Progressive Collapse of Steel Frames 47
0 10 20 30 40 50 60
Load (Kn/mm
2
)
50
45
40
35
25
20
15
10
5
0
Max. Deflection in mm
Deflection (mm) fro
experimental test
Deflection (mm) from analysis
Figure 29. The maximum lateral deflection for internal co-
lumn removed from the analysis and experimental test.
tion would be measured and get around 35 - 36 mm.
7. Conclusions
Nonlinear finite element models investigating the progre-
ssive collapse of steel frames have been developed and
reported in this paper. The finite element models have
accounted for the nonlinear material of the steel frames
and the nonlinear geometry was also considered. The
investigated steel frames had different geometries and
different damping ratios. Overall, the paper addresses
how multistory frames would behave when subjected to
local damage or loss of a main structural carrying
element. The history behavior of the steel frames defor-
mations and failure modes were investigated and
discussed in this paper. The nonlinear finite element
models accented the nonlinear material and geometry
behavior of the steel frames. The study has shown that:
By increasing damping ratios in dynamic analysis the
maximum lateral deflection decreased for all frames.
The progressive collapse potential decreased as the
number of story increased since more structural mem-
bers participate in resisting progressive collapse.
The nonlinear dynamic analysis method provided a
realistic representation of the progressive collapse be-
havior.
The increase only in the girder size for the purpose of
preventing progressive collapse may result in weak
story when the building is subject to seismic load.
The formation of weak story can be prevented by in-
creasing the column size in such a way that the strong
column-weak beam requirement is satisfied.
The maximum lateral deflection obtained for internal
column-removed case using the 3D-model was slightly
higher (within 2%) than that obtained for internal column-
removed case using the 2D-model.
REFERENCES
[1] R. E. Mc Connel and S. J. Kelly, “Structural Aspects of
Progressive Collapse of Warehouse Racking,” The Struc-
tural Engineer, Vol. 61A, No. 11, 1983, pp. 343-347.
[2] F. Casciati and L. Faravelli, “Progressive Failure for
Seismic Reliability Analysis,” Engineering Structures,
Vol. 6, No. 2, 1984, pp. 97-103.
http://dx.doi.org/10.1016/0141-0296(84)90002-6
[3] A. J. Pretlove, “Dynamic Effects in Fail-Safe Structural
Design,” Proceedings, International Conference on Steel
Structures: Recent Advances and their Application to De-
sign, Budva, 1986, pp. 749-757.
[4] J. L. Gross and W. Mcguire, “Progressive Collapse Re-
sistant Design,” Journal of Structural Engineering, Vol.
109, No. 1, 1983, pp. 1-15.
[5] R. M. Bennett, “Formulation for Probability of Progres-
sive Collapse,” Structural Safety, Vol. 5, No. 1, 1988, pp.
67-77. http://dx.doi.org/10.1016/0167-4730(88)90006-9
[6] A. J. Pretlove, M. Ramsden and A. G. Atkins, “Dynamic
Effects in Progressive Failure of Structures,” Interna-
tional Journal of Impact Engineering, Vol. 11, No. 4,
1991, pp. 539-546.
[7] E. M. Smith, “Alternate Path Analysis of Space Trusses
for Progressive Collapse,” Journal of Structural Engi-
neering, Vol. 114, No. 9, 1988, pp. 1978-1999.
http://dx.doi.org/10.1061/(ASCE)0733-9445(1988)114:9(
1978)
[8] R. B. Malla and B. B. Nalluri, “Dynamic Effects of
Member Failure on Response of Truss Type Space Struc-
ture,” Journal of Spacecrafts and Rockets, Vol. 32, No. 3,
1995, pp. 545-551. http://dx.doi.org/10.2514/3.26649
[9] K. Abedi and G. A. R. Parke, “Progressive Collapse of
Single-Layer Braced Domes” International Journal of
Space Structures, Vol. 11, No. 3, 1996, pp. 291-306.
[10] J. R. Gilmour and K. S. Virdi, “Numerical Modeling of
the Progressive Collapse of Framed Structures as a Result
of Impact or Explosion,” 2nd International PhD Sympo-
sium in Civil Engineering, 1998.
[11] G. Kaewkulchai and E. B. Williamson, “Dynamic Be-
havior of Planar Frames during Progressive Collapse”.
16th ASCE Engineering Mechanics Conference, Univer-
sity of Washington, Seattle, 2003.
[12] G. Kaewkulchai and E. B. Williamson, “Beam Element
Formulation and Solution Procedures for Dynamic Pro-
gressive Collapse Analysis,” Computers and Structures,
Vol. 82, No. 7-8, 2004, pp. 639-651.
http://dx.doi.org/10.1016/j.compstruc.2003.12.001
[13] K. Khandelwal and S. El-Tawil, “Collapse Behavior of
Steel Special Moment Resisting Frame Connections,”
Journal of Performance of Constructed Facilities, Vol.
113, No. 5, 2007, pp. 646-665.
[14] J. Kim and J. Park, “Design of Steel Frames Considering
Progressive Collapse,” Steel and Composite Structures,
Vol. 8, No. 1, 2008, pp. 85-98.
http://dx.doi.org/10.12989/scs.2008.8.1.085
[15] GSA, “Progressive Collapse Analysis and Design Guide-
lines for New Federal Office Buildings and Major Mod-
ernization Projects,” The US General Services Admini-
stration, 2003.
Open Access WJET