1 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of Steel Frame Buildings Designed in Seismic Regions Effect of Gravity Framing on Earthquake-Induced Losses and Collapse Risk of Steel Frame Buildings in Seismic Regions June 23-24 2016, Hydra, Greece DIMITRIOS G. LIGNOS SWISS FEDERAL INSTITUTE OF TECHNOLOGY, LAUSANNE (EPFL)
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1 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Effect of Gravity Framing on Earthquake-Induced
Losses and Collapse Risk of Steel Frame
Buildings in Seismic Regions
June 23-24 2016, Hydra, Greece
DIMITRIOS G. LIGNOS
SWISS FEDERAL INSTITUTE OF TECHNOLOGY, LAUSANNE (EPFL)
2 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Motivation
The next generation of performance-based earthquake
engineering (PBEE) has formalized a framework for assessing the
seismic performance of frame buildings.
The same framework can be employed to assess the earthquake-
induced losses in frame buildings (FEMA P-58).
Important for stakeholders, building owners:
Informed decisions for effective designs (new buildings)
Effective seismic retrofits (existing buildings)
Evaluation of repair actions in the aftermath of earthquakes
3 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Overview of PBEE Methodology
l DV( ) = G DV DM( )dG DM EDP( )dG EDP IM( )dl IM( )allDMs
òallEDPs
òallIMs
ò
Image adopted by Zareian (2006)
4 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Overview of PBEE Methodology (2) -Impact of Analytical Model Representation on EDPs (and losses)
Perimeter SMF
Equivalent
gravity frameRigid
link
4.6 m
4.0 m
4.0 m
4.0 m
6.1m 6.1m 6.1m
(a)
3 bays @ 6.10 m
I I I I
I
I
I
I
I
I
I
I
30.5
0 m
42.70 m
I
I
I
I
I
I
I
I
I
I
I
I
I I I I
I
I
I
I
Interior gravity
framingPerimeter SMF
Historically, “bare frame” models have been utilized for nonlinear response
history analysis of frame buildings (e.g., Composite action, gravity framing is
ignored).
5 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Motivation (2) -Examples from Christchurch Earthquakes 2010, 2011
Total cost to insurers of rebuilding was approximately NZ$40Billion.
Significant portion of the estimated dollar loss is from damage to non-
structural components.
New Zealand: developed country with long tradition in earthquake
engineering research and practice!
Source: Bruneau et al. (2011)
6 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Northridge 1994 Hyogoken-Nanbu 1995 Tohoku 2011
Motivation (3) -Collapse Risk During Extreme Earthquakes
Hyogoken-Nanbu 1995 Loma Prieta 1989 Loma Prieta 1989
Images Source: NISEE, E-Library
7 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Motivation (4) -Residual Deformations and Demolition Actions
With the evolution of design provisions, code-conforming frame
buildings may not collapse (easily) but it is likely to experience large
residual deformations after a large earthquake.
Examples of steel and RC buildings with residual displacements leading to demolition (San
Fernando and Tohoku earthquakes)
9 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Utilize loss metrics in order to quantify the seismic-induced
losses in steel frame buildings designed in urban California.
Assess the effect of analytical model representation of a
steel frame building on earthquake-induced losses under
various seismic intensities.
Quantify the effect of residual deformations on the loss
assessment of steel frame buildings with steel SMFs or
SCBFs.
Assess the effect of seismic design parameters (e.g., SCWB
ratio) on the earthquake-induced losses of steel frame
buildings in highly seismic regions.
Objectives and Scope
10 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Overview of Loss Estimation Methodology
: Expected total repair costs conditioned on seismic intensity IM.
: Probability of having no-collapse given IM
: Probability of having no-collapse given IM but the building
will be demolished.
: Probability of having collapse given IM.
E LT IMéë ùû
P NCÇR IM( )
P C IM( )
P NCÇD IM( )
Source: Ramirez and Miranda (2013)
P D NC, IM( ) = P D RSDR( )dP RSDR NC, IM( )0
¥
ò
Probability of demolition given IM but no collapse (Assumed μ=1.5% and σ=0.30) :
11 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Archetype office steel buildings (2- to 20-stories) with perimeter steel
special moment frames designed in Urban California (IBC 2009, AISC-
2010)
(Sources: Elkady and Lignos 2014*)
Example: Steel Frame Buildings with Special Moment
Frames
*Elkady, A. and Lignos, D.G. (2014). "Modeling of the Composite Action in Fully Restrained Beam-to-Column Connections:
Implications in the Seismic Design and Collapse Capacity of Steel Special Moment Frames". Earthquake Engineering and
Structural Dynamics (EESD). Vol. 43(13), pp. 1935-1954, DOI: 10.1002/eqe.2430.
12 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Source: National Seismic Hazard Map (USGS 2008)
Seismic Hazard in Design Location of Interest
13 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Fragility and Cost Distribution Functions
To compute realistic loss estimations for steel frame
buildings architectural layouts were developed.
Steel frame buildings with SMFs: rectangular footprint of
14,000ft2
Cost estimates were developed based on the RS Means
Cost Estimating Manuals.
