International Journal of Civil Engineering and Technology (IJCIET)
Volume 10, Issue 04, April 2019, pp. 1046–1052, Article ID: IJCIET_10_04_110
Available online at http://www.iaeme.com/ijmet/issues.asp?JType=IJCIET&VType=10&IType=4
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
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COLLAPSE ANALYSIS OF STEEL FRAME
WITH CONCRETE FILLED STEEL TUBE
COLUMNS
Rohan Thapa
Research Scholar, Civil Engineering Department,
Chandigarh University Gharaun, Punjab, India
Ankit Mahajan
Assistant Professor, Civil Engineering Department,
Chandigarh University Gharaun, Punjab, India
ABSTRACT
This paper present seismic performance assessment of steel frame consisting of
CFST column, according to the procedure provided in FEMA P-58, evaluation of
building response and estimating median value of structural response parameters in
terms of story drift and story acceleration were carried out. To exactly predict the
response, 5-Story and 10-Story buildings are used.
In this research paper the response of steel frame with CFST column at failure is
obtained by performing a series of non-linear analysis, firstly non-linear static
analyses is used to check the yielding and failure roof displacement then incremental
dynamic loading is used. IDA is performed with increasing intensities until the
collapse is occur then the response of building in terms of storey drift and
displacement is obtained.
The results obtain show that with vertical irregularities the drift and displacement
of building increases and special care should be taken when building built with CFST
column is subjected to any vertical irregularities
Key words: Collapse analysis, Incremental dynamic analysis and CFST column
frame.
Cite this Article: Rohan Thapa, Ankit Mahajan, Collapse Analysis of Steel Frame
with Concrete Filled Steel Tube Columns, International Journal of Civil Engineering
and Technology 10(4), 2019, pp. 1046–1052.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=10&IType=4
1. INTRODUCTION
With increasing demand of high rise building, high strength materials are being used in every
aspect of building construction for example high strength concrete and high strength steel. But
use of high strength material makes them susceptible to brittle failure. This member fails with
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Collapse Analysis of Steel Frame with Concrete Filled Steel Tube Columns
very less warning
time and can cause loss of many human lives living under the roof of
this type of high rise building. Concrete filled tube column are basically hollow steel section
with concrete fill inside, this section are very ductile and posses’ high compression and tensile
strength due the confinement of concrete inside steel section[1,2,3,4,5,6,7]. Analyses were
carried out under the provision provided in FEMA P-58. In which building is first subjected to
non-linear static analyses (Pushover) which provide yielding and failure roof displacement
further incremental dynamic analyses is carried out to calculate the collapse fragility of
structure. In IDA collapse capacity of structure are obtained by increasing the intensities of
ground motion acceleration until collapse occur. IDA involve a large number of non-linear
response history analyses that are performed using different ground motion pair scaled to
increasing earthquake intensity until collapse occur. Each ground motions are scaled to match
the target response acceleration spectrum.
2. ANALYSIS METHODS
FEMA P-58 has provided a rational frame work in which uncertainties can be analysed,
quantified and present in rational manner. These analyses provide a complete performance
picture of building under seismic hazard [8,9]. The accuracy of analyses depends on the
number of seismic ground motion used and the data from where it is taken.
2.1. Non-Linear Static Analysis (Pushover)
Analyses are performed with factored gravity load combination of 1.05D+0.25L. The
procedure adopted is from section 3.3.3 of ASCE/SEI 41-06.
2.2. Incremental Dynamic Analysis
IDA is able to provide the performance of structure at failure point. In this analysis a large
number of non-linear response history analyses is performed using at-least 7 ground motion
scaled to matched target spectrum and increase in intensity until collapse occur. Incremental
dynamic analyses yield a distribution of results at varying intensity that can be used to
generate collapse fragility.
3. THE STUDY FRAME
The goal of this paper is to perform IDA on 5-storey and 10-story building with normal
configuration and with vertical irregularity. The structural element used in modelling of steel
frame with CFST
column frame is presented below.
