면진장치를적용한 … · – Nine layered profiles and one fixed base conditionNine layered profiles and one fixed base condition ... • Element : Soild ... FRS comparisons

면진장치를면진장치를 적용한적용한면진장치를면진장치를 적용한적용한국내국내 원전구조물의원전구조물의 예비지진해석예비지진해석(Preliminary Seismic Analysis of Korean Nuclear Power Plant Adapted Seismic Isolation System)

한국전력기술한국전력기술((주주))한국전력기술한국전력기술((주주))원원) ) 토목건축기술그룹토목건축기술그룹

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Contents

1

2제17회 원자력안전기술정보회의 면진장치를 적용한 국내 원전구조물의 예비 지진해석

Introduction

1) Purpose of Study

2) Referencing Regulations and Guides


1) Purpose of Study

• Export of Korean NPPs to high seismicity area– Increasing seismic demand because of world-wide big earthquake events– Target SSE of APR1400 is for third generation NPP

• Seismic Safety of NPP– After post-Fukushima event, various types of regulation and safety reviews

are being performed– One of the most effective tools to increase seismic safety margin

• Essential technical development scope of next generation NPP system• More enhanced standardization of NPP construction


2) Referencing Regulations and Guides

• 10CFR– Part 50, App. S,

P t 52 S b t B– Part 52, Subpart B• US NRC, Regulatory Guides

– Reg. Guide 1.60 (Rev. 0), – Reg. Guide 1.61 (Rev. 1), – Reg. Guide 1.92 (Rev. 2), – Reg. Guide 1.208 (Rev. 0),

R G id 1 122 (R 1)– Reg. Guide 1.122 (Rev. 1)• SRP

– SRP 3.7.1 ~ 3.7.3• ISG: DC/COL-ISG-01, DC/COL-ISG-017• NUREG Report

– NUREG/CR-6728: Technical Basis for Revision of Regulatory Guidance on Design Ground Motions: Hazard- and Risk-consistent Ground Motion Spectra Guidelines

– Draft report , Technical Considerations for Seismic Isolation of Nuclear Facilities June 19 2012Facilities, June 19, 2012.

• European Utility Requirements for LWR Nuclear Power, 2.4.6


Design Ground Motion

1) Design Ground Motion

2) Design Time Histories


1) Design Ground Motion

• Two types of seismic input motion are considered.(1) US NRC requirements: high frequency reinforced RG 1 60 DRS(1) US NRC requirements: high frequency reinforced RG 1.60 DRS

(2) European Utility Requirements (EUR)

• HRHF for CEUS of US will be considered later• Reinforced RG1.60 DRS

– SSE value for the horizontal direction: 0.5g

– SSE DRS for vertical direction should be evaluated

– RG 1.60 spectra enhanced in high frequency from 9 Hz to 50 Hz

• Additional consideration on design ground motion for seismicAdditional consideration on design ground motion for seismic isolation is being studied


1) Design Ground Motion (cont’d)

Horizontal Spectral Amplifications at high frequency range of RG 1.60 Spectrum (5% Damping)p p g q y g p ( p g)


1) Design Ground Motion (cont’d)

• DRS for European sites European Utility Requirements for LWR Nuclear Power Plants 2 4 6– European Utility Requirements for LWR Nuclear Power Plants, 2.4.6

– SSE value for the horizontal direction: 0.5g

– SSE DRS for the vertical direction: 2/3 of SSE DRS for horizontal dir.

EUR Design Basis Ground Motion Spectra (horizontal 5% anchored to 0 5g)EUR Design Basis Ground Motion Spectra (horizontal, 5%, anchored to 0.5g)


2) Design Time Histories

• Reinforced RG 1.60 DRS- Modified THs are derived from real seed earthquake motionsq- THs are satisfied with the requirements of SRP 3.7.1, option 1,

approach 11

1.5

(g)

10

0 5 10 15 20 25

TIME (sec)

-1.5

-1

-0.5

0

0.5

ACCEL

ERATION (

1

cele

ratio

n (g

)

80

-40

0

40

80

VELO

CITY (in

ch/sec

)

Acc 0 5 10 15 20 25

TIME (sec)

-80

0

15

30

45

CEM

ENT (in

ch)

0.1 1 10 100

Frequency (Hz)

