Column Rules of ACI, SSLC, and LRFD Compared

Furlong, Richard W.

doi:10.1061/(asce)0733-9445(1983)109:10(2375)

Cited by 18 publications

(8 citation statements)

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“…= primary moment (calculated without the second-order geometric effects) and j.L = C m l[1 -(PI<I>P cr )] = magnification factor, P cr = Ehr21L2, EI = effective bending stiffness of the column cross section, L = kl = effective column length (length of a supposedly equivalent hinged column), which is assumed to be constant during the loading process, k = factor determined by elastic buckling analysis of the column with the proper end restraints, <I> = strength reduction factor, and C m = coefficient introducing the effect of the distribution of the primary (initial) bending moment between the column ends, taken by ACI as C m = 1. For the purpose of comparison, we consider the case <I> = 1 (MacGregor 1986;Bazant and Cedolin 1991;Furlong 1983 …”

Section: Comparison With Aci Methodsmentioning

confidence: 99%

“…The existing simple methods generally either assume or imply the deflection curve of the column to be sinusoidal (Broms and Viest 1958a,b,c;McGregor et al 1970;Furlong 1983Furlong , 1993"Building" 1989;"CBB-FIP" 1988). A major assumption in the ACI code procedure and other current design approaches is that an inelastic column with end restraints can be replaced by an equivalent hinged column of sinusoidal deflection curve.…”

Section: Introductionmentioning

confidence: 99%

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Inelastic Buckling of Concrete Column in Braced Frame

Bažant

Xiang

1997

J. Struct. Eng.

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ABSTRACT:The paper proposes an improved method of analysis of reinforced concrete columns in braced (no-sway) frames, which is suitable as a simple computer solution for design practice and is more realistic than the existing ACI and CBB methods. The elastic restraint provided by beams adjacent to columns is described by rotational springs. The inelastic behavior of concrete is defined by a uniaxial stress-strain curve with postpeak softening in compression and a zero strength in tension. Plasticity of reinforcement is also considered. The deflection curve is assumed to be a sine curve. The improvement consists in considering the wavelength as unknown and variable during loading. The problem is reduced to a system of seven nonlinear algebraic equations, which are easily solved for small increments of axial displacement by a standard library optimization algorithm. The convergence always occurs and is fast if the increments are small enough. The influence of various parameters on the load-deflection curve, the path in the diagram of axial load P versus moment M, and the failure envelope are studied. Various phenomena, such as the possibility of a concave P(M) path at constant load eccentricity, are explained. It is shown that the ACI approach is slightly conservative in most cases, although situations exist in which the ACI approach is either grossly overconservative or slightly unconservative.

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Section: Comparison With Aci Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Inelastic Buckling of Concrete Column in Braced Frame

Bažant

Xiang

1997

J. Struct. Eng.

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“…In the past, there were a large number of studies carried out on HSS columns filled with normal concrete [1][2][3][4][5][6][7][8][9]. These studies have contributed a lot to the development and revision of currently well-known design codes, such as ACI [10], AISC [11], EC4 [12] and DBJ13-51-2003 [13].…”

Section: Introductionmentioning

confidence: 99%

Experimental behaviour of high performance concrete-filled steel tubular columns

Tao

2008

Thin-Walled Structures

175

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“…Because of the widely use of concrete-filled steel tube (CFST) structure, lots of research have been done by Schneider, Bridge, Han and others [1][2][3][4][5]. CFST members generally are divided into two types: square and circular.…”

Section: Introductionmentioning

confidence: 99%

Behavior of High Strength CFSST Stub Columns With Inner CFRP Tube Under Axial Compressive Load

Lang²,

Yang³

2011

Volume 7 Number 3

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ABSTRACT:The contribution of CFRP (carbon fiber-reinforced polymer) to concrete-filled square steel tube (CFSST) is considered in this paper. Based on the experimental study of six high strength concrete-filled square steel tubular stub columns with inner CFRP circular tube (HCFSST-CFRP), the finite element software ABAQUS is employed to analyze the mechanical behaviors of HCFSST-CFRP stub column under axial compression load. Mechanism of interactions among steel tube, concrete core (includes two parts: innermost concrete and sandwich concrete) and CFRP is analyzed, and a simplified equation of loads shared by innermost concrete and sandwich concrete is given by regression analysis. Longitudinal stress distribution in the concrete section, load shared coefficient and axial load-strain relationships are presented. The confinement effect of the CFRP tube increases ductility of HCFSST stub columns remarkably. Innermost concrete suffers most of axial load after specimen reaching ultimate bearing capacity because of the confinement effect of CFRP tube. CFRP tube begins to work obviously at the descent stage after stub column reached ultimate bearing capacity.

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Column Rules of ACI, SSLC, and LRFD Compared

Cited by 18 publications

References 0 publications

Inelastic Buckling of Concrete Column in Braced Frame

Inelastic Buckling of Concrete Column in Braced Frame

Experimental behaviour of high performance concrete-filled steel tubular columns

Behavior of High Strength CFSST Stub Columns With Inner CFRP Tube Under Axial Compressive Load

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