• Steel and Composite Structures
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• 제33권5호
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• pp.729-746
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• 2019

The nonlinear behavior of single- and multi-story steel plate shear walls (SPSWs) strengthened with three different patterns of fiber reinforced polymer (FRP) laminates (including single-strip, multi-strip and fully FRP-strengthened models) is studied using the finite element analysis. In the research, the effects of orientation, width, thickness and type (glass or carbon) of FRP sheets as well as the system aspect ratio and height are investigated. Results show that, despite an increase in the system strength using FRP sheets, ductility of reinforced SPSWs is decreased due to the delay in the initiation of yielding in the infill wall, while their initial stiffness does not change significantly. The content/type/reinforcement pattern of FRPs does affect the nonlinear behavior characteristics and also the mode and pattern of failure. In the case of multi-strip and fully FRP-strengthened models, the use of FPR sheets almost along the direction of the infill wall tension fields can maximize the effectiveness of reinforcement. In the case of single-strip pattern, the effectiveness of reinforcement is decreased for larger aspect ratios. Moreover, a relatively simplified and approximate theoretical procedure for estimating the strength of SPSWs reinforced with different patterns of FRP laminates is presented and compared with the analytical results.

• Coupled systems mechanics
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• 제4권4호
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• pp.337-364
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• 2015

In this paper we present methodology for parameters identification of constitutive model which is able to present behavior of a connection between two members in a structure. Such a constitutive model for frame connections can be cast in the most general form of the Timoshenko beam, which can present three failure modes. The first failure mode pertains to the bending in connection, which is defined as coupled plasticity-damage model with nonlinear softening. The second failure mode is seeking to capture the shearing of connection, which is defined as plasticity with linear hardening and nonlinear softening. The third failure mode pertains to the diffuse failure in the members; excluding it leads to linear elastic constitutive law. Theoretical formulation of this Timoshenko beam model and its finite element implementation are presented in the second section. The parameter identification procedure that will allow us to define eighteen unknown parameters is given in Section 3. The proposed methodology splits identification in three phases, with all details presented in Section 4 through three different examples. We also present the real experimental results. The conclusions are stated in the last section of the paper.

• 국제초고층학회논문집
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• 제1권3호
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• pp.203-209
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• 2012

The purpose of this paper is to present the state of practice being used in the Philippines for the performance-based seismic design of reinforced concrete tall buildings. Initially, the overall methodology follows "An Alternative Procedure for Seismic Analysis and Design of Tall Buildings Located in the Los Angeles Region, 2008", which was developed by Los Angeles Tall Buildings Structural Design Council. After 2010, the design procedure follows "Tall Buildings Initiative, Guidelines for Performance-Based Seismic Design of Tall Buildings, 2010" developed by Pacific Earthquake Engineering Research Center (PEER). After the completion of preliminary design in accordance with code-based design procedures, the performance of the building is checked for serviceable behaviour for frequent earthquakes (50% probability of exceedance in 30 years, i.e,, with 43-year return period) and very low probability of collapse under extremely rare earthquakes (2% of probability of exceedance in 50 years, i.e., 2475-year return period). In the analysis, finite element models with various complexity and refinements are used in different types of analyses using, linear-static, multi-mode pushover, and nonlinear-dynamic analyses, as appropriate. Site-specific seismic input ground motions are used to check the level of performance under the potential hazard, which is likely to be experienced. Sample project conducted using performance-based seismic design procedures is also briefly presented.

• Structural Engineering and Mechanics
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• 제77권4호
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• pp.463-472
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• 2021

Fully rigid floor diaphragm is one of the main assumptions that are widely used in common practices due to its simple application. However, determining the exact degree of diaphragms flexibility cannot be easily accomplished without finite element modeling, which is an expensive and time-consuming procedure. Therefore, it is always possible that apparently rigid diaphragms, based on prescriptive limitations of seismic codes, experience some degrees of flexibility during the earthquakes. Since diaphragm flexibility has more uncertainties in asymmetric-plan structures, this study focuses on errors resulting from probable floor diaphragm flexibility of torsionally restrained structures. The analytical models used in this study were single-story buildings with asymmetric plan and RC shear walls. Although floor system is not considered explicitly, a wide range of considered diaphragm flexibility, from fully rigid to quite flexible, allows the results to be generalizable to a lot of lateral load resisting systems as well as floor systems. It has been shown that in addition to previously known effects of diaphragm flexibility, presence of orthogonal side elements during design procedure with rigid diaphragm assumption and rapid reduction in their absorbed forces can also be an important source to increase errors due to flexibility. Accordingly, from the obtained results the authors suggest designers to consider the possibility of diaphragm flexibility and its adverse effects, especially in torsionally restrained systems in their common designs.

