33 39 5 190 195 0.145 6,204 12,316 0.33 40 5 195 200 0.145 6,220 12,348 0.33 41 10 200 210 0.155 9,200 18,264 0.33 42 10 210 220 0.155 9,200 18,264 0.33 43 10 220 230 0.155 9,200 18,264 0.33 44 10 230 240 0.155 9,200 18,264 0.33 45 10 240 250 0.155 9,200 18,264 0.33 Rock 46 10 250 260 0.155 9,200 18,264 0.33 47 10 260 270 0.155 9,200 18,264 0.33 48 10 270 280 0.155 9,200 18,264 0.33 49 10 280 290 0.155 9,200 18,264 0.33 50 10 290 300 0.155 9,200 18,264 0.33 51 10 300 310 0.155 9,200 18,264 0.33 52 10 310 320 0.155 9,200 18,264 0.33 53 10 320 330 0.155 9,200 18,264 0.33 54 10 330 340 0.155 9,200 18,264 0.33 55 10 340 350 0.155 9,200 18,264 0.33 56 10 350 360 0.155 9,200 18,264 0.33 57 10 360 370 0.155 9,200 18,264 0.33 58 10 370 380 0.155 9,200 18,264 0.33 59 10 380 390 0.155 9,200 18,264 0.33 60 10 390 400 0.155 9,200 18,264 0.33 KEPCO & KHNP 53

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-9 (3 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 61 10 400 410 0.155 9,200 18,264 0.33 62 10 410 420 0.155 9,200 18,264 0.33 63 10 420 430 0.155 9,200 18,264 0.33 64 10 430 440 0.155 9,200 18,264 0.33 65 10 440 450 0.155 9,200 18,264 0.33 66 10 450 460 0.155 9,200 18,264 0.33 67 10 460 470 0.155 9,200 18,264 0.33 68 10 470 480 0.155 9,200 18,264 0.33 69 10 480 490 0.155 9,200 18,264 0.33 70 10 490 500 0.155 9,200 18,264 0.33 71 20 500 520 0.155 9,200 18,264 0.33 72 20 520 540 0.155 9,200 18,264 0.33 73 20 540 560 0.155 9,200 18,264 0.33 74 20 560 580 0.155 9,200 18,264 0.33 75 Rock 20 580 600 0.155 9,200 18,264 0.33 76 20 600 620 0.155 9,200 18,264 0.33 77 20 620 640 0.155 9,200 18,264 0.33 78 20 640 660 0.155 9,200 18,264 0.33 79 20 660 680 0.155 9,200 18,264 0.33 80 20 680 700 0.155 9,200 18,264 0.33 81 20 700 720 0.155 9,200 18,264 0.33 82 20 720 740 0.155 9,200 18,264 0.33 83 20 740 760 0.155 9,200 18,264 0.33 84 20 760 780 0.155 9,200 18,264 0.33 85 20 780 800 0.155 9,200 18,264 0.33 86 20 800 820 0.155 9,200 18,264 0.33 87 20 820 840 0.155 9,200 18,264 0.33 88 20 840 860 0.155 9,200 18,264 0.33 89 20 860 880 0.155 9,200 18,264 0.33 90 20 880 900 0.155 9,200 18,264 0.33 KEPCO & KHNP 54

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-9 (4 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 91 20 900 920 0.155 9,200 18,264 0.33 92 20 920 940 0.155 9,200 18,264 0.33 93 Rock 20 940 960 0.155 9,200 18,264 0.33 94 20 960 980 0.155 9,200 18,264 0.33 95 20 980 1,000 0.155 9,200 18,264 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 55

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-10 (1 of 4)

Low-strain Soil Layers and Properties (Case S8)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.145 6,348 12,602 0.33 2 5 5 10 0.145 6,371 12,648 0.33 3 5 10 15 0.145 6,394 12,693 0.33 4 5 15 20 0.145 6,416 12,738 0.33 5 5 20 25 0.145 6,439 12,782 0.33 6 5 25 30 0.145 6,461 12,827 0.33 7 5 30 35 0.145 6,483 12,871 0.33 8 5 35 40 0.145 6,505 12,915 0.33 9 5 40 45 0.145 6,527 12,958 0.33 10 5 45 50 0.145 6,549 13,002 0.33 11 5 50 55 0.145 6,571 13,045 0.33 12 5 55 60 0.145 6,593 13,088 0.33 13 5 60 65 0.145 6,614 13,131 0.33 14 5 65 70 0.145 6,636 13,174 0.33 15 5 70 75 0.145 6,657 13,216 0.33 Rock 16 5 75 80 0.145 6,678 13,258 0.33 17 5 80 85 0.145 6,699 13,300 0.33 18 5 85 90 0.145 6,720 13,342 0.33 19 5 90 95 0.145 6,741 13,383 0.33 20 5 95 100 0.145 6,762 13,424 0.33 21 5 100 105 0.145 6,783 13,465 0.33 22 5 105 110 0.145 6,803 13,506 0.33 23 5 110 115 0.145 6,824 13,546 0.33 24 5 115 120 0.145 6,844 13,587 0.33 25 5 120 125 0.145 6,864 13,627 0.33 26 5 125 130 0.145 6,884 13,667 0.33 27 5 130 135 0.145 6,904 13,706 0.33 28 5 135 140 0.145 6,924 13,746 0.33 29 5 140 145 0.145 6,944 13,785 0.33 30 5 145 150 0.145 6,963 13,824 0.33 KEPCO & KHNP 56

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-10 (2 of 4)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 31 5 150 155 0.145 6,983 13,862 0.33 32 5 155 160 0.145 7,002 13,901 0.33 33 5 160 165 0.145 7,021 13,939 0.33 34 5 165 170 0.145 7,041 13,977 0.33 35 5 170 175 0.145 7,060 14,015 0.33 36 5 175 180 0.145 7,079 14,053 0.33 37 5 180 185 0.145 7,097 14,090 0.33 38 5 185 190 0.145 7,116 14,127 0.33 39 5 190 195 0.145 7,135 14,164 0.33 40 5 195 200 0.145 7,153 14,200 0.33 41 10 200 210 0.155 9,200 18,264 0.33 42 10 210 220 0.155 9,200 18,264 0.33 43 10 220 230 0.155 9,200 18,264 0.33 44 10 230 240 0.155 9,200 18,264 0.33 45 10 240 250 0.155 9,200 18,264 0.33 Rock 46 10 250 260 0.155 9,200 18,264 0.33 47 10 260 270 0.155 9,200 18,264 0.33 48 10 270 280 0.155 9,200 18,264 0.33 49 10 280 290 0.155 9,200 18,264 0.33 50 10 290 300 0.155 9,200 18,264 0.33 51 10 300 310 0.155 9,200 18,264 0.33 52 10 310 320 0.155 9,200 18,264 0.33 53 10 320 330 0.155 9,200 18,264 0.33 54 10 330 340 0.155 9,200 18,264 0.33 55 10 340 350 0.155 9,200 18,264 0.33 56 10 350 360 0.155 9,200 18,264 0.33 57 10 360 370 0.155 9,200 18,264 0.33 58 10 370 380 0.155 9,200 18,264 0.33 59 10 380 390 0.155 9,200 18,264 0.33 60 10 390 400 0.155 9,200 18,264 0.33 KEPCO & KHNP 57

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-10 (3 of 4)

Shear Compression Depth Depth Weight Wave Wave Layer Soil Thickness Layer Layer Poisson's Density Velocity Velocity No. Type (ft) Top Bottom 1) Ratio (kcf) Vs Vp (ft) (ft)

(fps) (fps) 61 10 400 410 0.155 9,200 18,264 0.33 62 10 410 420 0.155 9,200 18,264 0.33 63 10 420 430 0.155 9,200 18,264 0.33 64 10 430 440 0.155 9,200 18,264 0.33 65 10 440 450 0.155 9,200 18,264 0.33 66 10 450 460 0.155 9,200 18,264 0.33 67 10 460 470 0.155 9,200 18,264 0.33 68 10 470 480 0.155 9,200 18,264 0.33 69 10 480 490 0.155 9,200 18,264 0.33 70 10 490 500 0.155 9,200 18,264 0.33 71 20 500 520 0.155 9,200 18,264 0.33 72 20 520 540 0.155 9,200 18,264 0.33 73 20 540 560 0.155 9,200 18,264 0.33 74 20 560 580 0.155 9,200 18,264 0.33 75 Rock 20 580 600 0.155 9,200 18,264 0.33 76 20 600 620 0.155 9,200 18,264 0.33 77 20 620 640 0.155 9,200 18,264 0.33 78 20 640 660 0.155 9,200 18,264 0.33 79 20 660 680 0.155 9,200 18,264 0.33 80 20 680 700 0.155 9,200 18,264 0.33 81 20 700 720 0.155 9,200 18,264 0.33 82 20 720 740 0.155 9,200 18,264 0.33 83 20 740 760 0.155 9,200 18,264 0.33 84 20 760 780 0.155 9,200 18,264 0.33 85 20 780 800 0.155 9,200 18,264 0.33 86 20 800 820 0.155 9,200 18,264 0.33 87 20 820 840 0.155 9,200 18,264 0.33 88 20 840 860 0.155 9,200 18,264 0.33 89 20 860 880 0.155 9,200 18,264 0.33 90 20 880 900 0.155 9,200 18,264 0.33 KEPCO & KHNP 58

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-10 (4 of 4)

Shear Compression Depth Depth Weight Wave Wave Layer Soil Thickness Layer Layer Poisson's Density Velocity Velocity No. Type (ft) Top Bottom 1) Ratio (kcf) Vs Vp (ft) (ft)

(fps) (fps) 91 20 900 920 0.155 9,200 18,264 0.33 92 20 920 940 0.155 9,200 18,264 0.33 93 Rock 20 940 960 0.155 9,200 18,264 0.33 94 20 960 980 0.155 9,200 18,264 0.33 95 20 980 1,000 0.155 9,200 18,264 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 59

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-11 (1 of 4)

Low-strain Soil Layers and Properties (Case S9)

