• Journal of the Computational Structural Engineering Institute of Korea
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• v.14 no.1
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• pp.65-76
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• 2001

본 연구의 목적은 평판의 모서리 둔각이 135도까지를 갖는 재료적 비선형 경사평판을 해석하기 위해 C°-계층적 평판요소를 개발하는 것이다. 기하학적 변환을 통해 경사진 경계조건은 직각좌표계의 좌표변환을 이용하여 해결할 수 있다. 여기서, 경사경계는 경사진 변 전체 또는 경사교량의 교좌위치와 관련된 몇 개의 선택지점만을 고려할 수 있게 하였다. 이 목적을 위해 경사교량의 교좌장치의 이동방향을 설명할 수 있도록 1차 전단변형을 갖는 Reissner/Mindlin 평판이론에 기초를 둔 5-자유도 경사평판요소가 정식화되었다. 한편, 평판의 극한내하력을 추정하기 위해 von-Mises 항복기준에 기초를 둔 소성유동법칙을 갖는 증분소성이론이 채택되었다. 또한, ADINA 소프트웨어에 의한 h-version 모델과 제안된 p-version 모델을 사용하여 경사각, 경계조건과 하중의 변화에 따른 영향을 조사하였다. 해석결과는 이론값과 문헌에 보고된 수치해석값과 비교되었다. 자유도 수에 따른 정확도를 비교기준으로 한다면, 본 연구에서 제안된 해석모델은 지금까지 개발된 가장 효율적 도구의 하나라고 할 수 있다.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.22 no.6
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• pp.549-555
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• 2009

Based on three-dimensional(3-D) finite element limit analyses, this paper provides limit and TES (Twice-Plastic Load) loads for mitred pipe bends under bending and pressure. The plastic limit loads are determined from FE limit analyses based on elastic-perfectly-plastic materials using the small and large geometry change option. A wide range of parameters related to the mitred bend geometry is considered. Based on the finite element results, closed-form approximations of plastic limit and TES plastic load solutions for mitred pipe bends under bending are proposed.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.25 no.3
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• pp.195-202
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• 2012

Two nonlinear frame elements taking into account geometric nonlinearity is presented and compared based on the Lagrangian co-rotational formulation. The first frame element is believed to be geometrically-exact because not only tangent stiffness matrices is exactly evaluated including stiffness matrices due to initial deformation but also total member forces are directly determined from total deformations in the deformed state. Particularly two exact tangent stiffness matrices based on total Lagrangian and updated Lagrangian formulation, respectively, are verified to be identical. In the second frame element, the deformed curved shape is regarded as the polygon and current flexural deformations in iteration process are neglected in evaluating tangent stiffness matrices and total member forces. Two numerical examples are given to demonstrate the accuracy and the good performance of the first frame element compared with the second element. Furthermore it is shown that the first frame element can be used in tracing nonlinear behaviors of cable members.

• Journal of the Korean Society for Advanced Composite Structures
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• v.1 no.4
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• pp.28-34
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• 2010

W e performed a geometrical nonlinear dynamic analysis of laminated skew plates made of advanced composite materials (ACM ) based on the first-order shear deformation plate theory (FSDT). The Newmark method and Newton-Raphson iteration are used for the nonlinear dynamic solution. The effects of skew angles and layup sequences on the nonlinear dynamic response for various parameters are studied using a nonlinear dynamic finite element program developed for this study. The several numerical results were in good agreement with those reported by other investigators for square composite and skew plates, and the new results reported in this paper show the significant interactions between the skew angle and layup sequence in the skew laminate. Key observation points are discussed and a brief design guideline is given.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.20 no.5
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• pp.581-592
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• 2007

This paper deals with the elastica of deflected cantilever column with the constant volume. The columns are subjected to combined loads consisted of an axial compressive load and a couple moment at the free end. Differential equations governing the elastica of such column are derived, in which both the effects of taper type and shear deformation are included. Three kinds of taper types are considered: linear, parabolic and sinusoidal tapers. Differential equations are solved numerically to obtain the elastica of objective columns. The effects of various system parameters on the elastica are investigated extensively. Experimental studies were carried out in order to verify the theoretical results of non-linear behavior of the elasticas.

• Journal of the Society of Naval Architects of Korea
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• v.36 no.2
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• pp.94-104
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• 1999

Plate buckling is very important design criteria when the ship is composed of high tensile steel plates. In general, the plate element contributes to inplane stiffness against the action of inplane load. If the inplane stiffness of the plating decreases due to buckling including the secondary buckling, the flexural rigidity of the cross section of a ship's hull also decreases. In these cases, the precise estimation of plate's behaviour after buckling is necessary, and geometric nonlinear behaviour of isolated plates is required for structural system analysis. In this connection, the author investigated the geometric nonlinear behaviour of simply supported rectangular plates under uniaxial compression in the longitudinal direction in which the principle of minimum potential energy method is employed. Based on the energy method, elastic large deflection analysis of isolated palate is performed and simple expression are derived to discuss the bifurcation paint type buckling and limit point type buckling.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 1991.10a
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• pp.33-39
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• 1991

This Paper presents a geometrically nonlinear behaviors of shell problems by using the three-dimensional curved shell element, which includs large displacements and large rotations. The standard formulation of the geometrically nonlinearity is restricted to the assumption of infinitesmal rotation increments. This standard formulation for the displacement function is numerically improved by considering the second order expansions of Tayler series. The nonlinear behaviors of the single and double curved shells are compared wi th the other results.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 1993.10a
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• pp.55-62
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• 1993

Elastic failures of cantilevered cylindrical shells subject to lateral load are caused mainly by geometrical nonlinearlity. Geometerally nonlinear analysis is call for so as to investigate failure mechanisms. In this paper the geometericlly nonlinear analysis of cantilevered cylindrical shells under transverse load by the Rayleigh-Ritz Method is presented to examine the collapse loads and the process of cross-sectional deformations. The critical stress for relatively long cylinders have a tendency to show low level in comparison with the classical buckling stress for compression.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 1988.10a
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• pp.30-35
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• 1988

An analytical study was conducted using the Galerkin technique to determine the behaviour of thin fibre-reinforced and laminated composite pipes under soil pressure. Geometric nonlinearity and material linearity have been assumed. We assumed that vertical and lateral soil pressure are proportional to the depth and lateral displacement of the pipe respectively. And we also assumed that radial shear stress is negligible because the ratio of the thickness to the radius of pipe is very small. We, in this paper, discuss the effect of the number of layer, fiber orientation, and soil property.

• Computational Structural Engineering
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• v.7 no.1
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• pp.69-81
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• 1994

This paper summarizes a dynamic analysis of the shallow circular arches under dynamic loading, considering the geometric nonlinearity. The major emphasis is placed on the development of computer program, which is utilized for the analysis of the nonlinear dynamic behavior and for the evaluation of the critical buckling loads of the shallow circular arches. Geometric nonlinearity is modeled using Lagrangian description of the motion and a finite element analysis procedure is used to solve the dynamic equation of motion. A circular arch subject to normal step load is analyzed and the results are compared with those from other researches to verify the developed program. The critical buckling loads of arches are estimated using the non-dimensional time, load and shape parameters and the results are also compared with those from the linear analysis. It is found that geometric nonlinearity plays and important role in the analysis of shallow arches and the probability of buckling failure is getting higher as arches become shallower.