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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Structural Engineering and Mechanics
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Volume & Issues
Volume 18, Issue 6 - Dec 2004
Volume 18, Issue 5 - Nov 2004
Volume 18, Issue 4 - Oct 2004
Volume 18, Issue 3 - Sep 2004
Volume 18, Issue 2 - Aug 2004
Volume 18, Issue 1 - Jul 2004
Volume 17, Issue 6 - Jun 2004
Volume 17, Issue 5 - May 2004
Volume 17, Issue 3_4 - Mar 2004
Volume 17, Issue 2 - Feb 2004
Volume 17, Issue 1 - Jan 2004
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A fourth order finite difference method applied to elastodynamics: Finite element and boundary element formulations
Souza, L.A. ; Carrer, J.A.M. ; Martins, C.J. ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 735~749
DOI : 10.12989/sem.2004.17.6.735
This work presents a direct integration scheme, based on a fourth order finite difference approach, for elastodynamics. The proposed scheme was chosen as an alternative for attenuating the errors due to the use of the central difference method, mainly when the time-step length approaches the critical time-step. In addition to eliminating the spurious numerical oscillations, the fourth order finite difference scheme keeps the advantages of the central difference method: reduced computer storage and no requirement of factorisation of the effective stiffness matrix in the step-by-step solution. A study concerning the stability of the fourth order finite difference scheme is presented. The Finite Element Method and the Boundary Element Method are employed to solve elastodynamic problems. In order to verify the accuracy of the proposed scheme, two examples are presented and discussed at the end of this work.
A new hierarchic degenerated shell element for geometrically non-linear analysis of composite laminated square and skew plates
Woo, Kwang-Sung ; Park, Jin-Hwan ; Hong, Chong-Hyun ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 751~766
DOI : 10.12989/sem.2004.17.6.751
This paper extends the use of the hierarchic degenerated shell element to geometric non-linear analysis of composite laminated skew plates by the p-version of the finite element method. For the geometric non-linear analysis, the total Lagrangian formulation is adopted with moderately large displacement and small strain being accounted for in the sense of von Karman hypothesis. The present model is based on equivalent-single layer laminate theory with the first order shear deformation including a shear correction factor of 5/6. The integrals of Legendre polynomials are used for shape functions with p-level varying from 1 to 10. A wide variety of linear and non-linear results obtained by the p-version finite element model are presented for the laminated skew plates as well as laminated square plates. A numerical analysis is made to illustrate the influence of the geometric non-linear effect on the transverse deflections and the stresses with respect to width/depth ratio (a/h), skew angle (
), and stacking sequence of layers. The present results are in good agreement with the results in literatures.
Mesh distortion sensitivity of 8-node plane elasticity elements based on parametric, metric, parametric-metric, and metric-parametric formulations
Rajendran, S. ; Subramanian, S. ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 767~788
DOI : 10.12989/sem.2004.17.6.767
The classical 8-node isoparametric serendipity element uses parametric shape functions for both test and trial functions. Although this element performs well in general, it yields poor results under severe mesh distortions. The distortion sensitivity is caused by the lack of continuity and/or completeness of shape functions used for test and trial functions. A recent element using parametric and metric shape functions for constructing the test and trial functions exhibits distortion immunity. This paper discusses the choice of parametric or metric shape functions as the basis for test and/or trial functions, satisfaction of continuity and completeness requirements, and their connection to distortion sensitivity. Also, the performances of four types of elements, viz., parametric, metric, parametric-metric, and metric-parametric, are compared for distorted meshes, and their merits and demerits are discussed.
The G. D. Q. method for the harmonic dynamic analysis of rotational shell structural elements
Viola, Erasmo ; Artioli, Edoardo ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 789~817
DOI : 10.12989/sem.2004.17.6.789
This paper deals with the modal analysis of rotational shell structures by means of the numerical solution technique known as the Generalized Differential Quadrature (G. D. Q.) method. The treatment is conducted within the Reissner first order shear deformation theory (F. S. D. T.) for linearly elastic isotropic shells. Starting from a non-linear formulation, the compatibility equations via Principle of Virtual Works are obtained, for the general shell structure, given the internal equilibrium equations in terms of stress resultants and couples. These equations are subsequently linearized and specialized for the rotational geometry, expanding all problem variables in a partial Fourier series, with respect to the longitudinal coordinate. The procedure leads to the fundamental system of dynamic equilibrium equations in terms of the reference surface kinematic harmonic components. Finally, a one-dimensional problem, by means of a set of five ordinary differential equations, in which the only spatial coordinate appearing is the one along meridians, is obtained. This can be conveniently solved using an appropriate G. D. Q. method in meridional direction, yielding accurate results with an extremely low computational cost and not using the so-called "delta-point" technique.