Compression Depth Depth Shear Wave Weight Wave Layer Soil Thickness Layer Layer Velocity Poisson's Density Velocity No. Type (ft) Top Bottom Vs 1) Ratio (kcf) Vp (ft) (ft) (fps)

(fps) 1 5 0 5 0.145 4,692 9,315 0.33 2 5 5 10 0.145 4,709 9,348 0.33 3 5 10 15 0.145 4,726 9,382 0.33 4 5 15 20 0.145 4,742 9,415 0.33 5 5 20 25 0.145 4,759 9,448 0.33 6 5 25 30 0.145 4,776 9,481 0.33 7 5 30 35 0.145 4,792 9,513 0.33 8 5 35 40 0.145 4,808 9,546 0.33 9 5 40 45 0.145 4,825 9,578 0.33 10 5 45 50 0.145 4,841 9,610 0.33 11 5 50 55 0.145 4,857 9,642 0.33 12 5 55 60 0.145 4,873 9,674 0.33 13 5 60 65 0.145 4,889 9,706 0.33 14 5 65 70 0.145 4,905 9,737 0.33 15 5 70 75 0.145 4,920 9,768 0.33 Rock 16 5 75 80 0.145 4,936 9,799 0.33 17 5 80 85 0.145 4,952 9,830 0.33 18 5 85 90 0.145 4,967 9,861 0.33 19 5 90 95 0.145 4,983 9,892 0.33 20 5 95 100 0.145 4,998 9,922 0.33 21 5 100 105 0.155 9,200 18,264 0.33 22 5 105 110 0.155 9,200 18,264 0.33 23 5 110 115 0.155 9,200 18,264 0.33 24 5 115 120 0.155 9,200 18,264 0.33 25 5 120 125 0.155 9,200 18,264 0.33 26 5 125 130 0.155 9,200 18,264 0.33 27 5 130 135 0.155 9,200 18,264 0.33 28 5 135 140 0.155 9,200 18,264 0.33 29 5 140 145 0.155 9,200 18,264 0.33 30 5 145 150 0.155 9,200 18,264 0.33 KEPCO & KHNP 60

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-11 (2 of 4)

Shear Compression Depth Depth Weight Wave Wave Layer Soil Thickness Layer Layer Poisson's Density Velocity Velocity No. Type (ft) Top Bottom 1) Ratio (kcf) Vs Vp (ft) (ft)

(fps) (fps) 31 5 150 155 0.155 9,200 18,264 0.33 32 5 155 160 0.155 9,200 18,264 0.33 33 5 160 165 0.155 9,200 18,264 0.33 34 5 165 170 0.155 9,200 18,264 0.33 35 5 170 175 0.155 9,200 18,264 0.33 36 5 175 180 0.155 9,200 18,264 0.33 37 5 180 185 0.155 9,200 18,264 0.33 38 5 185 190 0.155 9,200 18,264 0.33 39 5 190 195 0.155 9,200 18,264 0.33 40 5 195 200 0.155 9,200 18,264 0.33 41 10 200 210 0.155 9,200 18,264 0.33 42 10 210 220 0.155 9,200 18,264 0.33 43 10 220 230 0.155 9,200 18,264 0.33 44 10 230 240 0.155 9,200 18,264 0.33 45 10 240 250 0.155 9,200 18,264 0.33 Rock 46 10 250 260 0.155 9,200 18,264 0.33 47 10 260 270 0.155 9,200 18,264 0.33 48 10 270 280 0.155 9,200 18,264 0.33 49 10 280 290 0.155 9,200 18,264 0.33 50 10 290 300 0.155 9,200 18,264 0.33 51 10 300 310 0.155 9,200 18,264 0.33 52 10 310 320 0.155 9,200 18,264 0.33 53 10 320 330 0.155 9,200 18,264 0.33 54 10 330 340 0.155 9,200 18,264 0.33 55 10 340 350 0.155 9,200 18,264 0.33 56 10 350 360 0.155 9,200 18,264 0.33 57 10 360 370 0.155 9,200 18,264 0.33 58 10 370 380 0.155 9,200 18,264 0.33 59 10 380 390 0.155 9,200 18,264 0.33 60 10 390 400 0.155 9,200 18,264 0.33 KEPCO & KHNP 61

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-11 (3 of 4)

Shear Compression Depth Depth Weight Wave Wave Layer Soil Thickness Layer Layer Poisson's Density Velocity Velocity No. Type (ft) Top Bottom 1) Ratio (kcf) Vs Vp (ft) (ft)

(fps) (fps) 61 10 400 410 0.155 9,200 18,264 0.33 62 10 410 420 0.155 9,200 18,264 0.33 63 10 420 430 0.155 9,200 18,264 0.33 64 10 430 440 0.155 9,200 18,264 0.33 65 10 440 450 0.155 9,200 18,264 0.33 66 10 450 460 0.155 9,200 18,264 0.33 67 10 460 470 0.155 9,200 18,264 0.33 68 10 470 480 0.155 9,200 18,264 0.33 69 10 480 490 0.155 9,200 18,264 0.33 70 10 490 500 0.155 9,200 18,264 0.33 71 20 500 520 0.155 9,200 18,264 0.33 72 20 520 540 0.155 9,200 18,264 0.33 73 20 540 560 0.155 9,200 18,264 0.33 74 20 560 580 0.155 9,200 18,264 0.33 75 20 580 600 0.155 9,200 18,264 0.33 Rock 76 20 600 620 0.155 9,200 18,264 0.33 77 20 620 640 0.155 9,200 18,264 0.33 78 20 640 660 0.155 9,200 18,264 0.33 79 20 660 680 0.155 9,200 18,264 0.33 80 20 680 700 0.155 9,200 18,264 0.33 81 20 700 720 0.155 9,200 18,264 0.33 82 20 720 740 0.155 9,200 18,264 0.33 83 20 740 760 0.155 9,200 18,264 0.33 84 20 760 780 0.155 9,200 18,264 0.33 85 20 780 800 0.155 9,200 18,264 0.33 86 20 800 820 0.155 9,200 18,264 0.33 87 20 820 840 0.155 9,200 18,264 0.33 88 20 840 860 0.155 9,200 18,264 0.33 89 20 860 880 0.155 9,200 18,264 0.33 90 20 880 900 0.155 9,200 18,264 0.33 KEPCO & KHNP 62

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-11 (4 of 4)

Shear Compression Depth Depth Weight Wave Wave Layer Soil Thickness Layer Layer Poisson's Density Velocity Velocity No. Type (ft) Top Bottom 1) Ratio (kcf) Vs Vp (ft) (ft)

(fps) (fps) 91 20 900 920 0.155 9,200 18,264 0.33 92 20 920 940 0.155 9,200 18,264 0.33 93 20 940 960 0.155 9,200 18,264 0.33 Rock 94 20 960 980 0.155 9,200 18,264 0.33 95 20 980 1,000 0.155 9,200 18,264 0.33 96 1,000 0 0.155 9,200 18,264 0.33 Note

1) The values of compression wave velocity, Vp, are for unsaturated soil.

If the soil is saturated, a minimum compression wave velocity of 4,800 ft/sec (the speed of sound in water) is used.

KEPCO & KHNP 63

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-12 (1 of 4)

Generic Soil Properties (Case S1)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.125 0.020 1,155 4,800 0.47 2 5 0.125 0.031 1,132 4,800 0.47 3 5 0.125 0.041 1,102 4,800 0.47 4 5 0.125 0.048 1,087 4,800 0.47 5 5 0.125 0.037 1,142 4,800 0.47 6 5 0.125 0.042 1,138 4,800 0.47 7 5 0.125 0.046 1,138 4,800 0.47 8 5 0.125 0.050 1,141 4,800 0.47 9 5 0.125 0.053 1,144 4,800 0.47 10 5 0.125 0.056 1,149 4,800 0.47 11 5 0.125 0.043 1,224 4,800 0.47 12 5 0.125 0.044 1,234 4,800 0.46 13 5 0.125 0.046 1,246 4,800 0.46 14 5 0.125 0.047 1,257 4,800 0.46 15 5 0.125 0.047 1,271 4,800 0.46 Sand 16 5 0.125 0.048 1,285 4,800 0.46 17 5 0.125 0.048 1,299 4,800 0.46 18 5 0.125 0.049 1,314 4,800 0.46 19 5 0.125 0.050 1,328 4,800 0.46 20 5 0.125 0.050 1,342 4,800 0.46 21 5 0.125 0.050 1,357 4,800 0.46 22 5 0.125 0.051 1,373 4,800 0.46 23 5 0.125 0.051 1,389 4,800 0.45 24 5 0.125 0.051 1,406 4,800 0.45 25 5 0.125 0.039 1,489 4,800 0.45 26 5 0.125 0.039 1,506 4,800 0.45 27 5 0.125 0.039 1,523 4,800 0.44 28 5 0.125 0.039 1,540 4,800 0.44 29 5 0.125 0.039 1,556 4,800 0.44 30 5 0.125 0.039 1,573 4,800 0.44 KEPCO & KHNP 64

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-12 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.125 0.039 1,590 4,800 0.44 32 5 0.125 0.039 1,608 4,800 0.44 33 5 0.125 0.039 1,625 4,800 0.44 34 5 0.125 0.039 1,642 4,800 0.43 35 5 0.125 0.039 1,659 4,800 0.43 36 5 0.125 0.039 1,676 4,800 0.43 37 5 0.125 0.039 1,692 4,800 0.43 38 5 0.125 0.039 1,709 4,800 0.43 39 5 0.125 0.039 1,725 4,800 0.43 40 5 0.125 0.039 1,742 4,845 0.43 41 10 0.130 0.022 2,780 6,650 0.39 42 10 0.130 0.022 2,814 6,732 0.39 43 10 0.130 0.022 2,845 6,813 0.39 44 10 0.130 0.023 2,876 6,894 0.39 45 10 0.130 0.023 2,907 6,973 0.39 Sand 46 10 0.130 0.018 2,992 7,051 0.39 47 10 0.130 0.019 3,022 7,128 0.39 48 10 0.130 0.019 3,053 7,204 0.39 49 10 0.130 0.019 3,083 7,279 0.39 50 10 0.130 0.019 3,113 7,353 0.39 51 10 0.130 0.019 3,142 7,426 0.39 52 10 0.130 0.019 3,172 7,498 0.39 53 10 0.130 0.019 3,200 7,569 0.39 54 10 0.130 0.019 3,229 7,639 0.39 55 10 0.130 0.019 3,258 7,707 0.39 56 10 0.130 0.019 3,286 7,775 0.39 57 10 0.130 0.019 3,314 7,842 0.39 58 10 0.130 0.019 3,342 7,907 0.39 59 10 0.130 0.019 3,369 7,972 0.39 60 10 0.130 0.019 3,396 8,035 0.39 KEPCO & KHNP 65

