Abstract
Concrete Filled Steel Tubes (CFSTs) with through bolt connections are demonstrated to be satisfactory for seismic performance. Due to better confinement effect, circular CFST columns possess higher strength to weight ratio compared to square CFST. The only limiting factor in application of circular CFST in construction is the difficulty in joining with the beams. This paper presents an experimental study on hysteretic behavior of interior joint between circular CFST column and steel beam using extended end plates with through bolt. The study focuses on the comparison of connection using flat extended end plate with straight bolts and curved extended end plate with split bolt assembly for circular CFST columns. The experimental results were analysed in terms of strength, stiffness, ductility, failure mode and energy dissipation for the evaluation of cyclic performance. The results indicate that the seismic resistance agrees with seismic recommendations of American Institute of Steel Construction (AISC) and the split bolt assembly increases the performance remarkably. For comprehension of mechanism and prediction of shear capacity of the panel zone for curved endplates, a mathematical model was generated. This includes the influence of axial load, prestressing induced by bolt tightening, anchorage and the concrete strut action. The prediction accuracy was compared with the test result and it showed sound correlation.
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Abbreviations
- A c :
-
Effective area of concrete core in column
- A s :
-
Effective area of steel in column
- A w :
-
Area of column web
- d b :
-
Depth of beam
- d c :
-
Depth of column web
- d h :
-
Diameter of bolt hole
- E c :
-
Modulus of elasticity of steel
- E s :
-
Modulus of elasticity of steel
- f :
-
Bond resistance at bolt surface
- f c :
-
Compressive strength of core concrete
- F sy :
-
Yield tensile stress of steel
- F t bolt :
-
Applied force in the bolt
- F u bolt :
-
Ultimate capacity of the bolt
- G s :
-
Modulus of rigidity of steel
- h ep :
-
Height of endplate
- h pz :
-
Height of panel zone
- K f :
-
Shear stiffness of the generalized column flange
- K w :
-
Shear stiffness of the column web
- m :
-
Number of holes in a row of bolts
- ḿ :
-
Ratio of compressive stress to tensile stress of concrete
- M fp :
-
Full plastic moment for the tube flange
- M p beam :
-
Plastic moment capacity of steel beam
- Mp CFT :
-
Plastic moment capacity of CFT column
- n :
-
Number of rows of holes in the column web of the panel zone
- P :
-
Column axial load
- r f1 :
-
Reduction factor for considering the presence of bolt inside the concrete.
- r f2 :
-
Reduction factor for strut action of core
- T :
-
Force at panel zone due to pretension of bolt
- t bf :
-
Thickness of beam flange
- t cw :
-
Thickness of column web
- \(\bar{t}_{f}\) :
-
Thickness of generalized column flange
- \(\bar{V}_{cu}\) :
-
Ultimate shear strength of concrete
- V fy :
-
Shear strength of flange at yield
- V p max :
-
Maximum panel zone shear capacity
- V u per :
-
Ultimate shear strength of panel zone
- V wy :
-
Shear capacity of column web at yield
- V y pr :
-
Yield shear strength of panel zone
- z :
-
Height of uniformly distributed force in panel zone
- α :
-
Internal angle between the bolt rods
- β :
-
Strut angle of concrete core
- Υ sy :
-
Panel rotation corresponding to web yield
- θ u :
-
ultimate displacement
- θ y :
-
Yield displacement
- μ :
-
Displacement ductility coefficient
- σ x :
-
Axial compressive stress on panel zone
- σ y :
-
Lateral stress due to bolt pretension force
- τ bond :
-
Permissible anchorage bond stress
- τ sy :
-
Nominal shear strength
- τ xy :
-
Resultant shear stress
- ∅ :
-
Bolt diameter
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Acknowledgments
The authors acknowledge the financial support from Kerala State Council for Science, Technology & Environment (KSCSTE) for carrying out the work (project No ETP/05/2016/KSCSTE).
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Ajith, M.S., Beena, K.P. & Sheela, S. Hysteresis Performance of Through Bolted Connections in Steel Beam to Circular CFST Column. KSCE J Civ Eng 25, 2487–2500 (2021). https://doi.org/10.1007/s12205-021-0488-9
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DOI: https://doi.org/10.1007/s12205-021-0488-9