The Dynamic Behavior of Large Floor Plane Structure under Earthquake

Transcription

1 The Dynamic Behavior of Large Floor Plane Structure under Earthquake

2 Contents FAB Plane Dimension Dynamic Simulation Earthquake Events Seismic Damper Dynamic Soil-Structural Interaction Summary

3 FAB Plane Dimension

4 FAB Plane Dimension Wafer FAB 30M 200m 200m

5 FAB Plane Dimension TFT-LCD FAB 50M 250M 350M

6 Dynamic simulation

7 Dynamic simulation assumption Program: ETABS Version 9. Semi-Rigid Diaphragm. Include all RC wall in structural model. Mass Source=100% DL+100% SDL+10%LL 2% modal damping ratio

8 FAB Plane Dimension Wafer FAB 30M 200m 200m

9 FAB Plane Dimension Structural Plane

10 FAB Elevation View GL X-Direction Elevation (Longitudinal Direction) GL Y-Direction Elevation (Truss Direction)

11 Modal Analysis result- Mode Shape Mode s X Mode s X

12 Modal Analysis result-mode Shape Mode s Y Mode s Y

13 Modal Analysis result-natural Period Mode 1 X Y 0.33s 0.36s Mode 2 X Y 0.19s 0.15s

14 FAB Plane Dimension TFT-LCD FAB 50M 250M 350M

15 FAB Elevation TFT-LCD FAB E-W 30m GL N-S 10M GL

16 Modal Analysis- Mode Shape Mode 1 T=0.81 sec Mode 2 T=0.47sec Mode 3 T=0.39sec

17 Modal Analysis Mode Shape Mode 1 T=0.73 sec Mode 2 T=0.49sec Mode 3 T=0.40sec

18 Modal Analysis result Natural Period Mode 1 E-W N-S 0.82s 0.73s Mode 2 E-W N-S 0.47s 0.49s

19 Earthquake Events

20 Earthquake Event Peak Ground Acceleration PGA=80gal 2009/12/ /02/ /03/04

21 Accel. (m/s2) Accel. (m/s2) Accel. (g) Accel. (g) Response Spectrum-Tainan NS EW FF2% FF3% 0.2 FF5% FF7% 0.15 FF10% Period (sec) Period (sec) NS EW Period (sec) Period (sec)

22 Accel. (g) Accel. (g) Accel. (g) Accel. (g) Response Spectrum-Tainan NS EW FF5% 0.12 FF7.5% FF15% 0.1 FF20% 0.08 FF25% 14P1-5% P3-5% Period (sec) Period (sec) NS EW FF5% FF9% 0.25 FF15% FF20% 0.2 FF25% 14P P1 0.1 FF5% FF7.5 FF15% FF20% FF25% 14P3 14P Period (sec) Period (sec)

23 Taiwan Earthquake Fault Map

24 Accel. (g) Accel. (g) 0226 Earthquake Response of Wafer FAB NS Period (sec) NS PGA L X Center Edge gal gal gal PGA 放大倍率 FF5% FF7.5% FF15% FF20% FF25% 14P1-5% 14P3-5% Larger Larger Unit: gal EW EW PGA L Y Center Edge gal gal gal PGA FF5% FF7.5% FF15% FF20% FF25% 14P1-5% 放大倍率 14P3-5% Larger Unit: gal Period (sec)

25 Accel. (m/s2) Acceleration(gal) Accel. (m/s2) 1219 Earthquake Response of TFT FAB Acceleration(gal) Response Spectrum N-S N-S PGA 4F 7F X Center Edge Center Edge ξ=0.02 gal gal gal gal gal ξ=0.03 PGA ξ=0.05 ξ=0.07 Scale Factor ξ=0.10 Unit: gal 1st mode 2nd mode Larger Period (sec) Response Spectrum E-W Period (sec) E-W PGA 4F 7F ξ= Y ξ=0.03 gal Center gal Edge gal Center gal Edge gal ξ=0.05 PGA ξ=0.07 Scale Factor ξ=0.10 1st mode 2nd mode Unit: gal Larger