• 한국강구조학회 논문집
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• 제23권4호
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• pp.429-438
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• 2011

본 연구에서는 스트라치 시스템의 긴장설치과정 및 극한하중 해석을 수행하기 위한 명시적 해석법을 제안하였다. 스트라치 시스템은 Stressed-Arch에서 유래한 용어로 슬리브와 갭이 도입된 유동하현재 내부의 긴장재에 초기장력을 도입함으로써 갭이 점차 닫히게 되며, 이에 따라 상현재에 곡률이 도입되면서 전체 구조물이 상승하여, 최종적인 아치형태의 구조물을 형성하는 독창적인 구조시스템이다. 스트라치 시스템의 초기장력 도입과정을 긴장설치(stress-erection) 과정이라 하며, 초기곡률의 도입에 따라 유동 상현재에는 과도한 초기변형이 발생하여 소성거동에 의한 강체회전이 발생하는 불안정 구조물이 된다. 본 연구에서는 이러한 스트라치 시스템의 불안정 거동특성을 해석하기 위해서 강성행렬을 사용하지 않는 명시적 동적이완법을 사용하여 비선형 평형방정식의 해를 구하였고, 대변위 및 단면의 재료적 특성을 반영할 수 있는 필라맨트 보요소를 사용하여 연속된 상현재의 비선형 거동특성을 분석하였다. 필라맨트 보요소의 단면은 다수의 1차원 필라맨트로 구성되며, 각각의 필라맨트에 대해서 다양한 재료모델을 적용할 수 있다. 본 연구에서는 비선형 재료모델인 Ramberg-Osgood모델 및 Bi-linear 탄소성 모델을 적용하여 긴장설치 및 극한하중 해석을 수행하였고, 그 결과를 이전의 실험적 연구결과와 비교 분석하였다. 본 연구의 해석결과는 이전의 실험적 연구결과와 유사하였으며, 명시적 해석법의 특성상 효율적으로 후좌굴거동 특성까지 해석할 수 있었다.

• 한국공간정보시스템학회:학술대회논문집
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• 한국공간정보시스템학회 2004년도 춘계 학술발표회 논문집 제1권1호(통권1호)
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• pp.75-82
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• 2004

Many researcher's efforts have made a significant advancement of space frame structure with various portion, and it becomes the most outsanding one of space structures. However, with the characteristics of thin and long term of spacing, the unstable behavior of space structure is shown by initial imperfection, erection procedure or joint, especially space frame structure represents more. This kind of unstable problem could not be set up clearly and there is a huge difference between theory and experiment. Moreover, the discrete structure such as space frame has more complex solution, this it is not easy to derive the formulation of design about space structure. In this space frame structure, the character of rise-span ratio or load mode is represented by the instability of space frame structure with initial imperfection, and snap-through or bifurcation might be the main phenomenon. Therefore, in this study, space frame structure which has a lot of aesthetic effect and profitable for large space covering single layer is dealt. And because that the unstable behavior due to variation of inner force resistance in the elastic range is very important collapse mechanism, I would like to investigate unstable character as a nonlinear behavior with a geometric nonlinear. In order to study the instability. I derive tangent stiffness matrix using finite element method and with displacement incremental method perform nonlinear analysis of unit space structure, star dome and 3-ring star dome considering rise-span $ratio(\mu}$ and load $ratio(R_L)$ for analyzing unstable phenomenon.

• 대한토목학회논문집
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• 제11권1호
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• pp.79-87
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• 1991

본 논문에서는 단조증가하중을 받는 철근콘크리트 쉘구조의 탄성, 비탄성, 극한영역등 모든 응력상태에 대한 재료적(材料的), 기하학적(幾何學的) 비선형(非線形) 해석(解析)을 위해서 유한요소법에 의한 수치해법(數値解法)을 개발하였다. 유한요소로서는 면회전단변형을 고려하여 Degeneration 방법에 의해 유도된 8절점 Serendipity 등매개변수 요소를 사용하였으며, 두께방향에 대한 철근과 콘크리트의 재료성질을 고려하기 위하여 층상화기법(層狀化技法)을 도입하였다. 기하학적(幾何學的) 비선형성(非線形性)은 Von Karman의 가정에 기본을 둔 total Lagrangian formulation에 의해 고려하였으며, 재료적(材料的) 비선형성(非線形性)에 대해서는 균열콘크리트에 대한 인장, 압축, 전단모델과 콘크리트 중에 있는 철근모델을 조합하여 고려하였다. 이에 대한 콘크리트의 균열모델로서는 분산균열모델을 사용했으며, 철근에 대해서는 1축 응력상태로 가정하여 등가의 분산분포된 철근량으로 모델화하였다. 차후 논문( )의 수치예제를 통하여 본 논문의 해석방법이 기하학적(幾何學的), 재료적(材料的) 비선형성(非線形性)을 고려한 임의형상의 철근콘크리트 쉘구조의 해석에 적합한 방법임을 입증하고자 한다.

