seismic design including soil-structure interaction ... · 2d plaxis analysis in time-domain 0.20 g...
TRANSCRIPT
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Seismic Design including Soil-Structure
Interaction Effects Case Study: Metro Line
Stations and Twin Tunnels in Soft Ground
NYC, 14.11.2012
Christos VrettosChair of Soil Mechanics and Foundation Engineering
Thessaloniki Metro Line
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Subsoil conditions
C. Vrettos, EERI Lecture, NYC, 14.11.2012
Top-to-down construction
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Top-to-down construction- Examples -
Top-to-down construction- Project particularity -
- Single-cell structure with no central support- Seismic region- Inhomogeneous soft soil with artesian water- Depths down to -45 m
post grouting
micropiles
building
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Top-to-down construction
Depth 35m
Top-to-down constructionSintrivani Crossing
micropiles
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Construction of diaphragm walls
Construction of diaphragm walls
C. Vrettos, EERI Lecture, NYC, 14.11.2012
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Top-to-down construction
Connection of wall to base slab
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TBM-Excavation by EPB-Shield
Monitoring
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Static analysis
-45.5
0.0
Singe cell structure
C. Vrettos, EERI Lecture, NYC, 14.11.2012
Excavation phase:diaphragm walls: Mwall = 3340 kNm/m
Static analysis- max. bending moments -
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Static analysis- max. bending moments -
Final construction phase:walls Mwall = 1360 kNm/mbase slab Mslab = 1573 kNm/m
Seismic Design
C. Vrettos, EERI Lecture, NYC, 14.11.2012
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-0.4g
0.4g
0 2 4 6 8 10-0.4g
0.4g
0 2 4 6 8 10
Seismic response of underground structures
[s] [s]
amax = 0.3 g amax = 0.28 g
Seismic design methods
Inertia Force
Ground Deformation
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2D PLAXIS analysis in time-domain
0.20 g
0.30 g
Geff
Dam
ping
Frequency
Natural frequency of the system
Predominantfrequency of input motion
C. Vrettos, EERI Lecture, NYC, 14.11.2012
-40
-30
-20
-10
0
0 0.05 0.10 0.15 0.20
shear strain [%]
De
pth
[m
]
2D Analysis in time-domain- Free-field -
0.30 g
0.20 g
0.18 g
0.25 g
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2D Analysis in time-domain- with tunnel -
0.20 g
0.16 g
Mmax = 565 kNm/m
0.20 g
0.29 g
Mmax = 283 kNm/m
x
0z
Hz
SBV
SV
Sectional forces due to ground deformation
c
VAEN 0
max 2
1
20
max c
AIEM
C. Vrettos, EERI Lecture, NYC, 14.11.2012
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Soil-structure interaction
NSSI RNN maxmax,
MSSI RMM maxmax,
a
aN
KAE
KR
2
2
2
t
tM
KIE
KR
4
2
axial + transverse
dG
KK ta )43(
)1(16- St. John and Zahrah
GKK ta - AFPS/AFTES Guidelines
GKa 3- Clough and Penzien
Springs for soil-structure interaction
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Racking of rectangular tunnel cross sections
sC
v
- Free-field seismic site response analysis (SHAKE,EERA), or
- Newmark approximation
C. Vrettos, EERI Lecture, NYC, 14.11.2012
ff
tunnelR
Hk
BGF
1
)1(4
Rsk
k )43(
H
Gks
Bk /
ff
tunnelR
Sectional forces in tunnel lining
Penzien (2000)
Racking of rectangular tunnel cross sections- Pseudo-coupled procedure -
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Map of known earthquakes with M≥3.0 in central–northern Greece from 550 BC till 2007. Open circles: historical earth-quakes before 1911. High seismicity areas: Servomacedonian massif (yellow) and North Aegean Trough (blue).From Skarlatoudis et al. (2011).
Local seismicity
Result of a seismic hazard analysis
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Results of a seismic hazard analysis
Results of a seismic hazard analysis
Tunnel project
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at rock outcrop: PGA 0.273 g
1D Seismic site response analysis
Loma Prieta 1989 EQ recordat Palo Alto SLAC Lab, SGS Station 1601
5.0max '9500 vG [kPa]
1457.6103.1
8.0max
G
G8.0204.01
5.192
D [%]
C. Vrettos, EERI Lecture, NYC, 14.11.2012
at rock/soil interface: PGA 0.178 g
1D Seismic site response analysis
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1D Seismic site response analysis
2D Seismic response analysis
C. Vrettos, EERI Lecture, NYC, 14.11.2012
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2D Seismic response analysis
EQ: Mwall,left = 2230 kNm/m ; Mwall,right = 2970 kNm/m
Static + EQ: max M = 6479 kNm/m ; min M = -5002 kNm/m
2D Seismic response analysis
Bending moments at t = 10.20 s
Static + EQ: M = 6411 kNm/m ; min M = -2399 kNm/m
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2D Seismic response analysis
Wireframe distribution: envelope from all calculation steps;Solid lines: values due to the structure installation
2D Quasi-static response analysis
C. Vrettos, EERI Lecture, NYC, 14.11.2012
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Quasi-static approach
Mwall = 1950 kNm/m
vs. Mwall = 2970 kNm/m from dynamic analysis
Quasi-static approach
N = 322 kN/mM = 39.8 kNm/m
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Comparison
Partial factors for actions (EC7, DIN):Permanent: 1.35Temporary: 1.20Seismic: 1.00
Diaphragm wallsStatic: 4010 kNm/mSeismic peak: 2970 kNm/mQuasi-static: 1950 kNm/m
Tunnel lining:Static: 1460 kN/mSeismic peak: 402 kN/mQuasi-static: 322 kN/m
C. Vrettos, EERI Lecture, NYC, 14.11.2012