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-12 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.130 0.019 3,423 8,098 0.39 62 10 0.130 0.019 3,449 8,159 0.39 63 10 0.130 0.019 3,475 8,220 0.39 64 10 0.130 0.019 3,501 8,279 0.39 65 10 0.130 0.019 3,526 8,337 0.39 Sand 66 10 0.130 0.019 3,550 8,395 0.39 67 10 0.130 0.019 3,574 8,451 0.39 68 10 0.130 0.019 3,598 8,506 0.39 69 10 0.130 0.019 3,621 8,560 0.39 70 10 0.130 0.019 3,644 8,613 0.39 71 20 0.135 0.035 5,748 12,029 0.35 72 20 0.135 0.035 5,792 12,120 0.35 73 20 0.135 0.035 5,833 12,208 0.35 74 20 0.135 0.035 5,872 12,292 0.35 75 20 0.135 0.035 5,909 12,372 0.35 76 20 0.135 0.035 5,944 12,448 0.35 77 20 0.135 0.035 5,978 12,520 0.35 78 20 0.135 0.035 6,009 12,588 0.35 79 20 0.135 0.035 6,038 12,653 0.35 80 Soft 20 0.135 0.035 6,066 12,714 0.35 Rock 81 20 0.135 0.035 6,092 12,771 0.35 82 20 0.135 0.035 6,115 12,824 0.35 83 20 0.135 0.035 6,136 12,873 0.35 84 20 0.135 0.036 6,157 12,919 0.35 85 20 0.135 0.036 6,175 12,960 0.35 86 20 0.135 0.036 6,191 12,998 0.35 87 20 0.135 0.036 6,206 13,032 0.35 88 20 0.135 0.036 6,218 13,062 0.35 89 20 0.135 0.036 6,229 13,089 0.35 90 20 0.135 0.036 6,238 13,111 0.35 KEPCO & KHNP 66

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-12 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.135 0.036 6,245 13,130 0.35 92 20 0.135 0.036 6,251 13,145 0.35 Soft 93 20 0.135 0.036 6,254 13,156 0.35 Rock 94 20 0.135 0.036 6,256 13,163 0.35 95 20 0.135 0.037 6,255 13,166 0.35 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 67

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-13 (1 of 4)

Generic Soil Properties (Case S2)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.125 0.022 996 4,800 0.48 2 5 0.125 0.037 958 4,800 0.48 3 5 0.125 0.048 930 4,800 0.48 4 5 0.125 0.059 902 4,800 0.48 5 5 0.125 0.047 954 4,800 0.48 6 5 0.125 0.052 950 4,800 0.48 7 5 0.125 0.056 948 4,800 0.48 8 5 0.125 0.061 947 4,800 0.48 9 5 0.125 0.064 948 4,800 0.48 10 5 0.125 0.067 950 4,800 0.48 11 5 0.125 0.051 1,025 4,800 0.48 12 5 0.125 0.052 1,034 4,800 0.48 13 5 0.125 0.053 1,044 4,800 0.48 14 5 0.125 0.054 1,054 4,800 0.47 15 5 0.125 0.055 1,065 4,800 0.47 Sand 16 5 0.125 0.056 1,075 4,800 0.47 17 5 0.125 0.057 1,086 4,800 0.47 18 5 0.125 0.057 1,098 4,800 0.47 19 5 0.125 0.058 1,110 4,800 0.47 20 5 0.125 0.059 1,123 4,800 0.47 21 5 0.125 0.029 2,044 4,996 0.40 22 5 0.125 0.030 2,055 5,037 0.40 23 5 0.125 0.031 2,065 5,077 0.40 24 5 0.125 0.031 2,074 5,117 0.40 25 5 0.125 0.024 2,134 5,157 0.40 26 5 0.125 0.025 2,147 5,197 0.40 27 5 0.125 0.025 2,160 5,236 0.40 28 5 0.125 0.025 2,174 5,275 0.40 29 5 0.125 0.026 2,188 5,314 0.40 30 5 0.125 0.026 2,202 5,353 0.40 KEPCO & KHNP 68

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-13 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.125 0.026 2,216 5,392 0.4 32 5 0.125 0.026 2,229 5,430 0.4 33 5 0.125 0.027 2,242 5,468 0.4 34 5 0.125 0.027 2,255 5,506 0.4 35 5 0.125 0.027 2,267 5,543 0.4 36 5 0.125 0.027 2,280 5,581 0.4 37 5 0.125 0.027 2,293 5,618 0.4 38 5 0.125 0.028 2,306 5,655 0.4 39 5 0.125 0.028 2,319 5,692 0.4 40 5 0.125 0.028 2,332 5,728 0.4 41 10 0.130 0.035 4,219 8,834 0.35 42 10 0.130 0.035 4,248 8,900 0.35 43 10 0.130 0.035 4,277 8,965 0.35 44 10 0.130 0.035 4,305 9,029 0.35 45 10 0.130 0.036 4,333 9,092 0.35 Sand 46 10 0.130 0.036 4,361 9,154 0.35 47 10 0.130 0.036 4,387 9,215 0.35 48 10 0.130 0.036 4,413 9,276 0.35 49 10 0.130 0.036 4,440 9,336 0.35 50 10 0.130 0.036 4,466 9,395 0.35 51 10 0.130 0.036 4,492 9,453 0.35 52 10 0.130 0.037 4,517 9,510 0.35 53 10 0.130 0.037 4,542 9,566 0.35 54 10 0.130 0.037 4,567 9,622 0.35 55 10 0.130 0.037 4,592 9,677 0.35 56 10 0.130 0.037 4,616 9,731 0.35 57 10 0.130 0.037 4,639 9,784 0.35 58 10 0.130 0.037 4,663 9,836 0.36 59 10 0.130 0.037 4,686 9,887 0.36 60 10 0.130 0.037 4,709 9,938 0.36 KEPCO & KHNP 69

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-13 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.130 0.037 4,732 9,988 0.36 62 10 0.130 0.038 4,754 10,037 0.36 63 10 0.130 0.038 4,776 10,085 0.36 64 10 0.130 0.038 4,797 10,132 0.36 65 10 0.130 0.038 4,819 10,178 0.36 sand 66 10 0.130 0.038 4,839 10,224 0.36 67 10 0.130 0.038 4,859 10,269 0.36 68 10 0.130 0.038 4,879 10,313 0.36 69 10 0.130 0.038 4,898 10,356 0.36 70 10 0.130 0.038 4,918 10,398 0.36 71 20 0.135 0.012 6,847 13,946 0.34 72 20 0.135 0.012 6,881 14,022 0.34 73 20 0.135 0.012 6,914 14,094 0.34 74 20 0.135 0.012 6,945 14,164 0.34 75 20 0.135 0.012 6,976 14,230 0.34 76 20 0.135 0.012 7,004 14,293 0.34 77 20 0.135 0.012 7,032 14,353 0.34 78 20 0.135 0.012 7,057 14,410 0.34 79 20 0.135 0.012 7,081 14,463 0.34 80 Soft 20 0.135 0.012 7,103 14,514 0.34 81 Rock 20 0.135 0.012 7,124 14,561 0.34 82 20 0.135 0.012 7,143 14,605 0.34 83 20 0.135 0.012 7,162 14,646 0.34 84 20 0.135 0.012 7,178 14,684 0.34 85 20 0.135 0.012 7,191 14,718 0.34 86 20 0.135 0.012 7,203 14,750 0.34 87 20 0.135 0.013 7,214 14,778 0.34 88 20 0.135 0.013 7,223 14,803 0.34 89 20 0.135 0.013 7,232 14,825 0.34 90 20 0.135 0.013 7,238 14,843 0.34 KEPCO & KHNP 70

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-13 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.135 0.013 7,244 14,859 0.34 92 20 0.135 0.013 7,247 14,871 0.34 Soft 93 20 0.135 0.013 7,250 14,880 0.34 Rock 94 20 0.135 0.013 7,250 14,886 0.34 95 20 0.135 0.013 7,249 14,889 0.34 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 71

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-14 (1 of 4)

Generic Soil Properties (Case S3)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.130 0.015 2,090 4,800 0.38 2 5 0.130 0.019 2,090 4,809 0.38 3 5 0.130 0.023 2,081 4,861 0.39 4 5 0.130 0.026 2,082 4,912 0.39 5 5 0.130 0.021 2,126 4,963 0.39 6 5 0.130 0.023 2,129 5,014 0.39 7 5 0.130 0.025 2,130 5,065 0.39 8 5 0.130 0.027 2,134 5,115 0.39 9 5 0.130 0.028 2,140 5,165 0.40 10 5 0.130 0.030 2,148 5,215 0.40 11 5 0.130 0.024 2,213 5,264 0.39 12 5 0.130 0.024 2,226 5,314 0.39 13 5 0.130 0.025 2,241 5,363 0.39 14 5 0.130 0.025 2,255 5,412 0.39 15 5 0.130 0.026 2,270 5,460 0.40 Sand 16 5 0.130 0.026 2,285 5,508 0.40 17 5 0.130 0.026 2,300 5,556 0.40 18 5 0.130 0.027 2,315 5,604 0.40 19 5 0.130 0.027 2,331 5,651 0.40 20 5 0.130 0.028 2,345 5,699 0.40 21 5 0.130 0.029 2,358 5,745 0.40 22 5 0.130 0.029 2,372 5,792 0.40 23 5 0.130 0.029 2,386 5,839 0.40 24 5 0.130 0.030 2,400 5,885 0.40 25 5 0.130 0.023 2,466 5,931 0.40 26 5 0.130 0.024 2,482 5,976 0.40 27 5 0.130 0.024 2,498 6,021 0.40 28 5 0.130 0.024 2,514 6,067 0.40 29 5 0.130 0.024 2,530 6,111 0.40 30 5 0.130 0.025 2,546 6,156 0.40 KEPCO & KHNP 72

