Non-linear integrated design and analysis of skeletal structures by 1 element per member

Chan, Siu Lai; Zhou, Zhongning

doi:10.1016/s0141-0296(98)00090-x

Cited by 25 publications

(16 citation statements)

References 12 publications

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“…Notably, the global and local rotational springs, k  and k  , which are respectively associated with the element rigid body rotation and strain-inducing deformations, are also respectively responsible for the commonly known P- and P- effects (Chan & Zhou, 2000). The relative importance of global and local geometric nonlinearity for an element is obviously related to the relative values of  and  (note that  varies along the element length), which depend on the specific buckling mode and the number of elements per member.…”

Section: Bending Elementmentioning

confidence: 99%

Rotational Spring Analogy for Buckling Analysis

Izzuddin

2007

J. Struct. Eng.

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This paper presents a "rotational spring" analogy which allows the geometric stiffness for a large class of structural problems to be formulated using common notions from linear structural analysis. The proposed analogy offers an intuitive framework which i) sheds significant light on geometric nonlinearity in general, and buckling analysis in particular, ii) explains previous buckling analysis procedures, and iii) is directly applicable to the simplified buckling analysis of discrete as well as continuum structures. The paper discusses the application of the proposed analogy to single degree of freedom, multi-degree of freedom as well as continuous structural systems, providing in the process several illustrative examples. These demonstrate the simplified framework offered by the proposed rotational spring analogy for a wide range of buckling problems, and highlight its conceptual power in furthering the understanding of important issues in geometrically nonlinear analysis.

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Section: Bending Elementmentioning

confidence: 99%

Rotational Spring Analogy for Buckling Analysis

Izzuddin

2007

J. Struct. Eng.

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“…This shortcoming has been cited in recent literature as a reason against the use of the cubic element in structural analysis/design of steel frames, as it is thought to increase the complexity of structural modelling and the cost of computation [21,22]. Chan & Zhou [21] and Liew et al [22] point to the Euler buckling problems of axially compressed columns such as those depicted in Fig.…”

Section: Linear Buckling Analysismentioning

confidence: 99%

Cubic beam elements in practical analysis and design of steel frames

Teh

2001

Engineering Structures

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This paper discusses various issues in the use of cubic beam elements for computer structural analysis/design of steel frames. It is pointed out that the concern expressed in recent literature regarding the number of cubic elements required to model a steel member is not justified, and that the inaccuracy of one cubic element in Euler buckling analysis of a simply supported column is largely irrelevant to the second-order elastic analysis/design or advanced analysis of steel frames. The sources of inaccuracy of the cubic element are elucidated. It is also explained that the plastic-zone analysis method is not so inefficient as was previously believed. The spatial cubic element is shown to be capable of accurately accounting for the coupling between axial, flexural and torsional deformation modes. It is concluded that for the purposes of second-order elastic analysis/design and advanced analysis of 2D and 3D steel frames, the well-documented cubic element is a versatile and efficient choice.

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“…The other limitations of the effective length method include the difficulty of determining an effective length K-factor, and the inability of the method to predict the actual strength of framed member, among many others. To this end, there is an increasing awareness of the need for practical analysis/design methods that can account for the compatibility between the member and system without the use of K-factors (Nethercot [2], Nethercot and Gardner [3], Chen [4], Chan and Zhou [5], Liew et al [6]). …”

Section: Introductionmentioning

confidence: 99%

Modified Elastic Approach for Stability Design of in-Plane Frame Columns

Hou¹,

Li²

2009

Volume 5 Number 1

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In order to overcome the limitations of the current Chinese Code for Design of Steel Structures (GB50017-2003), such as the second-order analysis of the structures and the effective length method used in stability check of steel frame columns, one modified elastic approach for analysis and check for ultimate loading-carrying of steel frames is outlined and compared to the current Chinese Code method. The second-order elastic moments in a steel frame can be easily determined according to the first-order elastic analysis of the steel frame under vertical loads and lateral loads respectively. Such second-order moments are more accurate than those determined from the current Chinese Code method. By accounting for the initial geometric imperfections of the structural system and its component members directly within a second-order elastic analysis, the need for effective length or buckling solutions is eliminated, and the effective length K-factors can be set to be one. This paper also provides a rational means of complete frame classification that overcomes the limitations and paradoxes of the well known alignment charts for braced and unbraced frames. Simple criteria are presented that define the partially braced frames, as well as the minimum lateral bracing required by frames to achieve non-sway buckling mode. Case studies are drawn to show the detailed design procedures of the modified elastic approach. The case study covers a set of portal frames and single-bay, three-story frames. The results from the case studies are summarized to demonstrate the accuracy and validity of the approach for evaluation of the ultimate loading-carrying capacity of steel frame columns. Comparisons are made to the results from rigorous distributed plasticity of analyses. In conclusion, the modified elastic approach presented is an efficient, reliable, practical method and therefore to be recommended for general design practice. Keywords:Steel frame column; second-order analysis; criteria of frame classification; notional lateral load; structural stability; modified elastic approach INTRODUCTIONThe present approach to the analysis and design of a frame structures in Chinese Code for Design of Steel Structures (GB50017-2003[1]) has to conduct essentially two separate operations, i.e. elastic analysis is conducted to determine the distribution of internal moments and forces of steel frame; inelastic analysis and design is carried out to determine the strength of each member treated as an isolated component by using the previously determined set of moments and forces. The interaction between the structural system and its members is represented by the effective length factor.The effective length method generally provides a good method for the design of framed structures. However, the approach has major limitations. The first of these is that it does not give an accurate indication of factor against failure. The second and perhaps the most serious limitation is probably the rationale of the current two-stage process in design. T...

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Non-linear integrated design and analysis of skeletal structures by 1 element per member

Cited by 25 publications

References 12 publications

Rotational Spring Analogy for Buckling Analysis

Rotational Spring Analogy for Buckling Analysis

Cubic beam elements in practical analysis and design of steel frames

Modified Elastic Approach for Stability Design of in-Plane Frame Columns

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