• 대한기계학회논문집
• /
• 제15권2호
• /
• pp.445-454
• /
• 1991

In this thesis, Mindlin plate element with nine nodes and three degrees-of-freedom at each node is formulated and is employed in eigen-analysis of a rectangular plates in order to alleviate locking phenomenon of eigenvalues. Eigenvalues and their modes may be locked if conventional $C_{0}$-isoparametric element is used. In order to reduce stiffness locking phenomenon, two methods (1, the general reduced and selective integration, 2, the new element that use of modified shape function) are studied. Additionally in order to reduce the error due to mass matrix, two mass matrixes (1, Gauss-Legendre mass matrix, 2, Gauss-Lobatto mass matrix) are considered. The results of eigen-analysis for two models (the square plate with all edges simply-supported and all edges built-in), computed by two methods for stiffness matrix and by two mass matrixes are compared with theoretical solutions and conventional numerical solutions. These comparisons show that the performance of the two methods with Gauss-Lobatto mass matrix is better than that of the conventional plate element. But, by considering the spurious rigid body motions, the element which employs modified shape function with full integration and Gauss-Lobatto mass matrix can elevate the accuracy and convergence of numerical solutions.

• 대한기계학회논문집A
• /
• 제25권4호
• /
• pp.582-591
• /
• 2001

It is known that the reduced integration, modified shape function, anisoparametric and non-conforming element can reduce the error induced by stiffness locking phenomenon in the finite element analysis. In this study, we propose new anisoparametric curved beam element. The new element based on reduced minimization theory is composed of different shape functions in each displacement field. By the substitution of this modified shape function, the unmatched coefficient that cause stiffness locking in the constraint energy is eliminated. To confirm the availability of this new model, we performed numerical tests for a simple model. As a result of numerical test, the undulate stress patterns are disappeared in static analysis, and displacements and stresses are close to exact solution. Not only in the static analysis but also in the eigen analysis of free vibrated curved beam model, this element shows successful convergent results.

• 대한기계학회논문집A
• /
• 제20권12호
• /
• pp.3792-3803
• /
• 1996

Since the skew beam element has two curvatures which are a curvature and a torsion, spatial behavior of curved beam which cannot be included in one plane can be anlayzed by emploting the skew beam element. The $C^{0}$-continuous skew beam element shows the stiffness locking phenomenon when full integration is employed. The locking phenomenpn is characterized by two typical phenomena ; one is the much smaller displacement thant the exact one and theother is the undelation phenomenon is stress distribution. In this paper, we examine how unmatched coefficient in the constrained energy brings about the locking by Reduced Minimization theory. We perform the numerical ones. These comparisons show that uniformly full integration(UFI), which employs full integration for the constrained energy, entails the locking phenomenon. But the use of uniformly reduced integration(URI) of selectively reduced integration(SRI), which employs reduced integration for constrained energy, does not produce the significant errors of displacements of the undulation phenomenon in stress distribution since they do not entails the locking, Additionally, the error due to the approximated parameters for describing the geometry of skew beam is examined.d.

• 대한기계학회:학술대회논문집
• /
• 대한기계학회 2000년도 춘계학술대회논문집A
• /
• pp.405-410
• /
• 2000

Generally, it is known that the reduced integration, modified shape function anisoparametric and non-conforming element can minimize the error induced by stiffness locking phenomenon in the finite element analysis. In this study, new anisoparametric curved beam elements are introduced by using different shape functions in each displacement field. When these shape functions are substitute for functional, we can expect that the undulate stress patterns are not appeared or minimized because there is no unmatched coefficient in the constrained energy equation. As a result of numerical test, the undulate stress patterns are disappeared, and displacement and stress are coincide with the exact solutions.

• 대한기계학회논문집
• /
• 제17권11호
• /
• pp.2694-2703
• /
• 1993

In the vibration analysis of Timoshenko beams by the finite element method, it is necessary to use a large number of elements or higher-order elements in modeling thin beams. This is because the overestimated stiffness matrix due to the shear locking phenomenon when lower-order displacement-based elements are used yields poor eigensolutions. As a result, the total number of degrees of freedom becomes critical in view of computational efficiency. In this paper, the curvature-based formulation is applied to the vibration problem. It is shown that the curvaturebased beam elements are free of shear locking and very efficient in the vibration analysis.

