Two-dimensional FE model for evaluation of composite beams, II: Parametric study

Abstract In the present paper, the 2D finite element (FE) model presented and validated in the companion paper “Two-dimensional FE model for evaluation of composite beams, I: Formulation and Validation” is used to undertake a parametric study focused on both the required and available rotations and the moment redistribution capacity of semi-continuous composite beams. The investigation has shown that some tendencies already established in the literature regarding beams with full shear connection are not applicable to cases with partial shear connection.

[1]  Feng Fu,et al.  Experimental study on semi-rigid composite joints with steel beams and precast hollowcore slabs , 2006 .

[2]  Mark A. Bradford,et al.  Composite Steel and Concrete Structural Members: Fundamental Behaviour , 1995 .

[3]  T. Q. Li,et al.  Required rotation of composite connections , 2000 .

[4]  David A. Nethercot The importance of combining experimental and numerical study in advancing structural engineering understanding , 2002 .

[5]  R P Johnson,et al.  PARTIAL SHEAR CONNECTION IN COMPOSITE BEAMS FOR BUILDINGS. , 1991 .

[6]  Im May,et al.  Benchmarking of non-linear finite element analyses for reinforced concrete deep beams , 2005 .

[7]  Fernando Diniz Queiroz Finite element analysis of composite beams : the influence of different levels of shear connection , 2007 .

[8]  R. G. Slutter,et al.  Shear Strength of Stud Connectors in Lightweight and Normal-Weight Concrete , 1971, Engineering Journal.

[9]  David A. Nethercot,et al.  PLASTICITY OF COMPOSITE BEAMS AT SERVICEABILITY LIMIT STATE , 1998 .

[10]  Brian Uy,et al.  Effects of partial shear connection on the required and available rotations of semi-continuous composite beam systems , 2005 .

[11]  C. Dale Buckner,et al.  Composite Construction in Steel and Concrete , 1958 .

[12]  A. Abdollahi,et al.  Numerical strategies in the application of the FEM to RC structures—I , 1996 .

[13]  R. P. Johnson Beams, slabs, columns, and frames for buildings , 1994 .

[14]  David A. Nethercot,et al.  Prediction of initial stiffness and available rotation capacity of major axis composite flush endplate connections , 1997 .

[15]  Gerhard Hanswille Cracking of Concrete Mechanical Models of the Design Rules in Eurocode 4 , 1997 .

[16]  N. Gattesco,et al.  Analytical modeling of nonlinear behavior of composite beams with deformable connection , 1999 .

[17]  Ezio Giuriani,et al.  Experimental study on stud shear connectors subjected to cyclic loading , 1996 .

[18]  Kim S. Elliott Research and development in precast concrete framed structures , 2000 .

[19]  D. Oehlers,et al.  Partial interaction in composite steel and concrete beams with full shear connection , 1997 .

[20]  László Dunai,et al.  Behaviour of bolted composite joints: experimental study , 2004 .

[21]  David A. Nethercot,et al.  Required and available rotations in continuous composite beams with semi-rigid connections , 2001 .