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-14 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.130 0.025 2,562 6,200 0.40 32 5 0.130 0.025 2,578 6,244 0.40 33 5 0.130 0.025 2,594 6,288 0.40 34 5 0.130 0.025 2,609 6,332 0.40 35 5 0.130 0.026 2,624 6,375 0.40 36 5 0.130 0.026 2,640 6,418 0.40 37 5 0.130 0.026 2,655 6,461 0.40 38 5 0.130 0.026 2,670 6,503 0.40 39 5 0.130 0.026 2,685 6,545 0.40 40 5 0.130 0.026 2,700 6,587 0.40 41 10 0.135 0.034 4,860 10,160 0.35 42 10 0.135 0.034 4,893 10,235 0.35 43 10 0.135 0.034 4,926 10,309 0.35 44 10 0.135 0.035 4,959 10,383 0.35 45 10 0.135 0.035 4,991 10,455 0.35 Sand 46 10 0.135 0.035 5,023 10,527 0.35 47 10 0.135 0.035 5,055 10,598 0.35 48 10 0.135 0.035 5,087 10,667 0.35 49 10 0.135 0.035 5,117 10,736 0.35 50 10 0.135 0.035 5,147 10,804 0.35 51 10 0.135 0.036 5,178 10,871 0.35 52 10 0.135 0.036 5,207 10,936 0.35 53 10 0.135 0.036 5,237 11,001 0.35 54 10 0.135 0.036 5,266 11,065 0.35 55 10 0.135 0.036 5,294 11,128 0.35 56 10 0.135 0.036 5,322 11,190 0.35 57 10 0.135 0.036 5,349 11,251 0.35 58 10 0.135 0.036 5,377 11,311 0.35 59 10 0.135 0.036 5,403 11,370 0.35 60 10 0.135 0.036 5,430 11,429 0.35 KEPCO & KHNP 73

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-14 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.135 0.036 5,456 11,486 0.35 62 10 0.135 0.036 5,481 11,542 0.35 63 10 0.135 0.037 5,506 11,597 0.35 64 10 0.135 0.037 5,530 11,652 0.35 65 10 0.135 0.037 5,554 11,705 0.35 Sand 66 10 0.135 0.037 5,577 11,757 0.35 67 10 0.135 0.037 5,601 11,809 0.35 68 10 0.135 0.037 5,624 11,859 0.35 69 10 0.135 0.037 5,646 11,909 0.36 70 10 0.135 0.037 5,668 11,958 0.36 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 74

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-14 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 75

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-15 (1 of 4)

Generic Soil Properties (Case S4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.130 0.016 1,813 4,800 0.42 2 5 0.130 0.021 1,802 4,800 0.42 3 5 0.130 0.026 1,794 4,800 0.42 4 5 0.130 0.029 1,790 4,800 0.42 5 5 0.130 0.025 1,820 4,800 0.42 6 5 0.130 0.027 1,817 4,800 0.42 7 5 0.130 0.029 1,818 4,800 0.42 8 5 0.130 0.031 1,820 4,800 0.42 9 5 0.130 0.033 1,826 4,800 0.42 10 5 0.130 0.034 1,832 4,800 0.41 11 5 0.130 0.026 1,898 4,800 0.41 12 5 0.130 0.027 1,909 4,800 0.41 13 5 0.130 0.027 1,921 4,800 0.40 14 5 0.130 0.029 1,930 4,800 0.40 15 5 0.130 0.029 1,939 4,800 0.40 Sand 16 5 0.130 0.030 1,949 4,800 0.40 17 5 0.130 0.032 1,958 4,831 0.40 18 5 0.130 0.033 1,967 4,873 0.40 19 5 0.130 0.033 1,975 4,914 0.40 20 5 0.130 0.034 1,984 4,955 0.40 21 5 0.135 0.033 3,892 8,114 0.35 22 5 0.135 0.034 3,908 8,151 0.35 23 5 0.135 0.034 3,922 8,188 0.35 24 5 0.135 0.034 3,937 8,225 0.35 25 5 0.135 0.034 3,953 8,262 0.35 26 5 0.135 0.035 3,968 8,298 0.35 27 5 0.135 0.035 3,983 8,334 0.35 28 5 0.135 0.035 3,998 8,370 0.35 29 5 0.135 0.035 4,013 8,406 0.35 30 5 0.135 0.035 4,027 8,441 0.35 KEPCO & KHNP 76

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-15 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.135 0.035 4,042 8,476 0.35 32 5 0.135 0.036 4,057 8,512 0.35 33 5 0.135 0.036 4,072 8,546 0.35 34 5 0.135 0.036 4,087 8,581 0.35 35 5 0.135 0.036 4,102 8,616 0.35 36 5 0.135 0.036 4,116 8,650 0.35 37 5 0.135 0.036 4,131 8,684 0.35 38 5 0.135 0.036 4,145 8,718 0.35 39 5 0.135 0.036 4,160 8,751 0.35 40 5 0.135 0.037 4,175 8,785 0.35 41 10 0.145 0.011 6,120 12,396 0.34 42 10 0.145 0.011 6,147 12,458 0.34 43 10 0.145 0.011 6,173 12,520 0.34 44 10 0.145 0.011 6,200 12,581 0.34 45 10 0.145 0.011 6,225 12,641 0.34 Sand 46 10 0.145 0.011 6,252 12,700 0.34 47 10 0.145 0.011 6,278 12,759 0.34 48 10 0.145 0.011 6,303 12,817 0.34 49 10 0.145 0.011 6,328 12,874 0.34 50 10 0.145 0.011 6,353 12,930 0.34 51 10 0.145 0.012 6,378 12,985 0.34 52 10 0.145 0.012 6,401 13,040 0.34 53 10 0.145 0.012 6,425 13,094 0.34 54 10 0.145 0.012 6,449 13,147 0.34 55 10 0.145 0.012 6,472 13,199 0.34 56 10 0.145 0.012 6,494 13,250 0.34 57 10 0.145 0.012 6,516 13,301 0.34 58 10 0.145 0.012 6,538 13,351 0.34 59 10 0.145 0.012 6,559 13,400 0.34 60 10 0.145 0.012 6,580 13,448 0.34 KEPCO & KHNP 77

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-15 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.145 0.012 6,601 13,495 0.34 62 10 0.145 0.012 6,621 13,542 0.34 63 10 0.145 0.012 6,641 13,588 0.34 64 10 0.145 0.012 6,661 13,633 0.34 65 10 0.145 0.012 6,681 13,677 0.34 Sand 66 10 0.145 0.012 6,700 13,721 0.34 67 10 0.145 0.012 6,719 13,763 0.34 68 10 0.145 0.012 6,737 13,805 0.34 69 10 0.145 0.012 6,755 13,846 0.34 70 10 0.145 0.012 6,773 13,887 0.34 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 78

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-15 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 79

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-16 Deleted KEPCO & KHNP 80

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-17 (1 of 4)

Generic Soil Properties (Case S6)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.130 0.015 2,090 4,800 0.38 2 5 0.130 0.019 2,090 4,809 0.38 3 5 0.130 0.023 2,081 4,861 0.39 4 5 0.130 0.026 2,082 4,912 0.39 5 5 0.130 0.021 2,126 4,963 0.39 6 5 0.130 0.023 2,129 5,014 0.39 7 5 0.130 0.025 2,130 5,065 0.39 8 5 0.130 0.027 2,134 5,115 0.39 9 5 0.130 0.028 2,140 5,165 0.40 10 5 0.130 0.030 2,148 5,215 0.40 011 5 0.135 0.032 4,271 8,891 0.35 12 5 0.135 0.032 4,293 8,936 0.35 13 5 0.135 0.032 4,314 8,981 0.35 14 5 0.135 0.032 4,336 9,026 0.35 15 5 0.135 0.032 4,357 9,070 0.35 Sand 16 5 0.135 0.032 4,378 9,114 0.35 17 5 0.135 0.032 4,399 9,158 0.35 18 5 0.135 0.032 4,420 9,202 0.35 19 5 0.135 0.032 4,441 9,245 0.35 20 5 0.135 0.032 4,462 9,288 0.35 21 5 0.135 0.032 4,483 9,331 0.35 22 5 0.135 0.032 4,503 9,374 0.35 23 5 0.135 0.032 4,524 9,417 0.35 24 5 0.135 0.033 4,543 9,459 0.35 25 5 0.135 0.033 4,561 9,501 0.35 26 5 0.135 0.033 4,580 9,543 0.35 27 5 0.135 0.033 4,598 9,584 0.35 28 5 0.135 0.033 4,617 9,626 0.35 29 5 0.135 0.034 4,634 9,667 0.35 30 5 0.135 0.034 4,651 9,707 0.35 KEPCO & KHNP 81

