Vibration Analysis of a Structure with Closed Loops by the Transfer Stiffness Coefficient Method

Bonkobara, Yasuhiro; Kondou, Takahiro; Ayabe, Takashi

doi:10.1299/kikaic.70.2203

Cited by 1 publication

(4 citation statements)

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“…Secondly, the whole structure is reconstructed from the substructures by applying the transmission rule. Its high computational efficiency and its applicability were confirmed in the previous report by applying the method to framework structures (2) and thin plate structures (3) . This method can be extended to large-scale structures with nonlinear elements that cannot be analyzed by a typical finite element method (4), (5) .…”

Section: Introductionsupporting

confidence: 57%

“…addition, the state variable vectors of the inner nodes of the uniform beams are also computed by the same procedure discussed in the previous report (1), (2) .…”

Section: Journal Of System Design Andmentioning

confidence: 99%

“…The combination number represents the size of the structures. Model 1 is the same model as in the previous report (2) and Model 2 is a typical structure in which the TSCM is difficult to apply. All the uniform beams of both models, except for diagonal beams of Model 1, are identical steel beams 0.02 m in diameter and 1.0 m long with a loss factor of the structural damping 0.005 η =…”

Section: Computation Of State Variable Vectorsmentioning

confidence: 99%

“…Symbols , S s are called the auto and cross dynamic stiffness coefficient matrices. These matrices are obtained from the mass matrix and the stiffness matrix (2) .…”

mentioning

confidence: 99%

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Vibration Analysis of a Framework Structure by Generalized Transfer Stiffness Coefficient Method

Bonkobara

Kondou

Ayabe³

et al. 2007

JSDD

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A generalized transfer stiffness coefficient method using graph theory is developed in order to improve the applicability of the transfer stiffness coefficient method. In the new method, an analytical model is expressed by a weighted signal-flow graph, and the graph is contracted according to the series and parallel contraction rules. The computational complexity and the memory requirement for the contraction process are both minimized by choosing the optimal contraction route. In addition, it is possible to develop a data-driving program that is applicable to various structures without updating the source program. An algorithm based on the present method is formulated for the in-plane longitudinal and flexural coupled free and forced vibration analyses of a two-dimensional framework structure. Furthermore, an overview for applying the method to a three-dimensional framework structure is briefly presented. The validity of the present algorithm is confirmed by the results of numerical computations.

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Section: Introductionsupporting

confidence: 57%

“…addition, the state variable vectors of the inner nodes of the uniform beams are also computed by the same procedure discussed in the previous report (1), (2) .…”

Section: Journal Of System Design Andmentioning

confidence: 99%

Section: Computation Of State Variable Vectorsmentioning

confidence: 99%

“…Symbols , S s are called the auto and cross dynamic stiffness coefficient matrices. These matrices are obtained from the mass matrix and the stiffness matrix (2) .…”

mentioning

confidence: 99%

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