26 Seismic Damper

27 Seismic Damper C=500 C=400 C=300 Damper Force (Ton) C=500 C=400 C=300 F Cv Velocity (m/s)

28 Dynamic Resonance Mode 1 T=0.4s No Damper T=0.4s with Damper

29 Dynamic Resonance Mode 2 T=0.2s No Damper T=0.2s with Damper

30 Damper Force (ton) Damper in FAB Damper (Compatible_ART-017) Y Direction(C=500) Damper Displacement (m)

31 Y Damper efficacy Floor Site Earthquake Dir. No Damper Damper Ratio L30 Tainan S1219 X L30 Tainan S0226 X L30 Tainan S0304 X Average Floor Site Earthquake Dir. No Damper Damper Ratio L30 Tainan S1219 Y L30 Tainan S0226 Y L30 Tainan S0304 Y Average X

32 Acceleration (gal) Acceleration (gal) Damper efficacy of different event EW-Direction No Damper With Damper NS-Direction No Damper With Damper

33 Seismic Damper Suggestions Sensitive at low displacement range (3-5mm) Functional for medium earthquake Damper should be horizontally setup Support frame should be as rigid as possible Damper Force (Ton) C=500 C=400 C= C=500 C=400 C=300 Damper Force (ton) (Compatible_ART-017) 200 Y Direction(C=500) Velocity (m/s) Damper Displacement (m)

34 Dynamic Soil-Structural Interaction

35 Acceleration cm/sec/sec Dynamic Soil-Structural Interaction 0226 Earthquake Acceleration (Soil.vs. Foundation) Soil Foundation Time - sec

36 Depth Surface Rayleigh Wave Displacement vs. depth Displacement V= λ f f=5hz, V=3km/s λ =600m, 0.25*λ =150m FA B FA B Ref. Dynamic soil-structure interaction, John P. Wolf, 1985

37 Dynamic Soil-Structural Interaction Damping ratio Mass ratio: Stiffness ratio: m=building mass p=soil mass density a=foundation length Cs=soil shear wave velocity h=building height ω s=building Freq. Soft soil Ref. Dynamic soil-structure interaction, John P. Wolf, 1985

38 Dynamic Soil-Structural Interaction Nuclear power plant number of 180cm φ float pile could reduce foundation response to 25% 2. Pile Area/Foundation Area Nuclear Plant:8.5% Ref. Dynamic soil-structure interaction, John P. Wolf, 1985

39 Dynamic Soil-Structural Interaction Floating Pile 800mmφ, Floating pile

40 Dynamic Soil-Structural Interaction 1. Piles could low down the acceleration transmitted into the foundation. 2. Piles combine soil and building structure into a new dynamic system. Simulation of Floating Pile Effect Max. Acceleration in Building (gal) Pile Simulation X Dir.PGA=45gal(NS) Y Dir. PGA=76gal(EW) Measured Analysis Measured Analysis ψ1.2m@4.8mx4.8m(l=30m) Pile 17 38% 18 40% 18 24% 21 28% ψ0.7m@4.8mx4.8m(l=30m) Pile 43 95% 43 95% 48 63% 49 64% ψ0.7m@4.8mx4.8m(l=18m) Pile+ ψ0.8m@4.8mx4.8m(l=16m) Float Pile % % Free Field PGA=45gal(X) ; PGA=76gal(Y)

41 Summary 1. Shift structural dynamic 1 st mode to 0.33sec, away from 0.4sec resonance period might happened (Tainan site). 2. Higher lateral stiffness FAB structure (Tainan site) 3. Add damper between L30~L40 to reduce FAB L30 acceleration response. 4. For short period seismic wave below 0.2sec. Add floating pile to reduce foundation acceleration by dynamic soil-structural interaction effect.

42 Thank you