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-17 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.135 0.034 4,668 9,748 0.35 32 5 0.135 0.034 4,685 9,788 0.35 33 5 0.135 0.034 4,702 9,828 0.35 34 5 0.135 0.034 4,719 9,868 0.35 35 5 0.135 0.035 4,736 9,908 0.35 36 5 0.135 0.035 4,753 9,947 0.35 37 5 0.135 0.035 4,770 9,986 0.35 38 5 0.135 0.035 4,786 10,025 0.35 39 5 0.135 0.035 4,803 10,064 0.35 40 5 0.135 0.035 4,820 10,102 0.35 41 10 0.155 0.010 9,200 18,264 0.33 42 10 0.155 0.010 9,200 18,264 0.33 43 10 0.155 0.010 9,200 18,264 0.33 44 10 0.155 0.010 9,200 18,264 0.33 45 10 0.155 0.010 9,200 18,264 0.33 Sand 46 10 0.155 0.010 9,200 18,264 0.33 47 10 0.155 0.010 9,200 18,264 0.33 48 10 0.155 0.010 9,200 18,264 0.33 49 10 0.155 0.010 9,200 18,264 0.33 50 10 0.155 0.010 9,200 18,264 0.33 51 10 0.155 0.010 9,200 18,264 0.33 52 10 0.155 0.010 9,200 18,264 0.33 53 10 0.155 0.010 9,200 18,264 0.33 54 10 0.155 0.010 9,200 18,264 0.33 55 10 0.155 0.010 9,200 18,264 0.33 56 10 0.155 0.010 9,200 18,264 0.33 57 10 0.155 0.010 9,200 18,264 0.33 58 10 0.155 0.010 9,200 18,264 0.33 59 10 0.155 0.010 9,200 18,264 0.33 60 10 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 82

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-17 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.155 0.010 9,200 18,264 0.33 62 10 0.155 0.010 9,200 18,264 0.33 63 10 0.155 0.010 9,200 18,264 0.33 64 10 0.155 0.010 9,200 18,264 0.33 65 10 0.155 0.010 9,200 18,264 0.33 Sand 66 10 0.155 0.010 9,200 18,264 0.33 67 10 0.155 0.010 9,200 18,264 0.33 68 10 0.155 0.010 9,200 18,264 0.33 69 10 0.155 0.010 9,200 18,264 0.33 70 10 0.155 0.010 9,200 18,264 0.33 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 83

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-17 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 84

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-18 (1 of 4)

Generic Soil Properties (Case S7)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.130 0.016 1,813 4,800 0.42 2 5 0.130 0.021 1,802 4,800 0.42 3 5 0.130 0.026 1,794 4,800 0.42 4 5 0.130 0.029 1,790 4,800 0.42 5 5 0.130 0.025 1,820 4,800 0.42 6 5 0.130 0.027 1,817 4,800 0.42 7 5 0.130 0.029 1,818 4,800 0.42 8 5 0.130 0.031 1,820 4,800 0.42 9 5 0.130 0.033 1,826 4,800 0.42 10 5 0.130 0.034 1,832 4,800 0.41 11 5 0.135 0.032 3,714 7,731 0.35 12 5 0.135 0.032 3,733 7,770 0.35 13 5 0.135 0.032 3,752 7,810 0.35 14 5 0.135 0.032 3,770 7,848 0.35 15 5 0.135 0.032 3,789 7,887 0.35 Sand 16 5 0.135 0.032 3,807 7,925 0.35 17 5 0.135 0.033 3,825 7,964 0.35 18 5 0.135 0.033 3,841 8,002 0.35 19 5 0.135 0.033 3,858 8,039 0.35 20 5 0.135 0.033 3,874 8,077 0.35 21 5 0.145 0.009 5,826 11,709 0.34 22 5 0.145 0.010 5,839 11,744 0.34 23 5 0.145 0.010 5,853 11,780 0.34 24 5 0.145 0.010 5,866 11,815 0.34 25 5 0.145 0.010 5,880 11,849 0.34 26 5 0.145 0.010 5,894 11,884 0.34 27 5 0.145 0.010 5,907 11,919 0.34 28 5 0.145 0.010 5,921 11,953 0.34 29 5 0.145 0.010 5,935 11,987 0.34 30 5 0.145 0.010 5,949 12,021 0.34 KEPCO & KHNP 85

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-18 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.145 0.010 5,962 12,054 0.34 32 5 0.145 0.011 5,976 12,088 0.34 33 5 0.145 0.011 5,990 12,121 0.34 34 5 0.145 0.011 6,004 12,154 0.34 35 5 0.145 0.011 6,018 12,187 0.34 36 5 0.145 0.011 6,031 12,220 0.34 37 5 0.145 0.011 6,045 12,252 0.34 38 5 0.145 0.011 6,059 12,284 0.34 39 5 0.145 0.011 6,073 12,316 0.34 40 5 0.145 0.011 6,086 12,348 0.34 41 10 0.155 0.010 9,200 18,264 0.33 42 10 0.155 0.010 9,200 18,264 0.33 43 10 0.155 0.010 9,200 18,264 0.33 44 10 0.155 0.010 9,200 18,264 0.33 45 10 0.155 0.010 9,200 18,264 0.33 Sand 46 10 0.155 0.010 9,200 18,264 0.33 47 10 0.155 0.010 9,200 18,264 0.33 48 10 0.155 0.010 9,200 18,264 0.33 49 10 0.155 0.010 9,200 18,264 0.33 50 10 0.155 0.010 9,200 18,264 0.33 51 10 0.155 0.010 9,200 18,264 0.33 52 10 0.155 0.010 9,200 18,264 0.33 53 10 0.155 0.010 9,200 18,264 0.33 54 10 0.155 0.010 9,200 18,264 0.33 55 10 0.155 0.010 9,200 18,264 0.33 56 10 0.155 0.010 9,200 18,264 0.33 57 10 0.155 0.010 9,200 18,264 0.33 58 10 0.155 0.010 9,200 18,264 0.33 59 10 0.155 0.010 9,200 18,264 0.33 60 10 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 86

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-18 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.155 0.010 9,200 18,264 0.33 62 10 0.155 0.010 9,200 18,264 0.33 63 10 0.155 0.010 9,200 18,264 0.33 64 10 0.155 0.010 9,200 18,264 0.33 65 10 0.155 0.010 9,200 18,264 0.33 Sand 66 10 0.155 0.010 9,200 18,264 0.33 67 10 0.155 0.010 9,200 18,264 0.33 68 10 0.155 0.010 9,200 18,264 0.33 69 10 0.155 0.010 9,200 18,264 0.33 70 10 0.155 0.010 9,200 18,264 0.33 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 87

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-18 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 88

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-19 (1 of 4)

Generic Soil Properties (Case S8)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.145 0.002 6,348 12,602 0.33 2 5 0.145 0.004 6,371 12,648 0.33 3 5 0.145 0.005 6,394 12,693 0.33 4 5 0.145 0.006 6,416 12,738 0.33 5 5 0.145 0.006 6,435 12,782 0.33 6 5 0.145 0.006 6,450 12,827 0.33 7 5 0.145 0.007 6,467 12,871 0.33 8 5 0.145 0.007 6,485 12,915 0.33 9 5 0.145 0.007 6,503 12,958 0.33 10 5 0.145 0.007 6,521 13,002 0.33 11 5 0.145 0.008 6,540 13,045 0.33 12 5 0.145 0.008 6,559 13,088 0.33 13 5 0.145 0.008 6,578 13,131 0.33 14 5 0.145 0.008 6,597 13,174 0.33 15 5 0.145 0.008 6,616 13,216 0.33 Sand 16 5 0.145 0.008 6,631 13,258 0.33 17 5 0.145 0.008 6,646 13,300 0.33 18 5 0.145 0.009 6,662 13,342 0.33 19 5 0.145 0.009 6,677 13,383 0.33 20 5 0.145 0.009 6,692 13,424 0.33 21 5 0.145 0.009 6,708 13,465 0.33 22 5 0.145 0.009 6,724 13,506 0.34 23 5 0.145 0.009 6,740 13,546 0.34 24 5 0.145 0.009 6,756 13,587 0.34 25 5 0.145 0.009 6,773 13,627 0.34 26 5 0.145 0.010 6,788 13,667 0.34 27 5 0.145 0.010 6,805 13,706 0.34 28 5 0.145 0.010 6,821 13,746 0.34 29 5 0.145 0.010 6,837 13,785 0.34 30 5 0.145 0.010 6,854 13,824 0.34 KEPCO & KHNP 89

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-19 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.145 0.010 6,869 13,862 0.34 32 5 0.145 0.010 6,886 13,901 0.34 33 5 0.145 0.010 6,902 13,939 0.34 34 5 0.145 0.010 6,918 13,977 0.34 35 5 0.145 0.010 6,935 14,015 0.34 36 5 0.145 0.010 6,951 14,053 0.34 37 5 0.145 0.010 6,967 14,090 0.34 38 5 0.145 0.010 6,983 14,127 0.34 39 5 0.145 0.011 7,000 14,164 0.34 40 5 0.145 0.011 7,015 14,200 0.34 41 10 0.155 0.010 9,200 18,264 0.33 42 10 0.155 0.010 9,200 18,264 0.33 43 10 0.155 0.010 9,200 18,264 0.33 44 10 0.155 0.010 9,200 18,264 0.33 45 10 0.155 0.010 9,200 18,264 0.33 Sand 46 10 0.155 0.010 9,200 18,264 0.33 47 10 0.155 0.010 9,200 18,264 0.33 48 10 0.155 0.010 9,200 18,264 0.33 49 10 0.155 0.010 9,200 18,264 0.33 50 10 0.155 0.010 9,200 18,264 0.33 51 10 0.155 0.010 9,200 18,264 0.33 52 10 0.155 0.010 9,200 18,264 0.33 53 10 0.155 0.010 9,200 18,264 0.33 54 10 0.155 0.010 9,200 18,264 0.33 55 10 0.155 0.010 9,200 18,264 0.33 56 10 0.155 0.010 9,200 18,264 0.33 57 10 0.155 0.010 9,200 18,264 0.33 58 10 0.155 0.010 9,200 18,264 0.33 59 10 0.155 0.010 9,200 18,264 0.33 60 10 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 90

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-19 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.155 0.010 9,200 18,264 0.33 62 10 0.155 0.010 9,200 18,264 0.33 63 10 0.155 0.010 9,200 18,264 0.33 64 10 0.155 0.010 9,200 18,264 0.33 65 10 0.155 0.010 9,200 18,264 0.33 Sand 66 10 0.155 0.010 9,200 18,264 0.33 67 10 0.155 0.010 9,200 18,264 0.33 68 10 0.155 0.010 9,200 18,264 0.33 69 10 0.155 0.010 9,200 18,264 0.33 70 10 0.155 0.010 9,200 18,264 0.33 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 91