Structural analysis based on multiresolution blind system identification algorithm
Too, Gee-Pinn James ; Wang, Chih-Chung Kenny ; Chao, Rumin ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 819~828
DOI : 10.12989/sem.2004.17.6.819
A new process for estimating the natural frequency and the corresponding damping ratio in large structures is discussed. In a practical situation, it is very difficult to analyze large structures precisely because they are too complex to model using the finite element method and too heavy to excite using the exciting force method; in particular, the measured signals are seriously influenced by ambient noise. In order to identify the structural impulse response associated with the information of natural frequency and the corresponding damping ratio in large structures, the analysis process, a so-called "multiresolution blind system identification algorithm" which combines Mallat algorithm and the bicepstrum method. High time-frequency concentration is attained and the phase information is kept. The experimental result has demonstrated that the new analysis process exploiting the natural frequency and the corresponding damping ratio of structural response are useful tools in structural analysis application.
Nonlinear analysis of reinforced concrete beam elements subject to cyclical combined actions of torsion, biaxial flexure and axial forces
Cocchi, Gian Michele ; Tiriaca, Paolo ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 829~862
DOI : 10.12989/sem.2004.17.6.829
This paper presents a method for the nonlinear analysis of beam elements subjected to the cyclical combined actions of torsion, biaxial flexure and axial forces based on an extension of the disturbed compression field (DSFM). The theoretical model is based on a hybrid formulation between the full rotation of the cracks model and the fixed direction of the cracking model. The described formulation, which treats cracked concrete as an orthotropic material, includes a new approach for the evaluation of the re-orientation of both the compression field and the deformation field by removing the restriction of their coincidence. A new equation of congruence permits evaluating the deformation of the middle line. The problem consists in the solution of coupled nonlinear simultaneous equations expressing equilibrium, congruence and the constitutive laws. The proposed method makes it possible to determine the deformations of the beam element according to the external stresses applied.
Bond strength modeling for corroded reinforcement in reinforced concrete
Wang, Xiaohui ; Liu, Xila ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 863~878
DOI : 10.12989/sem.2004.17.6.863
Steel corrosion in reinforced concrete structures leads to concrete cover cracking, reduction of bond strength, and reduction of steel cross section. Among theses consequences mentioned, reduction of bond strength between reinforcement and concrete is of great importance to study the behaviour of RC members with corroded reinforcement. In this paper, firstly, an analytical model based on smeared cracking and average stress-strain relationship of concrete in tension is proposed to evaluate the maximum bursting pressure development in the cover concrete for noncorroded bar. Secondly, the internal pressure caused by the expansion of the corrosion products is evaluated by treating the cracked concrete as an orthotropic material. Finally, bond strength for corroded reinforcing bar is calculated and compared with test results.
A continuity method for bridges constructed with precast prestressed concrete girders
Lee, Hwan Woo ; Barnes, Robert W. ; Kim, Kwang Yang ;
Structural Engineering and Mechanics, volume 17, issue 6, 2004, Pages 879~898
DOI : 10.12989/sem.2004.17.6.879
A method of making simply supported girders continuous is described for bridges with spans of 30-45 m. The splicing method takes advantage of an induced secondary moment to transform the self-weight stresses in the precast simply supported girders into values representative of a continuous girder. The secondary moment results from prestressing of continuity tendons and detensioning of temporary tendons in the girders. Preliminary sections are selected for spliced U-girder bridges with a range of span lengths. Use of the proposed technique results in girder depth reductions of 500-800 mm when compared to standard simply supported I-girder bridges. The flexural behavior of an example bridge with 40-m spans is examined to illustrate the necessary considerations for determining the optimum sequence of splicing operations.