Static behavior of planar intersecting CFST connection in diagrid structure

doi:10.1007/s11709-011-0125-7

Front Arch Civil Eng Chin

2011, Vol. 5

Issue (3) : 355-365 https://doi.org/10.1007/s11709-011-0125-7

RESEARCH ARTICLE

Static behavior of planar intersecting CFST connection in diagrid structure

Ling LI(

), Xianzhong ZHAO, Ke KE

College of Civil Engineering, Tongji University, Shanghai 200092, China

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Abstract

Intersecting connection plays an important role in the new diagrid structural system for high-rise buildings. To investigate the static behavior of the intersecting connection of concrete-filled steel tubular (CFST) columns, a typical reduced-scale planner connection specimen is tested under monotonic axial compression. The failure modes, force mechanism and bearing capacity of intersecting CFST connections are analyzed further in the follow-up numerical simulation, considering influences of intersecting angle, elliptical plate and ring plate. Test and simulation results prove that, intersecting connection can develop fully plastic deformation and provide sufficient bearing capacity. Parametric analysis indicates that bearing capacity of planar intersecting CFST connection mainly depends on intersecting angle and thickness of elliptical plate, while the ring plate affects that little. Capacity estimation method for planar intersecting CFST connection is proposed basing on the capacity of the critical section which is located near intersecting center for a distance of steel tube radius, and the design suggestions is provided in the end of this paper.

Keywords diagrid structure concrete-filled steel tube planar intersecting connection experimental research mechanism analysis

Corresponding Author(s): LI Ling,Email:lingli860425@163.com

Issue Date: 05 September 2011

Cite this article:

Ling LI,Xianzhong ZHAO,Ke KE. Static behavior of planar intersecting CFST connection in diagrid structure[J]. Front Arch Civil Eng Chin, 2011, 5(3): 355-365.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-011-0125-7
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I3/355

Fig.1 Connection details in Guangzhou West Tower []. (a) Type A: lining plate with ring reinforcing plate; (b) type B: flange plate

Fig.2 Configuration of connection specimen

Tab.1 Mechanical properties of test specimen

Fig.3 Perspective view of test setup

Fig.4 Measurement arrangement of specimen. (a) Strain gauges; (b) displacement transducers

Fig.5 Test phenomena of specimen BC-2. (a) Out-of-plane deflection; (b) steel tube’s bulging

Fig.6 Relationship curves. (a) Load-deformation of columns; (b) load-displacement of intersecting center; (c) load-steel average axial strains at connection zone; (d) load- steel average axial strains at column zone

Fig.7 FEA model of planar intersecting CFST connection. (a) A quarter model of connection; (b) elliptical plate and ring plate

Fig.8 Confined concrete material constitutive model

Fig.9 Steel material constitutive model

Fig.10 Results comparisons between FE analysis and test. (a) Load-deformation of columns; (b) load-steel average axial strains at column zone; (c) load-steel strains at section-L3

Fig.11 Stress contours of test specimen at load of 5426 kN. (a) Von Mises stress of steel tube walls; (b) Von Mises stress of elliptical plate; (c) minimum principle stress of filled concrete

Fig.12 Stress contours of the connection . (a) Von Mises stress of steel tube walls; (b) minimum principle stress of filled concrete

Fig.13 Failure modes in connections

Fig.14 Distributed axial force of steel tube and elliptical plate in connection (a quarter model)

Fig.15 Details of ring plate in connections (a) Outer ring plate; (b) inner ring plate; (c) size of ring plates

Fig.16 Load-displacement of intersecting center curves for different ring plate details (). (a) Outer and inner ring plates; (b) parameter ; (c) parameter

Fig.17 Stress distribution of connection D250-12.5-25-20-. (a) Sketch of stress distribution paths; (b) stress-distance curves of D250-12.5-25-20-30; (c) stress-distance curves of D250-12.5-25-20-60

Fig.18 Secant stiffness degradation

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