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-19 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 92

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-20 (1 of 4)

Generic Soil Properties (Case S9)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 1 5 0.145 0.003 4,692 9,315 0.33 2 5 0.145 0.005 4,709 9,348 0.33 3 5 0.145 0.006 4,722 9,382 0.33 4 5 0.145 0.007 4,730 9,415 0.33 5 5 0.145 0.007 4,741 9,448 0.33 6 5 0.145 0.008 4,753 9,481 0.33 7 5 0.145 0.008 4,765 9,513 0.33 8 5 0.145 0.008 4,778 9,546 0.33 9 5 0.145 0.008 4,785 9,578 0.33 10 5 0.145 0.009 4,793 9,610 0.33 11 5 0.145 0.009 4,802 9,642 0.34 12 5 0.145 0.009 4,811 9,674 0.34 13 5 0.145 0.009 4,821 9,706 0.34 14 5 0.145 0.010 4,832 9,737 0.34 15 5 0.145 0.010 4,842 9,768 0.34 Sand 16 5 0.145 0.010 4,853 9,799 0.34 17 5 0.145 0.010 4,864 9,830 0.34 18 5 0.145 0.010 4,875 9,861 0.34 19 5 0.145 0.011 4,886 9,892 0.34 20 5 0.145 0.011 4,897 9,922 0.34 21 5 0.155 0.010 9,200 18,264 0.33 22 5 0.155 0.010 9,200 18,264 0.33 23 5 0.155 0.010 9,200 18,264 0.33 24 5 0.155 0.010 9,200 18,264 0.33 25 5 0.155 0.010 9,200 18,264 0.33 26 5 0.155 0.010 9,200 18,264 0.33 27 5 0.155 0.010 9,200 18,264 0.33 28 5 0.155 0.010 9,200 18,264 0.33 29 5 0.155 0.010 9,200 18,264 0.33 30 5 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 93

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-20 (2 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 31 5 0.155 0.010 9,200 18,264 0.33 32 5 0.155 0.010 9,200 18,264 0.33 33 5 0.155 0.010 9,200 18,264 0.33 34 5 0.155 0.010 9,200 18,264 0.33 35 5 0.155 0.010 9,200 18,264 0.33 36 5 0.155 0.010 9,200 18,264 0.33 37 5 0.155 0.010 9,200 18,264 0.33 38 5 0.155 0.010 9,200 18,264 0.33 39 5 0.155 0.010 9,200 18,264 0.33 40 5 0.155 0.010 9,200 18,264 0.33 41 10 0.155 0.010 9,200 18,264 0.33 42 10 0.155 0.010 9,200 18,264 0.33 43 10 0.155 0.010 9,200 18,264 0.33 44 10 0.155 0.010 9,200 18,264 0.33 45 10 0.155 0.010 9,200 18,264 0.33 Sand 46 10 0.155 0.010 9,200 18,264 0.33 47 10 0.155 0.010 9,200 18,264 0.33 48 10 0.155 0.010 9,200 18,264 0.33 49 10 0.155 0.010 9,200 18,264 0.33 50 10 0.155 0.010 9,200 18,264 0.33 51 10 0.155 0.010 9,200 18,264 0.33 52 10 0.155 0.010 9,200 18,264 0.33 53 10 0.155 0.010 9,200 18,264 0.33 54 10 0.155 0.010 9,200 18,264 0.33 55 10 0.155 0.010 9,200 18,264 0.33 56 10 0.155 0.010 9,200 18,264 0.33 57 10 0.155 0.010 9,200 18,264 0.33 58 10 0.155 0.010 9,200 18,264 0.33 59 10 0.155 0.010 9,200 18,264 0.33 60 10 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 94

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-20 (3 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 61 10 0.155 0.010 9,200 18,264 0.33 62 10 0.155 0.010 9,200 18,264 0.33 63 10 0.155 0.010 9,200 18,264 0.33 64 10 0.155 0.010 9,200 18,264 0.33 65 10 0.155 0.010 9,200 18,264 0.33 Sand 66 10 0.155 0.010 9,200 18,264 0.33 67 10 0.155 0.010 9,200 18,264 0.33 68 10 0.155 0.010 9,200 18,264 0.33 69 10 0.155 0.010 9,200 18,264 0.33 70 10 0.155 0.010 9,200 18,264 0.33 71 20 0.155 0.010 9,200 18,264 0.33 72 20 0.155 0.010 9,200 18,264 0.33 73 20 0.155 0.010 9,200 18,264 0.33 74 20 0.155 0.010 9,200 18,264 0.33 75 20 0.155 0.010 9,200 18,264 0.33 76 20 0.155 0.010 9,200 18,264 0.33 77 20 0.155 0.010 9,200 18,264 0.33 78 20 0.155 0.010 9,200 18,264 0.33 79 20 0.155 0.010 9,200 18,264 0.33 80 Soft 20 0.155 0.010 9,200 18,264 0.33 81 Rock 20 0.155 0.010 9,200 18,264 0.33 82 20 0.155 0.010 9,200 18,264 0.33 83 20 0.155 0.010 9,200 18,264 0.33 84 20 0.155 0.010 9,200 18,264 0.33 85 20 0.155 0.010 9,200 18,264 0.33 86 20 0.155 0.010 9,200 18,264 0.33 87 20 0.155 0.010 9,200 18,264 0.33 88 20 0.155 0.010 9,200 18,264 0.33 89 20 0.155 0.010 9,200 18,264 0.33 90 20 0.155 0.010 9,200 18,264 0.33 KEPCO & KHNP 95

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-20 (4 of 4)

Avg Strain-Weight Layer Soil Thickness Compatible Vp Poisson's Density Damping No. Type (ft) Vs (fps) Ratio (kcf)

(fps) 91 20 0.155 0.010 9,200 18,264 0.33 92 20 0.155 0.010 9,200 18,264 0.33 Soft 93 20 0.155 0.010 9,200 18,264 0.33 Rock 94 20 0.155 0.010 9,200 18,264 0.33 95 20 0.155 0.010 9,200 18,264 0.33 96 Rock 0.155 0.004 9,200 18,264 0.33 KEPCO & KHNP 96

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Table 5-21 Fundamental Horizontal Site Frequencies of Eight Generic Site Profiles Considered for APR1400 Fundamental Generic Site Profile Horizontal Frequency No.

(Hz)

S1 1.27 S2 1.81 S3 2.39 S4 3.42 S6 5.71 S7 6.54 S8 8.59 S9 12.01 KEPCO & KHNP 97

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal, Damping=5%

10.00 RG 1.60 CMS1+

CSDRS 1.00 Acceleration (g) 0.10 0.01 0.1 1 10 100 Frequency (Hz)

Figure 2-1 Comparison of 5%-Damped APR1400 CSDRS, CMS1+ DRS, and NRC RG 1.60 DRS -

Horizontal KEPCO & KHNP 98

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical, Damping=5%

10.00 RG 1.60 CMS1+

CSDRS 1.00 Acceleration (g) 0.10 0.01 0.1 1 10 100 Frequency (Hz)

Figure 2-2 Comparison of 5%-Damped APR1400 CSDRS, CMS1+ DRS, and NRC RG 1.60 DRS -

Vertical KEPCO & KHNP 99

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 2-3 Horizontal CSDRS for APR1400 KEPCO & KHNP 100

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 2-4 Vertical CSDRS for APR1400 KEPCO & KHNP 101

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified N45W (EW) 0.08 max=-.065 g's 0.04 Acc (g) 0.00

-0.04

-0.08 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified N45W (EW) 4 max=2.02 in/sec 2

Vel (in/sec) 0

-2

-4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified N45W (EW) 0.8 max=.49 in 0.4 Dis (in) 0.0

-0.4

-0.8 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Figure 3-1 Recorded Northridge Earthquake West Covina Station N45W Component Seed Motion KEPCO & KHNP 102

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified S45W (NS) 0.08 max=-.063 g's 0.04 Acc (g) 0.00

-0.04

-0.08 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified S45W (NS) 4 max=-2.98 in/sec 2

Vel (in/sec) 0

-2

-4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified S45W (NS) 0.8 max=-.58 in 0.4 Dis (in) 0.0

-0.4

-0.8 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Figure 3-2 Recorded Northridge Earthquake West Covina Station S45W Component Seed Motion KEPCO & KHNP 103

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified Vertical VT 0.08 max=.044 g's 0.04 Acc (g) 0.00

-0.04

-0.08 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified Vertical VT 4 max=.94 in/sec 2

Vel (in/sec) 0

-2

-4 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Unmodified Vertical VT 0.8 max=.28 in 0.4 Dis (in) 0.0

-0.4

-0.8 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Time (sec)

Figure 3-3 Recorded Northridge Earthquake West Covina Station VT Component Seed Motion KEPCO & KHNP 104

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified, Scaled, N45W (EW), ZPA=.3 g's 1

Spectral Acceleration (g) 0.1 Damping=2,3,4,5,7,10%

CSDRS 0.01 0.1 1 10 100 Frequency (Hz)

Figure 3-4 Response Spectra of Northridge Earthquake, West Covina Station N45W Component Recorded Seed Motion Scaled to PGA Value of 0.3g KEPCO & KHNP 105

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified, Scaled, S45W (NS), ZPA=.3 g's 1

Spectral Acceleration (g) 0.1 Damping=2,3,4,5,7,10%

CSDRS 0.01 0.1 1 10 100 Frequency (Hz)

Figure 3-5 Response Spectra of Northridge Earthquake, West Covina Station S45W Component Recorded Seed Motion Scaled to PGA Value of 0.3g KEPCO & KHNP 106

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Unmodified, Scaled, Vertical (VT), ZPA=.3 g's 1

Spectral Acceleration (g) 0.1 Damping=2,3,4,5,7,10%

CSDRS 0.01 0.1 1 10 100 Frequency (Hz)

