• Earthquakes and Structures
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• 제8권6호
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• pp.1325-1348
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• 2015

Real-time hybrid testing (RTHT) involves virtual splitting of the structure into two parts: physical substructure that contains the key region of interest which is tested in a laboratory and numerical substructure that contains the remaining part of the structure in the form of a numerical model. This paper numerically assesses four step-by-step integration methods (Central difference method (CDM), Operator splitting method (OSM), Rosenbrock based method (RBM) and CR-integration method (CR)) which are widely used in RTHT. The methods have been assessed in terms of stability and accuracy for various realistic damping ratios of the physical substructure. The stability is assessed in terms of the spectral radii of the amplification matrix while the accuracy in terms of numerical damping and period distortion. In order to evaluate the performance of the methods, five carefully chosen examples have been studied - undamped SDOF, damped SDOF, instantaneous softening, instantaneous hardening and hysteretic system. The performance of the methods is measured in terms of a non-dimensional error index for displacement and velocity. Based on the error indices, it is observed that OSM and RBM are robust and performs fairly well in all the cases. CDM performed well for undamped SDOF system. CR method can be used for the system showing softening behaviour. The error indices indicate that accuracy of OSM is more than other method in case of hysteretic system. The accuracy of the results obtained through time integration methods for different damping ratios of the physical substructure is addressed in the present study. In the presence of a number of integration methods, it is preferable to have criteria for the selection of the time integration scheme. As such criteria are not available presently, this paper attempts to fill this gap by numerically assessing the four commonly used step-by-step methods.

• Earthquakes and Structures
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• 제5권5호
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• pp.527-552
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• 2013

Development of flexural yielding and large rotation ductilities in the plastic hinge zones of frame members is synonymous with the spread of bar reinforcement yielding into the supporting anchorage. Yield penetration where it occurs, destroys interfacial bond between bar and concrete and reduces the strain development capacity of the reinforcement. This affects the plastic rotation capacity of the member by increasing the contribution of bar pullout. A side effect is increased strains in the compression zone within the plastic hinge region, which may be critical in displacement-based detailing procedures that are linked to concrete strains (e.g. in structural walls). To quantify the effects of yield penetration from first principles, closed form solutions of the field equations of bond over the anchorage are derived, considering bond plastification, cover debonding after bar yielding and spread of inelasticity in the anchorage. Strain development capacity is shown to be a totally different entity from stress development capacity and, in the framework of performance based design, bar slip and the length of debonding are calculated as functions of the bar strain at the loaded-end, to be used in calculations of pullout rotation at monolithic member connections. Analytical results are explored parametrically to lead to design charts for practical use of the paper's findings but also to identify the implications of the phenomena studied on the detailing requirements in the plastic hinge regions of flexural members including post-earthquake retrofits.

• Structural Engineering and Mechanics
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• 제72권5호
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• pp.585-595
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• 2019

Foundations are a vital part of structures. Over time, the foundations can deteriorate due to unforeseen overloads and/or settlements, resulting in the appearance of cracks in the concrete. These cracks produce changes in the static and dynamic behavior of the affected foundation, which alter its load carrying capacity. In this work, non-destructive techniques of relative simplicity of application are presented for the detection, location, and quantification of damage, using numerical models, solved with the finite element method and Power Series. For this, two types of parameters are used: static (displacement and elastic curvature) and dynamics (natural frequencies). In the static analysis, the damage detection is done by means of a finite elements model representing a beam supported on an elastic foundation with a discrete crack that varies in length and location. With regard to dynamic analysis, the governing equations of the model are presented and a method based on Power Series is used to obtain the solution for a data set, which could be the Winkler coefficient, the location of the crack or the frequency. In order to validate the proposed methodologies, these techniques are applied to data obtained from laboratory tests.

• Earthquakes and Structures
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• 제8권3호
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• pp.591-617
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• 2015

Standards for seismic assessment and retrofitting of buildings provide deformation limit states for structural members and connections. However, in order to perform fully consistent performance-based seismic analyses of soil-structure systems; deformation limit states must also be available for foundations that are vulnerable to nonlinear actions. Because such limit states have never been established in the past, a laboratory testing program was conducted to study the rotational capacity of small-scale foundation models under combined axial load and moment. Fourteen displacement-controlled monotonic and cyclic tests were performed using a cohesionless soil contained in a $2.0{\times}2.0{\times}1.2m$ container box. It was found that the foundation models exhibited a stable hysteretic behavior for imposed rotations exceeding 0.06 rad and that the measured foundation moment capacity complied well with Meyerhof's equivalent width concept. Simplified code-based soil-structure analyses of an 8-story building under an array of strong ground motions were also conducted to preliminary evaluate the implication of finite rotational capacity of vulnerable foundations. It was found that for the same soil as that of the experimental program foundations would have a deformation capacity that far exceeds the imposed rotational demands under the lateral load resisting members so yielding of the soil may constitute a reliable source of energy dissipation for the system.