• Steel and Composite Structures
• /
• 제47권3호
• /
• pp.365-374
• /
• 2023

This paper presents a new scheme for constructing locking-free finite elements in thick and thin plates, called Discrete Shear Gap element (DSG), using multiphase material topology optimization for triangular elements of Reissner-Mindlin plates. Besides, common methods are also presented in this article, such as quadrilateral element (Q4) and reduced integration method. Moreover, when the plate gets too thin, the transverse shear-locking problem arises. To avoid that phenomenon, the stabilized discrete shear gap technique is utilized in the DSG3 system stiffness matrix formulation. The accuracy and efficiency of DSG are demonstrated by the numerical examples, and many superior properties are presented, such as being a strong competitor to the common kind of Q4 elements in the static topology optimization and its computed results are confirmed against those derived from the three-node triangular element, and other existing solutions.

• 대한기계학회논문집
• /
• 제17권12호
• /
• pp.3020-3027
• /
• 1993

Curved beam element has received attention because of its own usefulness and its bearing on general curved elements like shells. In conventional curved beam elements stiffness matrix is overestimated and eigensolutions are poor. To avoid this phenomenon it is necessary to use a large number of elements and, as a result, the total number of degrees of freedom is increased. In this paper the two-noded, with three degrees of freedom at each node, in-plane curvature-based curbed beam element is employed in eigen-analysis of curved beam. It is shown that the curvature-based beam element is very efficient in vibration analysis and also that it is applicable to both thin and thick curved beams.

• 대한기계학회논문집
• /
• 제16권3호
• /
• pp.419-429
• /
• 1992

본 연구에서는 면외 변형이 가능한 평면 곡선보에 수정 형상함수를 적용하여 탈락성 및 지속성 에너지에 포함된 가성구속에 의한 수치해의 거동을 고찰함과 동시에, 가성구속에 의한 오차 발생 요인이 제거된, 면외 변형이 가능한 평면 곡선보의 선형 요소를 제안하고자 한다.

• 한국전산구조공학회논문집
• /
• 제14권4호
• /
• pp.481-494
• /
• 2001

본 논문은 철근 콘크리트 구조물의 비탄성 해석을 수행하기 위하여 개발된 9절점 퇴화 쉘 요소에 대하여 기술하였다. 개발된 쉘 유한요소는 퇴화고체기법과 함께 구조물에서 발생하는 횡 전단 변형효과를 고려하기 위하여 Reissner-Mindlin (RM)가정을 도입하였다. RM가정을 바탕으로 한 퇴화 쉘 요소는 쉘의 두께가 얇거나, 즉 종횡비가 작거나, 균일하지 않은 유한요소망을 사용할 경우 구조물의 강성이 과대하게 계산되는 강성과대현상(Locking phenomenon)이 나타나게 된다. 강성과대현상은 선택적 감차 적분, 비 적합 모드, 가변형도 등을 사용하여 개선하는데 특히 가변형도법에 바탕을 둔 대체변형도는 많은 유한요소에 성공적으로 적용되어 왔다. 그러나 이와는 대조적으로 콘크리트의 비탄성 해석에 가변형도법을 도입하고 그 성능을 조사한 사례는 매우 적다. 따라서 본 연구에서는 가변형도법과 미시적 재료모델을 바탕으로 RM 쉘 요소를 정식화하고 미를 유한요소프로그램으로 개발하였다. 개발된 철근 콘크리트 쉘 요소의 성능은 수치예제를 통하여 검증하였다. 수치예제로부터 개발된 쉘요소를 이용하여 구해진 해석결과가 실험결과 또는 다른 해석결과에 근접함을 알 수 있다.

• Structural Engineering and Mechanics
• /
• 제8권6호
• /
• pp.607-622
• /
• 1999

Being a significant mode of deformation, shear effect in addition to the other modes of stretching and bending have been considered to develop two finite element models for the analysis of beams on elastic foundation. The first beam model is developed utilizing the differential-equation approach; in which the complex variables obtained from the solution of the differential equations are used as interpolation functions for the displacement field in this beam element. A single element is sufficient to exactly represent a continuous part of a beam on Winkler foundation for cases involving end-loadings, thus providing a benchmark solution to validate the other model developed. The second beam model is developed utilizing the hybrid-mixed formulation, i.e., Hellinger-Reissner variational principle; in which both displacement and stress fields for the beam as well as the foundation are approxmated separately in order to eliminate the well-known phenomenon of shear locking, as well as the newly-identified problem of "foundation-locking" that can arise in cases involving foundations with extreme rigidities. This latter model is versatile and indented for utilization in general applications; i.e., for thin-thick beams, general loadings, and a wide variation of the underlying foundation rigidity with respect to beam stiffness. A set of numerical examples are given to demonstrate and assess the performance of the developed beam models in practical applications involving shear deformation effect.