Table 1 Building Configuration
No. Of Storey
Storey Height
Soil Type
Zone
Thickness of floor
Beam Size
Column Size
Dead Load intensities
Exernal wall load
internal wall load
Live Load intensities
L.L n floor
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5,10
3.5m
medium
IV
150mm
W12X14
W14X22
W16X26
W18X35
300X300mm
600X600mm
13.23Kn/m
6.5Kn/m
2Kn/m2
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Rohan Thapa, Ankit Mahajan
Figure 1 Floor Plan
(i)
(ii)
Figure 2 (i) 5-Storey building, (ii) 5-Storey building with vertical irregularity
(i)
(ii)
Figure 3 (i) 10-Storey building, (ii) 10-Storey building with vertical irregularity
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Collapse Analysis of Steel Frame with Concrete Filled Steel Tube Columns
S.No
Event
Year
Station
Magnitude
PGA(g)
1
2
3
4
5
6
7
San Fernando
Landers
Landers
Chuetsu-Oki
Tottori Japan
Iwati
Iwate
1971
1992
1992
2007
2000
2008
2008
Castaic-Old Ridge Route
Fun Valley
WhiteWater Trout Farm
Joetsu Yasuzukaku Yasuzuks
OKYH09
Ichinoseki Maikawa
Yuzawa
6.61
7.28
7.28
6.8
6.61
6.9
6.8
0.25
0.34
0.31
0.25
0.31
0.28
0.22
Table 2 Earthquake ground motion used for analyses
All the ground motions are obtained from the PEER ground motion data within the
magnitude in range of 6-7. The ground motions are scaled within the range of 0.2T1-1.5T1.
Where T1 is the fundamental time period of the structure[10,11]. IDA is performed in
E-TAB 2016 according to ASCE codes.
4. RESULTS AND DISCUSSION
Results of Non-linear static are plotted in terms of yield and failure displacement and IDA are
plotted in terms of Storey displacement and storey drift. The acceleration in with this
responses occur also being plotted in the table.
Table 3 Push over result for yielding and failure displacement
5-Storey
10-Storey
Yielding
Failure
Displacement Displace
(mm)
ment
(mm)
90
195
Regular
Irregular
Regular
Irregular
180
300
330
(i)
300
1000
1500
(ii)
Figure 4 (i) 5-Storey building displacement, (ii) 5-Storey building displacement having vertical
irregularity
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Rohan Thapa, Ankit Mahajan
(i)
(ii)
Figure 5 (i) 5-Storey building drift, (ii) 5-Storey building drift having vertical irregularity
Table 4 (i) 5-Storey building displacement, (ii) 5-Storey building drift
Sr.No
1
2
3
4
5
6
7
Earthquake Record
SanFernando
FunValley
WhiteWater
Chuetsu-Oki
Tottori
Iwate
Yuzawa
Max Displacement (mm)
Regular
167.7
149.2
171.1
161.2
149.1
170.6
169.1
Irregular
227.2
279.6
287.6
257.5
248.3
269
220
(i)
Sr.No
Earthquake
Record
1
2
3
4
5
6
7
SanFernando
FunValley
WhiteWater
Chuetsu-Oki
tottori
Iwate
Yuzawa
Max Drift (mm)
Regular
50
51.5
58.5
37.4
31
49.1
47
Irregular
100
120
150
133
102
101
95
(ii)
(i)
(ii)
Figure 6 (i) 10-Storey building displacement, (ii) 10-Storey building displacement having vertical
irregularity
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Collapse Analysis of Steel Frame with Concrete Filled Steel Tube Columns
(i)
(ii)
Figure 7 (i) 10-Storey building drift, (ii) 10-Storey building drift having vertical irregularity
Table 5 (i) 10-Storey building displacement, (ii) 10-Storey building displacement having Irregularity
Sr.No
Earthquake Record Max Displacement (mm)
Regular
Irregular
1 SanFernando
2 FunValley
3 WhiteWater
4 Chuetsu-Oki
5 Tottori
6 Iwate
7 Yuzawa
784.2
800.1
938.8
702.1
927.7
721.7
643.2
1089.4
923.9
1434.5
1066.6
1177.4
1144.3
1239.3
(i)
Sr.No
Earthquake Record Max Drift (mm)
Regular
1 SanFernando
2 FunValley
3 WhiteWater
4 Chuetsu-oki
5 Tottori
6 iwate
7 Yuzawa
109
125
290
140
210
150
230
(ii)
5. CONCLUSIONS
Incremental dynamic analysis of two steel frame building with normal configuration and
vertical irregularity is find out with incremental dynamic analyses in terms of storey
displacement and storey drift. E-tab software is used in which ground is first matched with
target spectrum and further increased intensities with different scaling factor to achieve the
response at failure point.
Following conclusion were made in the analysis:
[1] Storey drift and storey displacement for 5 and 10 storey was found to be maximum for
White- water trout having PGA of 0.31g and scale factor of 12.5
[2] The earthquake motion should be selected carefully i.e far-field ground motion to be used
and no aftershock should be selected.
[3] When building is provided with vertical irregularity drift and displacement increase,
building should be design to carry these stress caused by building irregularities.
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Irregular
150
145
310
155
290
165
250
Rohan Thapa, Ankit Mahajan
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