Figure 3-6 Response Spectra of Northridge Earthquake, West Covina Station VT Component Recorded Seed Motion Scaled to PGA Value of 0.3g KEPCO & KHNP 107

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TS Figure 3-7 Intensity Enveloping Function KEPCO & KHNP 108

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TS Figure 3-8 Comparison of 2%-Damped Ensemble of 30 Time-History Response Spectra and Ensemble Median of 30 Time History Response Spectra KEPCO & KHNP 109

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TS Figure 3-9 Comparison of 2%-Damped Ensemble Median Time-History Response Spectra and APR1400 Horizontal CSDRS KEPCO & KHNP 110

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 TS Figure 3-10 Computed PSDs for the Generated 30 Time History Ensemble KEPCO & KHNP 111

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 APR1400, Modified PSD anchored to 0.3 g 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 Smoothed +/-20% mean of 30 th (ZPA=0.3 g) 1.0E-01 Modified APR1400, Piecewise Linear Target PSD anchored to 0.3 g 1.0E-02 1.0E-03 0.1 1 Frequency (Hz) 10 100 Figure 3-11 Smoothed Ensemble-Mean PSD and Piecewise Log-Log Linear PSD Obtained from Generated 30 Time History Ensemble KEPCO & KHNP 112

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Target PSD compatible with APR 1400 horizontal CSDRS anchored to 0.3 g 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 1.0E-01 APR1400, Piecewise Linear 1.0E-02 Target PSD anchored to 0.3 g minimum required PSD 1.0E-03 0.1 1 10 100 Frequency (Hz)

Figure 3-12 Horizontal Target and Minimum Required PSD KEPCO & KHNP 113

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Target PSD compatible with APR1400 vertical CSDRS anchored to 0.3 g 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 1.0E-01 APR1400 Target PSD 1.0E-02 (vertical) minimum required PSD (vertical) 1.0E-03 0.1 1 10 100 Frequency (Hz)

Figure 3-13 Vertical Target and Minimum Required PSD KEPCO & KHNP 114

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 3-14 Acceleration, Velocity, and Displacement Time Histories of Final Modified Horizontal H1 Time History KEPCO & KHNP 115

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=2%

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

Figure 3-15 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 2% Damping Ratio KEPCO & KHNP 116

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=3%

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

Figure 3-16 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 3% Damping Ratio KEPCO & KHNP 117

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=4%

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

Figure 3-17 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 4% Damping Ratio KEPCO & KHNP 118

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=5%

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

Figure 3-18 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 5% Damping Ratio KEPCO & KHNP 119

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=7%

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

Figure 3-19 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 7% Damping Ratio KEPCO & KHNP 120

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified N45W, ZPA=.3 g's Damping=10%

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

Figure 3-20 Comparison of Final Modified H1 Time History Spectrum and Target Design Spectrum for 10% Damping Ratio KEPCO & KHNP 121

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 3-21 Acceleration, Velocity, and Displacement Time Histories of Final Modified Horizontal H2 Time History KEPCO & KHNP 122

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=2%

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

Figure 3-22 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 2% Damping Ratio KEPCO & KHNP 123

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=3%

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

Figure 3-23 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 3% Damping Ratio KEPCO & KHNP 124

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=4%

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

Figure 3-24 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 4% Damping Ratio KEPCO & KHNP 125

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=5%

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

Figure 3-25 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 5% Damping Ratio KEPCO & KHNP 126

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=7%

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

Figure 3-26 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 7% Damping Ratio KEPCO & KHNP 127

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Horizontal Modified S45W, ZPA=.3 g's Damping=10%

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

Figure 3-27 Comparison of Final Modified H2 Time History Spectrum and Target Design Spectrum for 10% Damping Ratio KEPCO & KHNP 128

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 3-28 Acceleration, Velocity, and Displacement Time Histories of Final Modified Vertical VT Time History KEPCO & KHNP 129

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=2%

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

Figure 3-29 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 2% Damping Ratio KEPCO & KHNP 130

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=3%

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

Figure 3-30 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 3% Damping Ratio KEPCO & KHNP 131

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=4%

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

Figure 3-31 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 4% Damping Ratio KEPCO & KHNP 132

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=5%

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

Figure 3-32 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 5% Damping Ratio KEPCO & KHNP 133

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=7%

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

Figure 3-33 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 7% Damping Ratio KEPCO & KHNP 134

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Vertical Modified VT, ZPA=.3001 g's Damping=10%

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

Figure 3-34 Comparison of Final Modified VT Time History Spectrum and Target Design Spectrum for 10% Damping Ratio KEPCO & KHNP 135

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Normalized Cumulative Energy, N45W (EW) 1.00 0.90 0.80 0.70 Normalized Cumulative Energy 0.60 0.50 0.40 East-West (X) Direction 0.30 0.20 Ts_e(0-100) = 16.267 - 3.139 =

13.128 sec 0.10 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (sec)

Figure 3-35 Cumulative Energy (Arias Intensity) Time History for Final Modified Horizontal H1 Time History for East-West (X) Direction KEPCO & KHNP 136

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Normalized Cumulative Energy, S45W (NS) 1.00 0.90 0.80 0.70 Normalized Cumulative Energy 0.60 0.50 0.40 North-South (Y) Direction 0.30 Ts_e(0-100) = 17.062 - 2.334 =

0.20 14.728 sec 0.10 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (sec)

Figure 3-36 Cumulative Energy (Arias Intensity) Time History for Final Modified Horizontal H2 Time History for North-South (Y) Direction KEPCO & KHNP 137

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Normalized Cumulative Energy, Vertical (VT) 1.00 0.90 0.80 0.70 Normalized Cumulative Energy 0.60 0.50 0.40 Vertical (Z) Direction 0.30 Ts_e(0-100) = 13.247 - 1.24 =

12.007 sec 0.20 0.10 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (sec)

Figure 3-37 Cumulative Energy (Arias Intensity) Time History for Final Modified Vertical VT Time History for Vertical (Z) Direction KEPCO & KHNP 138

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 PSD of CSDRS-compatible time history (EW-direction) 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 1.0E-01 CSDRS-compatible time history (EW)

APR1400, Piecewise Linear 1.0E-02 Target PSD anchored to 0.3 g minimum required PSD 1.0E-03 0.1 1 Frequency (Hz) 10 100 PSD of CSDRS-compatible time history (EW-direction) 200 CSDRS-compatible time history (EW) target 150 minimum required

%difference 100 50 0

-50 0.1 1 Frequency (Hz) 10 100 Figure 3-38 Comparison of Time-History PSD and Minimum Required PSD for Horizontal H1 Time History KEPCO & KHNP 139

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 PSD of CSDRS-compatible time history (NS-direction) 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 1.0E-01 CSDRS-compatible time history (NS)

APR1400, Piecewise Linear 1.0E-02 Target PSD anchored to 0.3 g minimum required PSD 1.0E-03 0.1 1 Frequency (Hz) 10 100 PSD of CSDRS-compatible time history (NS-direction) 200 CSDRS-compatible time history (NS) target 150 minimum required

%difference 100 50 0

-50 0.1 1 Frequency (Hz) 10 100 Figure 3-39 Comparison of Time-History PSD and Minimum Required PSD for Horizontal H2 Time History KEPCO & KHNP 140

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 PSD of CSDRS-compatible time history (VT-direction) 1.0E+02 1.0E+01 PSD (in^2/sec^4/(rps) 1.0E+00 1.0E-01 CSDRS-compatible time history (VT)

Target PSD (vertical) 1.0E-02 minimum required PSD (vertical) 1.0E-03 0.1 1 Frequency (Hz) 10 100 PSD of CSDRS-compatible time history (VT-direction) 200 CSDRS-compatible time history (VT) target 150 minimum required

%difference 100 50 0

-50 0.1 1 Frequency (Hz) 10 100 Figure 3-40 Comparison of Time-History PSD and Minimum-Required PSD for Vertical VT Time History KEPCO & KHNP 141

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 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 S1 700 S2 S3 800 S4 S6 900 S7 S8 1000 S9 1100 Figure 5-1 Low-strain Soil Profiles for APR1400 Standard Design KEPCO & KHNP 142

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-2 Low-strain Shear and Compression Wave Velocity Profiles for Case S1 KEPCO & KHNP 143

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-3 Low-strain Shear and Compression Wave Velocity Profiles for Case S2 KEPCO & KHNP 144

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-4 Low-strain Shear and Compression Wave Velocity Profiles for Case S3 KEPCO & KHNP 145

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-400 Depth (ft)

-800

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-5 Low-strain Shear and Compression Wave Velocity Profiles for Case S4 KEPCO & KHNP 146

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure 5-6 Deleted KEPCO & KHNP 147

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-400 Depth (ft)

-800

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-7 Low-strain Shear and Compression Wave Velocity Profiles for Case S6 KEPCO & KHNP 148

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-8 Low-strain Shear and Compression Wave Velocity Profiles for Case S7 KEPCO & KHNP 149

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-9 Low-strain Shear and Compression Wave Velocity Profiles for Case S8 KEPCO & KHNP 150

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-10 Low-strain Shear and Compression Wave Velocity Profiles for Case S9 KEPCO & KHNP 151

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 5-11 Shear-Modulus-Degradation and Damping-Value Variation Curves for Sand Considered for APR1400 KEPCO & KHNP 152

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 5-12 Shear Modulus Degradation and Damping-Value Variation Curves for Soft Rock Considered for APR1400 KEPCO & KHNP 153

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-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 5-13 Shear Modulus Degradation and Damping-Value Variation Curves for Rock Considered for APR1400 KEPCO & KHNP 154

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-14 Generic Shear and Compression Wave Velocity Profiles for Case S1 KEPCO & KHNP 155

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-15 Generic Shear and Compression Wave Velocity Profiles for Case S2 KEPCO & KHNP 156

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-200

-400 Depth (ft)

-600

-800

-1000

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-16 Generic Shear and Compression Wave Velocity Profiles for Case S3 KEPCO & KHNP 157

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-400 Depth (ft)