Non-structural components (both drift- and acceleration-
sensitive) were considered to compute the replacement cost
29 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Acknowledgements-Research Sponsors
30 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Backup Slides
31 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Archetype office steel buildings (2- to 12-stories) with perimeter steel
special concentrically braced frames designed in Urban California (IBC
2009, AISC-2010)
(Sources: NIST 2010)
Steel Frame Buildings with Special Concentrically
Braced Frames
32 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Fragility and Cost Distribution Functions (2)
-Examples of Damageable Components and Damage States
Story Drift Ratio, SDR [rad]0 0.01 0.02 0.03 0.04
Pro
bab
ility
of
Exce
ed
en
ce
0
0.2
0.4
0.6
0.8
1
Flexural BucklingLocal BucklingFracture
(Source: Lignos and Karamanci 2013*)
*Lignos, D.G., and Karamanci, E. (2013). “Drift-based and Dual-Parameter Fragility Curves for Concentrically Braced Frames in
Seismic Regions". Journal of Construnctional Steel Research, Vol. 90, pp. 209-220.
34 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Braced Frame Collapse Specifics
35 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
-0.04 -0.02 0 0.02 0.04-2000
0
2000
Rotation, [rad]
Eq
. S
hea
r F
orc
e, V
[k
N]
2
yV
p
Vy
Kp
Ksh
Vcol
Vcol
deff-
V
V V
V
Mb-Mb
+deff
+
ts
drib
Steel Frame Buildings with Special Moment Frames
-Modeling of panel zone shear distortion
W27x94
W24x84
W2
4x
13
1
W2
4x
13
1
W2
4x
13
1
W2
4x
13
1W24x84
W21x68
W2
4x
94
W2
4x
94
W2
4x
94
W2
4x
94
W30x108
W30x116
W30x116
W27x94
W2
4x
14
6
W2
4x
19
2
W2
4x
19
2
W2
4x
14
6
H =
32
.60
m
W2
4x
13
1
W2
4x
17
6
W2
4x
17
6
W2
4x
13
1
3 bays @ 6.10m
4.6
m4
.0m
4.0
m4
.0m
4.0
m4
.0m
4.0
m4
.0m
Perimeter
SMF
Rigid links
Equivalent
gravity frame
*Elkady, A. and Lignos, D.G. (2014). "Modeling of the Composite Action in Fully Restrained Beam-to-Column Connections:
Implications in the Seismic Design and Collapse Capacity of Steel Special Moment Frames". Earthquake Engineering and
Structural Dynamics (EESD). Vol. 43(13), pp. 1935-1954, DOI: 10.1002/eqe.2430.
Source: Elkady and Lignos (2014)*
36 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Steel Frame Buildings with Special Concentrically Braced Frames -Modeling of Steel Braces: Flexural Buckling and Fracture due to Low-Cycle Fatigue
*Karamanci, E., and Lignos, D.G. (2014). ”Computational Approach for Collapse Assessment of Concentrically Braced Frames
in Seismic Regions.” ASCE, Journal of Structural Engineering, Vol. 15(A401419), pp. 1-15.
Source: Karamanci and Lignos (2014)*
e0 = 0.748kL
r
æ
èç
ö
ø÷
-0.399D
t
æ
èç
ö
ø÷
-0.628E
Fy
æ
èçç
ö
ø÷÷
0.2
D
t
Calibrated with over 270 tests from steel braces
37 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions *Karamanci, E., and Lignos, D.G. (2014). ”Computational Approach for Collapse Assessment of Concentrically Braced Frames
in Seismic Regions.” ASCE, Journal of Structural Engineering, Vol. 15(A401419), pp. 1-15.
Source: Karamanci and Lignos (2014)*
Steel Frame Buildings with Special Concentrically Braced Frames -Modeling of Steel Braces: Flexural Buckling and Fracture due to Low-Cycle Fatigue
38 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
-0.1 0 0.1
-450
0
450
Rotation [rad]
Mom
ent
[kN
.m]
Exp. Data
Simulation
Mmax
+
u
bind
Mmax
-
u
Mbind
-
W27x94
W24x84
W2
4x
13
1
W2
4x
13
1
W2
4x
13
1
W2
4x
13
1W24x84
W21x68
W2
4x
94
W2
4x
94
W2
4x
94
W2
4x
94
W30x108
W30x116
W30x116
W27x94
W2
4x
14
6
W2
4x
19
2
W2
4x
19
2
W2
4x
14
6
H =
32
.60
m
W2
4x
13
1
W2
4x
17
6
W2
4x
17
6
W2
4x
13
1
3 bays @ 6.10m
4.6
m4
.0m
4.0
m4
.0m
4.0
m4
.0m
4.0
m4
.0m
Perimeter
SMF
Rigid links
Equivalent
gravity frame
Steel Frame Buildings with SMFs or SCBFs
-Modeling of gravity framing system and its connections
Image source: Liu and Astaneh (2002)
Source: Elkady and Lignos (2015)*
*Elkady, A. and Lignos, D.G. (2015). ”Effect of Gravity Framing on the Overstrength and Collapse Capacity of Steel Frame
Buildings with Perimeter Special Moment Frames”, Earthquake Engineering and Structural Dynamics (EESD), Vol. 44(8), pp.
1289-1307, DOI: 10.1002/eqe.2519.
39 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Tracing Sidesway Collapse of Frame Buildings -Example of definition of dynamic collapse due to earthquake shaking
40 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of
Steel Frame Buildings Designed in Seismic Regions
Expected Losses Conditioned on Seismic Intensity
-Effect of Analytical Model Representation: Steel SCBFs
12-story SCBF: B Model
Brace Frame Only 12-story SCBF: CG Model
Composite Action + Gravity Framing
Hazards: Service Level, Design Basis (DLE) & Maximum Considered Event (MCE)
Minimum monetary loss due to business interruption is not considered
41 D. G. Lignos – Effect of Gravity Framing on Earthquake-Induced Losses & Collapse Risk of