Cubic beam elements in practical analysis and design of steel frames

Teh, Lip H.

doi:10.1016/s0141-0296(01)00032-3

Cited by 23 publications

(13 citation statements)

References 42 publications

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“…More detailed descriptions of the Updated Lagrangian and the Co-rotational formulations can be found in Teh & Clarke (1998) and Teh (2001b). In order to account for the change in orientation of the nodal forces during rigid body rotations, a stability matrix (often called the external geometric stiffness matrix) is added to the element tangent stiffness matrix.…”

Section: Other Intricate Issues Associated With Spatial Rotationsmentioning

confidence: 99%

Spatial Rotation Kinematics and Flexural–Torsional Buckling

Teh

2005

J. Eng. Mech.

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Abstract:This paper aims to clarify the intricacies of spatial rotation kinematics as applied to 3D stability analysis of metal framed structures with minimal mathematical abstraction. In particular, it discusses the ability of the kinematic relationships traditionally used for a spatial Euler-Bernoulli beam element, which are expressed in terms of transverse displacement derivatives, to detect the flexural-torsional instability of a cantilever and of an L-shaped frame. The distinction between transverse displacement derivatives and vectorial rotations is illustrated graphically. The paper also discusses the symmetry and asymmetry of tangent stiffness matrices derived for 3D beam elements, and the concepts of semi-tangential moments and semi-tangential rotations. Finally, the fact that the so-called vectorial rotations are independent mathematical variables are pointed out.

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Section: Other Intricate Issues Associated With Spatial Rotationsmentioning

confidence: 99%

Spatial Rotation Kinematics and Flexural–Torsional Buckling

Teh

2005

J. Eng. Mech.

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“…The issue concerning the number of (cubic) elements per member used to model a steel frame is largely immaterial to the buckling analyses of high-rise storage rack frames for two reasons. Firstly, for a high-rise storage rack frame, the down-aisle flexural buckling is dominated by the ∆ − P effect and so one element per member is sufficiently accurate (Teh 2001). Secondly, the truss bracing of an upright frame and the presence of backties or rack spacers necessitate the use of several elements per storey column.…”

Section: Topology Of Rack Frames and Member Propertiesmentioning

confidence: 99%

Analysis and Design of Double-Sided High-Rise Steel Pallet Rack Frames

2004

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Abstract:In routine design of steel storage rack frames, it is far more common to perform 2D rather than 3D linear buckling analyses. In this paper, it is demonstrated that the global buckling behaviour of high-rise steel storage rack frames may not be revealed by 2D buckling analyses as 3D interaction modes are involved. It is shown that the mono-symmetric upright columns of a high-rise rack frame fail in a flexural-torsional mode due to the shear-centre eccentricity of the sections, and that the 3D frame buckling analysis is more reliable in determining the critical members of a rack frame. Current steel storage rack design standards combine independent 2D flexural buckling analyses and simplified flexural-torsional buckling analysis of individual columns to account for 3D behavior. Comparisons between the buckling stresses of the rack columns determined from 3D buckling analyses and the buckling stresses determined in accordance with the steel storage racking standards are presented. It is concluded that the use of 2D analysis based procedures can lead to poorly proportioned pallet rack structures in terms of safety or economy. By comparing the buckling analysis results using 3D beam elements of varying degrees of refinement to each other, it is also demonstrated that the beam elements available in most commercial frame analysis programs are not sufficiently refined for accurate 3D buckling analyses of high-rise rack frames composed of mono-symmetric thin-walled open sections.

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“…6 over the whole range of the column lengths, using two elements [4]. The necessary features of such a beam element are:…”

Section: Proposed Benchmark Examplesmentioning

confidence: 99%

“…They do not verify the ability of the beam element to simulate geometrically nonlinear behaviour of steel members, which is important for advanced analysis of frames [4,6,8].…”

Section: Post-buckling Path Of An I-section Cantilevermentioning

confidence: 99%

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Beam element verification for 3D elastic steel frame analysis

Teh

2004

Computers & Structures

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The paper describes the attributes that should be possessed by a benchmark example for verifying the beam elements used to carry out 3D linear buckling analysis and 3D second-order elastic analysis of steel frames. Based on the attributes described, the paper proposes a suite of benchmark examples selected from the literature. The necessary features of a beam element required to pass the proposed benchmark problems are given, and beam elements that possess these features are cited. The paper also explains the merits of linear buckling analysis examples, and provides a commentary on two well-known examples.

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Cubic beam elements in practical analysis and design of steel frames

Cited by 23 publications

References 42 publications

Spatial Rotation Kinematics and Flexural–Torsional Buckling

Spatial Rotation Kinematics and Flexural–Torsional Buckling

Analysis and Design of Double-Sided High-Rise Steel Pallet Rack Frames

Beam element verification for 3D elastic steel frame analysis

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