-800

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-17 Generic Shear and Compression Wave Velocity Profiles for Case S4 KEPCO & KHNP 158

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure 5-18 Deleted KEPCO & KHNP 159

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

Vs Vp

-400 Depth (ft)

-800

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-19 Generic Shear and Compression Wave Velocity Profiles for Case S6 KEPCO & KHNP 160

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-20 Generic Shear and Compression Wave Velocity Profiles for Case S7 KEPCO & KHNP 161

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-21 Generic Shear and Compression Wave Velocity Profiles for Case S8 KEPCO & KHNP 162

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 0

-400 Depth (ft)

-800 Vs Vp

-1200 0 4000 8000 12000 16000 20000 Seismic Wave Velocity (ft/sec)

Figure 5-22 Generic Shear and Compression Wave Velocity Profiles for Case S9 KEPCO & KHNP 163

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Site: 1 (max=4.2 @ 1.3 Hz) Site: 2 (max=4.6 @ 1.8 Hz) Siite: 3 (max=3.1 @ 2.4 Hz) 6 6 6 5 5 5 4 4 4 Amplitude Amplitude Amplitude 3 3 3 2 2 2 1 1 1 0 0 0 0 10 20 30 40 50 0 10 20 30 40 50 0 10 20 30 40 50 Frequency (Hz) Frequency (Hz) Frequency (Hz)

Site: 4 (max=3.2 @ 3.4 Hz) Site: 7 (max=3.5 @ 6.5 Hz)

Site: 6 (max=2.7 @ 5.7 Hz) 6 6 6 5 5 5 4 4 4 Amplitude Amplitude Amplitude 3 3 3 2 2 2

1 1 1

0 0 0

0 10 20 30 40 50 0 10 20 30 40 50 0 10 20 30 40 50 Frequency (Hz)

Frequency (Hz) Frequency (Hz)

Site: 8 (max=1.4 @ 8.6 Hz) Site: 9 (max=1.8 @ 12.0 6 Hz) 6 5 5 4

Amplitude 4

Amplitude 3 3 2 2 1 1 0 0 0 10 20 30 40 50 0 10 20 30 40 50 Frequency (Hz) Frequency (Hz)

Figure 5-23 Site Response Transfer Function Amplitudes (Surface/Top of Bedrock Outcrop) of APR1400 Generic Soil Profiles KEPCO & KHNP 164

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10.00 Frequency (Hz) 1.00 0.10 1 2 3 4 6 7 8 9 Site Number Figure 5-24 Horizontal Fundamental Site Frequencies of APR1400 Generic Site Profiles KEPCO & KHNP 165

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (E-W) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-25 Strain-Compatible Response Spectra at Foundation Level of NI Structures (E-W)

KEPCO & KHNP 166

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (N-S) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-26 Strain-Compatible Response Spectra at Foundation Level of NI Structures (N-S)

KEPCO & KHNP 167

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (VT) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-27 Strain-Compatible Response Spectra at Foundation Level of NI Structures (Vertical)

KEPCO & KHNP 168

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (E-W) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-28 Strain-Compatible Response Spectra at Foundation Level of EDGB (E-W)

KEPCO & KHNP 169

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (N-S) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-29 Strain-Compatible Response Spectra at Foundation Level of EDGB (N-S)

KEPCO & KHNP 170

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (VT) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-30 Strain-Compatible Response Spectra at Foundation Level of EDGB (Vertical)

KEPCO & KHNP 171

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (E-W) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-31 Strain-Compatible Response Spectra at Foundation Level of DFOT Room(E-W)

(1 of 3)

KEPCO & KHNP 172

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (N-S) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-31 Strain-Compatible Response Spectra at Foundation Level of DFOT Room(N-S)

(2 of 3)

KEPCO & KHNP 173

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 S01 S02 S03 S04 S06 S07 S08 S09 Design Time History (VT) CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure 5-31 Strain-Compatible Response Spectra at Foundation Level of DFOT Room(Vertical)

(3 of 3)

KEPCO & KHNP 174

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Page intentionally blank KEPCO & KHNP 175

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 APPENDIX A TRANSFER FUCNTIONS COMPUTED USING SHAKE COMPUTER PROGRAM KEPCO & KHNP

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 The relatively large dips in the response spectra at the foundation base elevation for the S6 and S7 soil cases for the NI as shown in Figure 5-25 through 5-27 are due to the specific site layering configurations and site properties of the S6 and S7 profiles. These dips are consistent with the lower amplitude in the site response transfer functions from the half-space to the foundation base level of the NI for S6 and S7 profiles. The lower transfer function amplitudes at the NI foundation base level are reflected in the strain-compatible response spectra at foundation level of NI for S6 and S7 profiles at all frequency range as well as from 3 Hz to 20 Hz.

The transfer functions from the half-space to the outcropping layer at the foundation level of the NI structures, and DFOT/EDGB, using generic soil profiles and the SHAKE computer program, are indicated in Figures A-1 through A-8 and Figures A-11 through A-18. And the transfer functions for S2, S6 and S7 profiles from the ground surface to the outcropping layer at the foundation base level of each of these structures are indicated in Figures A-19, A-20 and Figures A-23 through A-26. These comparisons for S6 and S7 indicate that dips in the response spectra for S6 and S7 profiles at the foundation base level are consistent with the transfer functions from the ground surface to the foundation base level.

The transfer functions and response spectra at upper and lower layers of the interfaces which have discontinuity of shear wave velocity are computed using generic soil profiles as shown in Figures A-27, A-28, A-30, and A-31. Figures A-27 and A-30 represent the transfer functions and response spectra at layer numbers 40 and 41 of the S1 profile, as presented in Table 5-3. As indicated in Figures A-27 and A-30, transfer functions and response spectra at layer numbers 40 and 41 are quite different from each other, even though soil layer numbers 40 and 41 have similar input parameters, for thickness, unit weight density, and damping ratio, which are representative of the sand soil type. Despite all other parameters being similar, the shear wave velocities of layer numbers 40 and 41 are not similar.

Similarly, Figures A-28 and A-31 represent the transfer functions and response spectra at layer numbers 20 and 21 of the S2 profile, as presented in Table 5-4. Soil layer numbers 20 and 21 have similar input parameters for the sand soil type, except for the shear wave velocities.

Thus, the large dips in the transfer functions and response spectra for the S6 and S7 profiles are reasonable because the interface which has a discontinuous shear wave velocity is located between the FIRS elevations of the NI structure and the DFOT/EDGB for the S6 and S7 profiles.

KEPCO & KHNP A1

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S01 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-1: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S01 Case, E-W Direction Comparison of Transfer Function, S01 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-2: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S01 Case, N-S Direction KEPCO & KHNP A2

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S02 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-3: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S02 Case, E-W Direction Comparison of Transfer Function, S02 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-4: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S02 Case, N-S Direction KEPCO & KHNP A3

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S03 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-5: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S03 Case, E-W Direction Comparison of Transfer Function, S03 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-6: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S03 Case, N-S Direction KEPCO & KHNP A4

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S04 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-7: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S04 Case, E-W Direction Comparison of Transfer Function, S04 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-8: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S04 Case, N-S Direction KEPCO & KHNP A5

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure A-9: Deleted Figure A-10: Deleted KEPCO & KHNP A6

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S06 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-11: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S06 Case, E-W Direction Comparison of Transfer Function, S06 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-12: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S06 Case, N-S Direction KEPCO & KHNP A7

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S07 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-13: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S07 Case, E-W Direction Comparison of Transfer Function, S07 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-14: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S07 Case, N-S Direction KEPCO & KHNP A8

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S08 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-15: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S08 Case, E-W Direction Comparison of Transfer Function, S08 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-16: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S08 Case, N-S Direction KEPCO & KHNP A9

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S09 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-17: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S09 Case, E-W Direction Comparison of Transfer Function, S09 Case, N-S Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-18: Comparison of Transfer Function from Half-space Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S09 Case, N-S Direction KEPCO & KHNP A10

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S02 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-19: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S02 Case, E-W Direction Comparison of Transfer Function, S02 Case, VT Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-20: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S02 Case, Vertical Direction KEPCO & KHNP A11

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure A-21: Deleted Figure A-22: Deleted KEPCO & KHNP A12

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S06 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-23: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S06 Case, E-W Direction Comparison of Transfer Function, S06 Case, VT Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-24: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S06 Case, Vertical Direction KEPCO & KHNP A13

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S07 Case, E-W Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-25: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S07 Case, E-W Direction Comparison of Transfer Function, S07 Case, VT Direction 5.00 4.00 3.00 NI Amplitude EDGB 2.00 DFOT 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-26: Comparison of Transfer Function from Surface Level to Outcropping Layer at the Foundation Level for NI, EDGB and DFOT, S07 Case, Vertical Direction KEPCO & KHNP A14

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Comparison of Transfer Function, S01 Case, E-W Direction 5.00 4.00 3.00 Amplitude Layer No. 40 Layer No. 41 2.00 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-27: Comparison of Transfer Function for 40th and 41th Layer, S01 Case, E-W Direction Comparison of Transfer Function, S02 Case, E-W Direction 5.00 4.00 3.00 Amplitude Layer No. 20 Layer No. 21 2.00 1.00 0.00 0 10 20 30 40 50 Frequency (Hz)

Figure A-28: Comparison of Transfer Function for 20th and 21th Layer, S02 Case, E-W Direction KEPCO & KHNP A15

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 Figure A-29: Deleted 10 Layer No. 40 Layer No. 41 CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure A-30: Comparison of Response Spectra for 40th and 41th Layer, S01 Case, E-W Direction KEPCO & KHNP A16

Non-Proprietary Seismic Design Bases APR1400-E-S-NR-14001-NP, Rev. 2 10 Layer No. 20 Layer No. 21 CSDRS anchored at 0.1g Spectral Acceleration (g) 1 0.1 0.01 0.1 1 Frequency (Hz) 10 100 Figure A-31: Comparison of Response Spectra for 20th and 21th Layer, S02 Case, E-W Direction Figure A-32: Deleted KEPCO & KHNP A17

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