finite element analysis study of column

1. Finite Element Analysis
Of Concrete Filled Steel
Tube Column
Prepared by: Darshika Shah
ME ( III) CASAD
Enrollment No : 120280715012
Guided By :
Dr. M. N. Patel
Prof. M. D. Vakil

2. Content
 Introduction
 Literature Review
 Summary of literature
 Objective
 Scope of Present Study
 Modeling Procedure in ANSYS Workbench
 Example
 Work Plan
 References

3. Introduction
 Steel concrete composite
construction combines the
compressive strength of concrete
with the tensile strength of steel
to evolve an effective and
economic structural system.
 Composite construction is
amenable to “fast-track”
construction because of using
rolled steel and pre-fabricated
components.

4. Conti…
 Concrete filled steel tube column has
become popular as structural members
in buildings due to
 Excellent structural performance
(High strength and high ductility)
 The steel tube provides formwork
for the concrete.
 Steel tubes prevents excessive
concrete spalling.
 Composite columns add significant
stiffness to a frame.
 high strength steel in CFSC can be
more economical.
CFST Section

5. Literature Review
 Paper : 1
“ Nonlinear analysis of concrete filled steel tubular short
column under axial loading “
Author: Qing Quan Liang , Sam Fragomeni
Journal Of Constructional Steel research (2009)
 In this paper , models for normal and high strength concrete confined
by either normal or high strength circular steel tubes are proposed.
 Extensive parametric studies are conducted to examine the accuracy of
models and the effects of
 Tube diameter-to-thickness ratio,
 Concrete compressive strengths and
 Steel yields strengths on the fundamental behavior of circular
CFST columns. Experimental

6. Literature Review
 Concl :
 Increasing the tube diameter to thickness ratio reduces the ultimate
strength of the column and axial ductility performance.
 Increasing the concrete compressive strength increases the axial
ultimate load but reduces the section.
 The use of high strength steel tube in circular CFST column
significantly increases the section performance of CFST column.

7. Literature Review
 Paper 2:
“ Behavior and design calculation on very
slender thin-walled CFST columns”
Author: Yu-Feng An, Lin-Hin Han, Xiao-Ling Zhao
Journal: Thin – Walled Structures (Elsevier) (2012)
 Behavior of very slender thin-walled CFST column under
Axial compression are studied.
 The FEA model was used to perform analysis on Very
slender CFST column.
 The reliability analysis method was used to calibrate the
existing design formula given in AISC360-05 and
Eurocode 4.
Analytical using

8. Literature Review
 Concl:
 There is good agreement obtained between the predicted and
measured results.
 The ultimate strength decreases as slenderness increases.
 The design formula for compressive strength of very slender CFST
column provided by AISC 360-05 and Eurocode 4 satisfy the reliable
require in parameter limits.
 The average value of Ncr/Nue =1.089 which means that the nominal
Euler load is higher than test results.
Where Ncr = Nominal Euler Load
Nue = Test results.

9. Literature Review
 Paper 3:
“Review of design codes of concrete encased steel short column
under axial compression “
Author : K. Z. Soliman, A. I. Arafa, Tamer M. elrakib
HBRC journal (2013) ( housing and Building national research center)
 The current state of design provisions for composite columns from
 The Egyptian codes (ECP203-2007 and ECP-SC-LRFD-2012),
 American Institute of Steel Construction, (AISC-LRFD-2010, ACI-318-2008)
 British Standard (BS-5400-5) was reviewed
 The axial capacity portion of both the encased steel section and the
concrete section was also studied according to the different codes.
 Encased steel concrete columns have been investigated experimentally to
study the effect of concrete confinement and different types of encased
steel sections. The measured axial capacity of the column was compared
with the values calculated by the codes.
Experimental

10. Literature Review
Concl:
 The confining effect is influenced by the shape of the encased steel
section. The tube shaped steel section led to better confinement
which resulted in a noticeable increase in both ductility and the
ultimate axial capacity of columns.
 From the all codecs, the calculated column strength with the code
ECP-SC-LFRD-2012 formula led to most conservative results.