• Advances in nano research
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• 제10권5호
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• pp.423-435
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• 2021

This paper examines the thermal post-buckling behaviors of graphene-reinforced metal matrix composite (GRMMC) laminated cylindrical panels which possess in-plane negative Poisson's ratio (NPR) and rest on an elastic foundation. A panel consists of GRMMC layers of piece-wise varying graphene volume fractions to obtain functionally graded (FG) patterns. Based on the MD simulation results, the GRMMCs exhibit in-plane NPR as well as temperature-dependent material properties. The governing equations for the thermal post-buckling of panels are based on the Reddy's third order shear deformation shell theory. The von Karman nonlinear strain-displacement relationship and the elastic foundation are also included. The nonlinear partial differential equations for GRMMC laminated cylindrical panels are solved by means of a singular perturbation technique in associate with a two-step perturbation approach and in the solution process the boundary layer effect is considered. The results of numerical investigations reveal that the thermal post-buckling strength for (0/90)_5T GRMMC laminated cylindrical panels can be enhanced with an FG-X pattern. The thermal post-buckling load-deflection curve of 6-layer (0/90/0)_S and (0/90)_3T panels of FG-X pattern are higher than those of 10-layer (0/90/0/90/0)_S and (0/90)_5T panels of FG-X pattern.

• Coupled systems mechanics
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• 제12권5호
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• pp.429-444
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• 2023

The comprehension and structural modeling of masonry constructions is fundamental to safeguard the integrity of built cultural assets and intervene through adequate actions, especially in earthquake-prone regions. Despite the availability of several modeling strategies and modern computing power, modeling masonry remains a great challenge because of still demanding computational efforts, constraints in performing destructive or semi-destructive in-situ tests, and material uncertainties. This paper investigates the shear behavior of masonry walls by applying a plane-stress FE continuum model with the Modified Masonry-like Material (MMLM). Epistemic uncertainty affecting input parameters of the MMLM is considered in a probabilistic framework. After appointing a suitable probability density function to input quantities according to prior engineering knowledge, uncertainties are propagated to outputs relying on gPCE-based surrogate models to considerably speed up the forward problem-solving. The sensitivity of the response to input parameters is evaluated through the computation of Sobol' indices pointing out the parameters more worthy to be further investigated, when dealing with the seismic assessment of masonry buildings. Finally, masonry mechanical properties are calibrated in a probabilistic setting with the Bayesian approach to the inverse problem based on the available measurements obtained from the experimental load-displacement curves provided by shear compression in-situ tests.

• 한국지반공학회논문집
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• 제24권1호
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• pp.81-89
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• 2008

본 연구에서는 굴착이 진행 중인 터널 시공현장에서 계측변위를 활용하여 신속하게 터널의 안정성을 정량적으로 평가할 수 있는 기법을 새롭게 개발하였다. 이를 위해, 본 연구에서는 Critical strain 개념을 새롭게 도입하였으며, 굴착중인 터널의 안정성 평가에 이를 활용하였다. 본 연구에서 개발한 해석기법은, 굴착면에서의 변위값을 입력하여 주변지반의 변형률을 구하는 방법으로서, 기존에 제안된 해석기법을 재검토하여, 상대변위활용기법, 숏크리트 반영기법, 지반의 이방특성 반영기법을 새롭게 제안하였다. 아울러 본 연구에서 제안한 해석기법을 토대로 해석모듈을 개발하였으며, 개발된 해석모듈의 활용성을 평가하기 위한 검증을 수행하였다. 검증 방법으로는 먼저, 이론해석과 상용프로그램(Pentagon-3D, Flac-2D) 해석을 통해 원형 터널에서의 굴착변위를 서로 비교하여, 상용프로그램의 활용성을 검토하였다. 이어서, 두 종류의 상용프로그램을 활용하여 숏크리트 라이닝의 유무에 따라, 동일한 초기조건에서의 굴착변위를 구하여, 두 상용프로그램의 해석결과를 비교하였다. 마지막으로, 상용프로그램에서 획득한 터널굴착변위를 본 연구에서 개발한 해석모듈(FAST-Ver. 1.2, Feedback Analysis System for Tunneling)에 입력치로 이용하여, 원지반의 하중상태 및 재료특성 등을 추정하고, 추정된 값들이 당초 가정하였던 값들을 얼마만큼 재현할 수 있는지에 대한 검증을 수행하였다.

