A second-order flexibility-based beam-column element with member imperfection

Du, Zuo-Lei; Liu, Yao‐Peng; Chan, Siu Lai

doi:10.1016/j.engstruct.2017.04.023

Cited by 36 publications

(15 citation statements)

References 19 publications

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“…Before the introduction of EICR formulation by Rankin and Brogan (1986), a simplified EICR formulation had been used in the geometrically nonlinear analysis of frames, such as in the work by Meek and Tan (1983). Their CR formulation has been extensively used in the derivation of nonlinear beam-column elements (Chan and Zhou 1994, 1995; Du et al 2017; Tang et al 2015, 2019). Compared with the conventional TL and UL formulations, the most prominent advantage of the EICR formulation is that some complicated beam-column elements allowing for local second-order effect can be readily extended into the analyses of large displacements and large rotations.…”

Section: Introductionmentioning

confidence: 99%

Consistent co-rotational framework for Euler-Bernoulli and Timoshenko beam-column elements under distributed member loads

Tang

Chen

Liu

et al. 2021

Advances in Structural Engineering

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Conventional co-rotational formulations for geometrically nonlinear analysis are based on the assumption that the finite element is only subjected to nodal loads and as a result, they are not accurate for the elements under distributed member loads. The magnitude and direction of member loads are treated as constant in the global coordinate system, but they are essentially varying in the local coordinate system for the element undergoing a large rigid body rotation, leading to the change of nodal moments at element ends. Thus, there is a need to improve the co-rotational formulations to allow for the effect. This paper proposes a new consistent co-rotational formulation for both Euler-Bernoulli and Timoshenko two-dimensional beam-column elements subjected to distributed member loads. It is found that the equivalent nodal moments are affected by the element geometric change and consequently contribute to a part of geometric stiffness matrix. From this study, the results of both eigenvalue buckling and second-order direct analyses will be significantly improved. Several examples are used to verify the proposed formulation with comparison of the traditional method, which demonstrate the accuracy and reliability of the proposed method in buckling analysis of frame structures under distributed member loads using a single element per member.

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Section: Introductionmentioning

confidence: 99%

Consistent co-rotational framework for Euler-Bernoulli and Timoshenko beam-column elements under distributed member loads

Tang

Chen

Liu

et al. 2021

Advances in Structural Engineering

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“…The inaccuracy from construction and installation of a structure may have a significant influence on the structural behavior [35]. Thus it is of great importance to study the effect of imperfections on the ultimate capacity.…”

Section: Effects Of Imperfections On the Structural Behaviormentioning

confidence: 99%

Static and Kinematic Behaviour of a Foldable Truss Roof Structure

2019

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In this paper, a type of foldable truss structure formed by four-bar linkages is firstly proposed as a retractable roof. Then the mechanical behavior of a fully closed roof system is studied. The results show that the member buckling has a great effect on the ultimate capacity of foldable truss structures. The failure load of the structure is smaller if buckling is considered. It is also found that the effect of imperfections on the failure load of the foldable structure is not significant. Furthermore, the stress variation during the folding is small. However, when initial imperfections are introduced, the maximal member stress during the motion increases greatly, which is almost close to yield stress.

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“…They should be taken into account in the second-order direct analysis, which is an innovative design method without the need of effective length assumption and is highly recommended in modern design codes such as EC3 (BS EN 1993-1-8:2005, 2005, American Institute of Steel Construction (AISC) (2016), and CoPHK (2011). A number of papers (Du et al, 2017a(Du et al, , 2017b(Du et al, , 2019 on the topic of direct analysis have been published and this article mainly focuses on the joint slip behavior.…”

Section: Introductionmentioning

confidence: 99%

Advanced joint slip model for single-angle bolted connections considering various effects

Abdelrahman

Liu

Chan

2020

Advances in Structural Engineering

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Latticed structures are commonly used in transmission towers due to lightweight, fast fabrication, and easy installation, but they generally experience more complicated structural behaviors. The full-scale tests on transmission towers have revealed large discrepancies between the numerical simulation and experimental results because the significant joint slip effects have not well considered in the former. The existing joint slip models were so simple that many key parameters had not been taken into account. Thus, a comprehensive joint slip model is proposed in this article for better prediction and design of tower structures. First, a full-detailed finite element model based on ABAQUS incorporating more realistic parameters for a typical joint is developed and calibrated by the experimental data from the literature. Furthermore, the proposed FE model is used for parametric study of joint behaviors with considerations of bolt pretension, friction at contact face, angle sizes and plate thickness, steel and bolt grades, number of bolts, and hole tolerance. Finally, an advanced joint slip model is provided for further incorporation in the second-order direct analysis of transmission towers. This work is limited in the literature and will significantly improve safety and enhance the cost-efficiency of tower design. The proposed model shows high accuracy and can be simply determined by joint details in line with the component method specified in Eurocode 3-1-8.

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A second-order flexibility-based beam-column element with member imperfection

Cited by 36 publications

References 19 publications

Consistent co-rotational framework for Euler-Bernoulli and Timoshenko beam-column elements under distributed member loads

Consistent co-rotational framework for Euler-Bernoulli and Timoshenko beam-column elements under distributed member loads

Static and Kinematic Behaviour of a Foldable Truss Roof Structure

Advanced joint slip model for single-angle bolted connections considering various effects

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