11. Literature Review
 Paper 4:
“Experimental and Analytical Investigation of
Concrete Filled Steel Tubular Columns”
Author : Zhijing Ou, Baochun Chen, Kai H. Hsieh,
Marvin W. Halling, and Paul J. Barr.
American society of civil engineers (2011)
 In this paper, an experimental and analytical investigation of concrete-
filled steel tubular (CFST) laced columns are presented.
 The experiments were designed to obtain the load-deflection curves and
to validate an analytical parametric study.
 Finite-element analyses of CFST columns were performed to determine
the ultimate load-carrying capacity and were compared with five building
codes. (AISC , Eurocode 4, CSES28:29, JCJ 01-89, Dl/T 5085-1999)
Experimental

12. Literature Review
 Concl:
 The forces in the lacing tubes at failure were relatively small.
 The load capacity decreased gradually with an increase in the
slenderness ratio and eccentricity.
 For the stability factor , JCJ 01-89 design criteria result in the
smallest mean squared error.
 For the eccentricity reduction factor, CECS 28:90 design criteria were
found to have the smallest mean squared error.
 The global strength reduction factor for lacing columns =
(The stability factor φ) * (eccentricity reduction factor φ e).
The factors, φ and φ e , are calculated with the JCJ 01-89 and CECS 28:90 design criteria.

13. Need of Present Study
Literature review concludes that…
 Major work is done on CFST is experimental. Still there is a need
for numerical study is needed to check the parameters which affect
the ultimate strength.
 Less research is done on interface friction characteristics of steel
tube and concrete .
 Role of reinforcement bars in CFST column can be studied with
greater detail.
 Effect of Confinement co-efficient and its value is another imp
focus of this area.
 As the Indian code has not thrown light, for calculating the strength
of CFST column, further research is needed.

14. Objective
 Parametric study of concrete filled steel tube column using finite
element analysis .

15. Scope of present study
 Analysis of concrete filled steel tube
column using finite element analysis
by varying,
 Grades of concrete and steel
 Friction co-efficient between steel
and concrete
 Shapes of CFST column.

16. Modeling in ANSYS Workbench

17. Modeling Procedure in ANSYS
Workbench
1. ANSYS workbench - static structure - Engineering data -
material properties (Element type).
2. Create the geometry in “Design Modeler” ANSYS-14.0
Workbench.
3. Mechanical Model – Assign required material to the CFST
column.
4. Connection:-bonded between Steel tube and concrete.
5. Generate Mesh.
6. Apply Boundary conditions and loading.
7. Calculate primary and secondary unknowns.

18. 1. ANSYS workbench - static structure -
Engineering data - material properties
(Element type).

19. Element type
 Solid 65 – Three degrees of freedom at each node.
 Link 180 – Three degrees of freedom at each node.
 Shell 181 – Six degrees of freedom at each node.
 Conta 173
 Targe 170

20. 2. Create the geometry in Design
modeler
 Create the geometry by following steps.
 Select the plane in which we want to work
 Click on the new sketch and draw a circle having radius 150 mm.
 Extrude the circle and give length and material take add material to
assign material steel.
 Draw another circle and give a radius 140 mm.
 Extrude the circle and give cut material as operation to make a steel
tube from steel column.
 Again extrude sketch 2 and give material add frozen which
differentiate steel and concrete.

21. 2.Geometry in Design modeler

22. 3.Mechanical model- Assign
required material to the CFST column
In Mechanical window,
 Click on the Geometry on project model and assign required
materials to different sketches.

23. 4. Connection- Bonded Between steel
tube and concrete

24. 5. Generate Mesh

25. 6. Apply Boundary Condition And
Loading

26. 7. Primary unknown- Deformation

27. 7. Secondary Unknown- equivalent
stresses

28. Results at Different Loading

29. Example- comparison of Square and
Circular CFST column for Following Data

30. Comparison Of Deformation

31. Comparison of Stress

32. WORK PLAN

33. References
 J.M. Portolés, M. R. (2011). Experimental study of high strength
concrete-filled circular tubular columns under eccentric loading.
Journal of Constructional Steel Research , ELSEVIER, 623-633.
 K.Z. Soliman, A. A. (n.d.). Review of design codes of concrete
encased steel short columns under axial compression. HBRC
Journal.
 Kenji Sakino, H. N. (2004). Behavior of Centrally Loaded Concrete-
Filled Steel-Tube short column. Journal of Structural Engineering ,
180-188.
 Lin-Hai Han, W. L.-F. (2008). Behaviour of concrete-filled steel
tubular stub columns subjected to axially local compression. Journal
of Constructional Steel Research , 377–387.
 M.F. Hassanein, O. K. (2013). Compressive strength of circular
concrete-filled double skin tubular short column. Thin-Walled
Structures .

34. References
 Qing Quan Liang, S. F. (2009). Nonlinear analysis of circular
concrete-filled steel tubular short columns under axial loading.
Journal of Constructional Steel Research , 2186-2196.
 Yu-Feng An, L.-H. H.-L. (2012). Behaviour and design calculations
on very slender thin-walled CFST columns. Thin-Walled Structures ,
161-175.
 Zhijing Ou, B. C. (2011). Experimental and Analytical Investigation
of Concrete Filled Steel Tubular Columns. journal of Structural
Engineering , 137, 634-645.

35. Thank you