物件導向非線性靜動態三維結構分析程式之擴充

游宜哲

doi:10.6342/NTU.2006.01933

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物件導向非線性靜動態三維結構分析程式之擴充

Extension of An Object-Oriented Nonlinear Static and Dynamic 3D Structural Analysis Program

游宜哲 , Masters　　Advisor：蔡克銓　　

繁體中文 DOI： 10.6342/NTU.2006.01933

物件導向；設計模式；結構分析程式；動力分析；纖維；柔度法； PISA3D ； Object-Oriented ； Design Patterns ； Operator Splitting ； Fiber ； Flexibility based

Abstract │ Reference (33) │ Times Cited (7) │ Altmetrics

Abstract 〈TOP〉

Parallel Abstract 〈TOP〉

PISA3D is a nonlinear static/dynamic 3D structural analysis program. The program is completely written in C++, a programming language with object-oriented mechanisms. In constructing this software framework, the Design Patterns are applied so the PISA3D software framework is well extensible and easy to maintain. The objectives of this research include the extension of the dynamic analysis method library and nonlinear structural element library in the PISA3D program. The frameworks of the object-oriented programming applied for these developments, including the PISA3D and the enhancements made in this research are also described.
The main extension of this research is described as follows:
1.	The Nonlinear Dynamic Analysis Method – Operator Splitting (OS) Method. This analysis method can compute the structural responses under three -dimensional ground accelerations. The OS integration algorithm uses techniques of merging predictor-corrector/implicit-explicit in nonlinear finite element analysis. Extensive analyses illustrate the OS method can save a great amount computing time and get equally-well analytical accuracy in nonlinear time history dynamic analysis.
2.	The Nonlinear Structural Element Library:
(1)	3D Rotational Joint, which can be conveniently used in modeling the 3D panel zone effects of beam-to-column joint.
(2)	6D Joint Element. The element have 6 individual nonlinear DOFs. This element is a zero-length element.
(3)	Gap Element. User can define its gap-opening length. This element is compression-only.
(4)	The Fiber BeamColumn Element. The element formulation is flexibility –based. It relies on force interpolation functions that strictly satisfy the equilibrium of bending moments and axial force along the element. The force interpolation function does not involve a discretization error so that less discretization and consequently less computational effort are required to achieve comparable accuracy. The element can readily incorporate distributed element loads by the addition of exact internal force distribution function. A fiber beam-column element is subdivided into several sections, and each section consists of several fibers of individual nonlinear material. The elements can accurately simulate the response of composite beam-column members consisting of reinforcing steel and concrete material.

Reference ( 33 ) 〈TOP〉

1. 王孔君 (1997)，「即時擬動態試驗研究」，國立台灣大學土木工程研究所碩士論文，蔡克銓教授指導。
連結：
5. 莊明介 (2005)，「結構分析程式物件導向使用者圖形介面之研發」，國立台灣大學土木工程研究所碩士論文，蔡克銓教授指導。
連結：
16. Hughes, T. J. R., Pister, K. S. and Taylor, R. L. (1979), “Implicit-Explicit Finite Elements in Nonlinear Transient Analysis”, Computer Methods in Applied Mechanics and Engineering, 159~182.
連結：
22. Nakashima, M., Kaminosono, T., Ishida, M. and Ando, K. (1990), “Integration Techniques for Substructure Pseudo Dynamic Test”, Fourth U.S. National Conference on Earthquake Engineering, Vol.2, 515~524.
連結：
23. Neuenhofer, A., and Filippou, F. C. (1997), “Evaluation of nonlinear frame finite-element models.”, Journal of Structural Engineering, 958~966.
連結：

Times Cited (7) 〈TOP〉

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