• 한국구조물진단유지관리공학회 논문집
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• 제20권6호
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• pp.46-55
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• 2016

형상비(M/VD, shear span-depth ratio)가 4.5인 축소모형의 원형기둥 실험체 3개를 제작하였다. 철근콘크리트 기둥 실험체의 단면은 원형이고 중공단면으로 제작되었다. 철근콘크리트 기둥 실험체의 단면 지름은 400 mm, 중공 지름은 200 mm이다. 일정한 축력 하에서 반복하중을 가력하는 준정적 실험을 수행하였다. 실험체의 주요변수는 횡방향철근비이다. 모든 실험체의 횡방향 나선철근 체적비는 소성힌지 구간에서 0.302~0.604%의 값을 갖는다. 이 값은 도로교설계기준에서 요구하는 최소 심부구속철근 요구량의 45.9~91.8%에 해당하며, 이는 내진설계가 되지 않은 기존 교각이나 내진설계개념으로 설계되는 교각을 나타낸다. 본 연구의 최종목적은 실험적 기초자료의 제공과 함께 성능단계별 균열, 철근의 항복, 파단 등 정량적 수치와 경향을 제공하기 위한 것이다. 본 논문에서는 실험결과를 통해 분석된 실험변수에 따른 교각의 파괴거동, 강도저감거동, 변위연성도에 대해 중점적으로 기술하였다.

• 전산구조공학
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• 제9권4호
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• pp.117-126
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• 1996

구조물의 손상추정법은 정적방법과 동적방법으로 나눌 수 있다. 정적방법은 정적하중과 정적변위의 관계를 이용하여 구조물의 손상위치와 손상정도를 추정하는 방법으로 동적방법에 비해 수식이 간단하나, 정적하중과 정적변위의 관계만을 사용하여 구조물의 손상을 추정하므로 정적변위에 대한 오차에 매우 민감하다. 동적방법은 구조물의 고유한 진동특성을 나타내는 고유진동수와 진동모우드를 구하여 구조물의 손상을 추정하는 방법으로, 정적방법에 비해 동일한 측점에서 많은 양의 시간기록자료를 계측할 수 는 있으나, 신뢰성이 높은 많은 수의 고유진동수와 진동모우드를 구하기가 어렵다. 본 연구에서는 구조물의 정적변위, 고유진동수와 진동모우드에 대한 민감도행렬을 사용하여 구조물의 정적 및 동적특성을 동시에 고려할 수 있는 구조물의 손상추정법을 제시하였다. 제시한 방법은 구조물의 손상 전.후의 정적변위와 진동모우드의 변화량을 부등구속조건식으로한 최적화기법을 사용하므로, 제한된 계측절점과 오차를 고려할 수 있으며 정적변위와 모우드 민감도행렬이외의 다양한 구조적 특성에 대한 민감도를 구속조건식으로 사용할 수 있다. 트러스구조물에 대한 모의 수치예제를 통한 제안한 방법의 정확성과 효율성을 수치적으로 검증하였다.

• 한국강구조학회 논문집
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• 제12권3호통권46호
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• pp.251-258
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• 2000

강구조물과 부재들의 지진 손상도 평가법에 새롭게 접근하기 위하여 강한 지진하중을 받는 강재 교각에 대해 수치해석을 수행하였다. 새로운 손상도 평가법에서 파괴 상태에 대한 기준은 지진하중이 재하되는 동안에 응력집중이 가장 심한 단면의 한 부분에서 누적소성변형율의 값이 90%에 이르게 되는 때를 의미한다. 단주기 특성의 지진하중에 대해서는 소성변형율의 누적에 의한 국부좌굴 파괴보다는 허용변위를 초과하는 전체좌굴에 의한 파괴가 지배적인 것으로 밝혀졌다. 장주기 특성의 지진하중에 대해서는 소성변형율이 강재교각 하부의 모서리 부분 요소에 누적되면서 누적 소성변형율에 의한 국부좌굴로 파괴되는 결과를 보였다.