• 한국지반공학회논문집
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• 제21권8호
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• pp.37-43
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• 2005

암반의 거동을 예측하기 위해 1980년 발표된 Hoek-Brown 모델은 지속적인 개선과 더불어 수많은 문제들을 해결하기 위해 널리 사용되고 있다. 그러나 Hoek-Brown 모델의 유한요소법 등 수치해석에 대한 적용성에 관한 연구는 미미한 실정이다. 본 논문에서는 Hoek-Brown 모델을 일반적 소성론 절차에 따라 구성모델로 정식화하여 그 특징을 살펴보았고, 수치적 문제점을 유발하게 되는 항복면의 모서리부를 곡면으로 처리한 Rounded Hoek-Brown 모델을 제시하였다. 제안모델은 탄소성 구성모델로서의 요구조건들을 만족하며, 압축측에서 원래의 Hoek-Brown 모델과 동일한 항복면을 갖는다. 제안 모델을 일반적인 비선형 유한요소해석에 적용하기 위하여 제안 모델의 구성방정식을 수립하였다.

• 대한의용생체공학회:의공학회지
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• 제28권3호
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• pp.397-409
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• 2007

Owing to needs of biomechanical comprehension and analysis to obtain various medical treatment designs which are related with the spine in order to cure and diagnose LBP patients, the FE modeling and nonlinear analysis of lumbosacrum including a partial ilium and iliolumbar ligaments, were carried out. First, we investigated whether the geometrical configuration of vertebrae displayed by DICOM slice files is regular and normal condition. After constructing spinal vertebrae including a partial ilium, a sacrum and five lumbars (from L1 to L5)with anatomical shape reconstructed using softwares such as image modeler and CAD modeler, we added iliolumbar ligaments, lumbar ligaments, discs and facet joints, etc.. And also, we assigned material property and discretized the model using proper finite element types, thus it was completely modeled through the above procedure. For the verification of each segment, average sagittal ROM, average coronal ROM and average transversal ROM under various loading conditions(${\pm}10Nm$), average vertical displacement under compression(400N), ALL(Anterior Longitudinal Ligament) and PLL(Posterior Longitudinal Ligament) force at L12 level, strains of seven ligaments on sagittal plane at L45 level and maximal strain of disc fibers according to various loading conditions at L45 level, etc., they were compared with experimental results. For the verification of multilevel-lumbosacrum spine including partial ilium and iliolumbar ligaments, the cases with and without iliolumbar ligaments were compared with ROM of experiment. The results were obtained from analysis of the verified FE model as follows: I) Iliolumbar ligaments played a stabilizing role as mainly posterior iliolumbar ligaments under flexion and as both posterior and anterior iliolumbar ligaments of one side under lateral bending. 2) The iliolumbar ligaments decreased total ROM of 1-8% in total model according to various motion conditions, which changed facet contact forces of L5S level by approximately 0.8-1.4 times and disc forces of L5S level by approximately 0.8-1.5 times more than casewithout ilioligaments, under various loading conditions. 3) The force of lower discs such as L45 and L5S was bigger than upper discs under flexion, left and right bending and left and right twisting, except extension. 4) It was predicted that strains of posterior ligaments among iliolumbar ligaments would produce the maximum 16% under flexion and the maximum 10% under twisting. 5) It's expected that this present model applies to the development and design of artificial disc, since it was comparatively in agreement with the experimental datum.

• 대한토목학회논문집
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• 제13권2호
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• pp.253-265
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• 1993

본 연구는 Lade에 의해서 제안된 비선형구성모델을 이용하여 지반거동을 해석하기 위한 수치해석 방법을 제시하고자 한것이다. 그 첫 시도로서 축대칭조건과 평면변형율조건의 비선형 경계치 문제를 해석하기 위하여 변위법을 이용한 유한요소 프로그램을 개발하였다. 모델의 매개변수를 결정하기 위한 시험과 모형기초지반의 시험재료는 백마강모래를 사용하였다. 그리고 실내시험 자료로 부터 비선형구성모델 의 매개변수를 결정할 때 컴퓨터 프로그램을 개발하여 사용하였다. 구성 모델의 정도를 검증하기 위하여 개발된 유한요소프로그램을 사용한 예측결과를 매개변수 결정에 사용된 실험 결과뿐만 아니라 결정에 사용되지 아니한 실험결과와도 비교하였다. 검증에 사용된 시험은 다음과 같다 ; (1) 등방압축팽창시험, (2) 구속압력을 달리한 배수삼축압축시험 (3) 모형기초지반의 재하시험, 이상의 시험과 수치해석결과를 비교하여 비선형구성모델과 유한요소해석프로그램의 정도를 확인하고 평면변형율조건에 있는 2차원모형기초지반의 거동 특성을 검토하였다.