0.10 5 10 15 20 25

TIME (sec)

-45

-30

-15DISPL

ACE

Response Spectra of TH and Multi Acceleration Velocity and DisplacementResponse Spectra of TH and Multi-Damped DRS (Dir: NS, Damping: 2%, 3%, 4%, 5%, 7%, 10% anchored to 1.0g scale)

Acceleration, Velocity, and Displacement Plot of TH anchored to 1.0g scale)


2) Design Time Histories (cont’d)

• DRS for European sites

(a) EUR-S1 (b) EUR-S3

Response spectra for 5% damping, and Synthetic Acceleration, Velocity, Displacement Time Historiesfor EUR Soft DGRS


Generic Soil Profiles

1) Reinforced RG 1.60 DRS

2) EUR DRS



• Generic soil profiles– Nine layered profiles and one fixed base condition– Nine layered profiles and one fixed base condition

• Site layer depth to bedrock– 55 ft (Embedment depth of NI) ~ 1,000 ft55 ft (Embedment depth of NI) 1,000 ft

Generic Soil Profiles for the APR1400 Standard Design



• Horizontal Fundamental Site Frequencies for Generic Soil ProfilesProfiles

14

ProfileFreq.

8

10

12

y (Hz)

Profile

S1

S2

S3

(Hz)

1.22

1.61

2.25

4

6

8

Freq

uency S3

S4

S7

S8

S5

2.25

4.61

6.08

6.84

9 62

0

2

S1 S2 S3 S4 S7 S8 S5 S9 S6

S5

S9

S6

9.62

11.04

11.99

Profile Numbers



• Layer Site Category– Categorized by layer thickness and depth range to bedrock– Categorized by layer thickness and depth range to bedrock

Layer Site Category Layer Thickness and Depth Range (ft)

A 0 ~ 55

B 55 ~ 100

C 100 ~ 200

D 200 ~ 500

E 500 1 000E 500 ~ 1,000

F Halfspace > 1,000


2) EUR DRS

• Generic soil profiles– Nine typical sites are identified, three in each site categoryyp , g y

– Uniform half-space with single shear wave velocity value


SSI Analysis

1) Modeling

2) Soil-Structure Interaction Analysis

3) Preliminary Seismic Analysis Results


1) Modeling

• Characteristics of NI StructureCommon basemat is shared by RCB and AB– Common basemat is shared by RCB and AB.

– RCB and AB structures are separated above basemat.

– RCB consists of Prestressed Concrete Containment Vessel (PCCV)– RCB consists of Prestressed Concrete Containment Vessel (PCCV) and Containment Internal Structure (CIS).

– Reactor Coolant System (RCS) is incorporated into the CIS.


1) Modeling (cont’d)

• Development of Model(1) Lumped mass beam stick model(1) Lumped mass beam stick model

• Reference model: Shinkori units 3&4

• Rev. B: real numbers of bearing design is implemented to Rev. A modelRev. B: real numbers of bearing design is implemented to Rev. A model

NI MAT• Element : Soild• Material : Conc

Moat & SI Device• Element : Soild & beam• Material : Conc

RCBRCB• Element : Beam • Lumped mass

AUXAUX• Element : Beam • Lumped mass


1) Modeling (cont’d)

• Development of Model(1) Three-dimensional finite element model(1) Three-dimensional finite element model

• Rev. A: it will be developed referencing up-to-date APR1400 model

Reactor Containment Shell

Containment Internal Structure

Auxiliary BuildingShell Structure


2) Soil-Structure Interaction Analysis

Frequency Domain Analysis

Time Domain Analysis

Multi‐Step Analysis

SASSIKIESSI

SASSI + SAP2000SASSI + ANSYS

KIESSI + LS DYNA

PSD analysisSAP2000ESSI

:KIESSI + LS‐DYNA

:ANSYS, LS‐DYNA

:


3) Preliminary Seismic Analysis Results (cont’d)

A. Seismic analysis using LRB SIs

Analysis program: SASSI– Analysis program: SASSI

– Device information:

• LRB type made by Unison Etech

• Diameter: 110cm

• Modeling: beam element using equivalent linear stiffness

– Natural frequency of SI device

Freq.(Hz) Period(sec) DOF

1 0 515 1 939 Horizontal EW1 0.515 1.939 Horizontal EW

2 0.515 1.940 Horizontal NS

3 0.555 1.802 Torsion



A. Seismic analysis using LRB SIs (cont’d)

Model verification– Model verification

• Seismic Input motion: EUR (EW comp), 0.5g

• Assumed as rigid foundation and embedment effects are neglected

• Verification: FRS comparisons from SAP2000 and SASSIEL. 333 ft

EL. 55 ft




FRS for EUR DRS– FRS for EUR DRS

• Seismic input: 0.5g

• Location: ACB

< EW dir> < NS dir> < VT-dir>< EW-dir> < NS-dir> < VT-dir>




Relative displacement for EUR DRS– Relative displacement for EUR DRS

STR. EL. EW(in) NS(in) VT(in) EW(cm) NS(cm) VT(cm)

AUX 100' 5.22 4.01 0.08 13.25 10.18 0.21 120' 5.23 4.02 0.08 13.29 10.21 0.21

137'-6" 5.24 4.03 0.08 13.32 10.24 0.21 156" 5.24 4.03 0.08 13.32 10.24 0.21

RCB 78' 5.17 3.98 0.04 13.13 10.12 0.09 100' 5.18 4.01 0.04 13.16 10.18 0.09

136'-6" 5.21 4.03 0.05 13.22 10.24 0.12 156' 5.23 4.04 0.06 13.29 10.27 0.15 218' 5.28 4.10 0.10 13.41 10.42 0.24

333'-3' 5.35 4.18 0.16 13.59 10.60 0.40 PSW 78' 5.17 3.98 0.04 13.13 10.12 0.09

100' 5.17 4.00 0.04 13.13 10.15 0.09 156' 5.20 4.02 0.04 13.19 10.21 0.09 191' 5.22 4.04 0.04 13.25 10.27 0.09

SSW 78' 5.17 3.98 0.04 13.13 10.12 0.09 100' 5.17 4.00 0.04 13.13 10.15 0.09 156' 5.20 4.01 0.04 13.19 10.18 0.09 191' 21 02 0 0 13 22 10 21 0 09191' 5.21 4.02 0.04 13.22 10.21 0.09




FRS for Reinforced RG1 60 DRS– FRS for Reinforced RG1.60 DRS


• Location: ACB

< EW-dir> < NS-dir> < VT-dir>< EW-dir> < NS dir> VT dir




Relative displacement for Reinforced RG1 60 DRS– Relative displacement for Reinforced RG1.60 DRS


AUX 100' 10.96 12.61 0.11 27.83 32.02 0.28 120' 10.97 12.62 0.11 27.86 32.06 0.29

137'-6" 10.98 12.65 0.11 27.90 32.11 0.29 156" 10.99 12.67 0.12 27.91 32.18 0.29

RCB 78' 10.87 12.52 0.06 27.62 31.80 0.14 100' 10.91 12.55 0.07 27.71 31.88 0.17

136'-6" 10.93 12.61 0.08 27.77 32.04 0.20 156' 10.98 12.66 0.10 27.89 32.15 0.25 218' 11.08 12.79 0.14 28.14 32.51 0.37

333'-3' 11.30 13.02 0.23 28.70 33.08 0.58 PSW 78' 10.87 12.52 0.06 27.62 31.80 0.14

100' 10.88 12.53 0.06 27.65 31.82 0.14 156' 10.92 12.61 0.06 27.74 32.02 0.16 191' 10.94 12.67 0.06 27.80 32.18 0.16

SSW 78' 10.87 12.52 0.06 27.62 31.80 0.14 100' 10.88 12.53 0.06 27.65 31.82 0.14 156' 10.92 12.56 0.06 27.72 31.92 0.14 191' 10.93 12.60 0.06 27.77 32.02 0.16



B. Seismic analysis using Friction type SIs

Analysis program: SASSI– Analysis program: SASSI

– Device information:

• Friction type: EQS by Esco RTS

• Capacity: 10,000 kN

• Modeling: beam element using equivalent linear stiffness

– Natural frequency of SI device

Freq.(Hz) Period(sec) DOF

1 1 086 0 921 Horizontal NS1 1.086 0.921 Horizontal NS

2 1.087 0.920 Horizontal EW

3 1.172 0.854 Torsion



B. Seismic analysis using Friction type SIs (cont’d)

Model verification– Model verification

• Seismic Input motion: Reinf. RG1.60 DRS (all comp), 0.5g

• Assumed as rigid foundation and embedment effects are neglected

• Verification: FRS comparisons from SAP2000 and SASSI

< EW-dir> < NS-dir>




FRS for EUR DRS– FRS for EUR DRS


• Location: ACB

< EW dir> < NS dir> < VT-dir>< EW-dir> < NS-dir> < VT-dir>




Relative displacement for EUR DRS– Relative displacement for EUR DRS


AUX 100' 2.28 2.99 0.03 5.79 7.60 0.08 120' 2.31 3.03 0.04 5.85 7.70 0.09

137'-6" 2.32 3.06 0.04 5.90 7.77 0.10 156" 2.34 3.09 0.04 5.95 7.83 0.11

RCB 78' 2.23 2.93 0.01 5.66 7.45 0.01 100' 2.27 3.00 0.01 5.77 7.61 0.03

136'-6" 2.36 3.11 0.02 5.98 7.90 0.06 156' 2.41 3.17 0.03 6.11 8.06 0.07 218' 2.58 3.38 0.04 6.54 8.59 0.11

333'-3' 2.85 3.72 0.07 7.23 9.45 0.18 PSW 78' 2.23 2.93 0.01 5.66 7.45 0.01

100' 2.25 2.97 0.01 5.71 7.53 0.02 156' 2.32 3.08 0.01 5.90 7.82 0.03 191' 2.37 3.15 0.01 6.01 8.00 0.03

SSW 78' 2.23 2.93 0.01 5.66 7.45 0.01 100' 2.25 2.97 0.01 5.71 7.53 0.02 156' 2.31 3.03 0.01 5.86 7.70 0.02 191' 2 3 3 08 0 01 9 82 0 02191' 2.35 3.08 0.01 5.95 7.82 0.02




FRS for Reinforced RG1 60 DRS– FRS for Reinforced RG1.60 DRS


• Location: ACB

< EW-dir> < NS-dir> < VT-dir>< EW-dir> < NS dir> VT dir




Relative displacement for Reinforced RG1 60 DRS– Relative displacement for Reinforced RG1.60 DRS


AUX 100' 4.67 4.51 0.04 11.85 11.46 0.11 120' 4.69 4.54 0.05 11.92 11.53 0.14

137'-6" 4.71 4.56 0.06 11.97 11.58 0.15 156" 4.73 4.58 0.07 12.01 11.62 0.17

RCB 78' 4.56 4.43 0.01 11.58 11.25 0.02 100' 4.61 4.48 0.03 11.70 11.38 0.09

136'-6" 4.70 4.58 0.07 11.94 11.63 0.18 156' 4.76 4.63 0.09 12.08 11.77 0.22 218' 4.92 4.81 0.14 12.50 12.21 0.34

333'-3' 5.18 5.08 0.22 13.14 12.91 0.55 PSW 78' 4.56 4.43 0.01 11.58 11.25 0.02

100' 4.58 4.44 0.01 11.62 11.29 0.03 156' 4.63 4.53 0.02 11.76 11.51 0.06 191' 4.66 4.59 0.02 11.84 11.66 0.06

SSW 78' 4.56 4.43 0.01 11.58 11.25 0.02 100' 4.58 4.44 0.01 11.62 11.29 0.03 156' 4.62 4.49 0.02 11.74 11.40 0.05 191' 4.65 4.51 0.02 11.80 11.45 0.05


Summary and Future Plan

• Preliminary seismic analysis results are obtained through the

conventional FD seismic analysis methodconventional FD seismic analysis method

• Dominant seismic input motion set has been confirmed

R i d i i i t ti ill b d l d f th id ti f• Revised seismic input motion will be developed for the consideration of

seismic isolation system

S i i l i lt ill b ff t d b b i f i t• Seismic analysis results will be affected by bearing frequency, input

motions, seismic model, computer program, and analysis methods

S i i l i lt ill b d d ifi d th h l i• Seismic analysis results will be compared and verified through analysis

methods and research institutions

Documents

면진장치를적용한 … · – Nine layered profiles and one fixed base conditionNine layered profiles and one fixed base condition ... • Element : Soild ... FRS comparisons