• 한국강구조학회 논문집
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• 제20권4호
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• pp.505-517
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• 2008

휨지배 거동을 나타내는 세장한 이중강판합성벽의 비탄성 거동을 예측하기 위하여 비선형 수치해석 모델이 연구되었다. 수치해석의 편리를 위하여, 제안된 모델은 비교적 단순한 모델을 가지고 비탄성 거동을 근사적으로 예측할 수 있는 거시적 모델로 개발되었다. 휨지배 거동을 나타내는 벽체에 대해서는 다중평행요소 모델이 사용되었으며, 깊은 연결보의 전단거동을 위하여 X형 대각요소 모델이 사용되었다. 각 요소의 주기거동을 예측하기 위하여 콘크리트 및 강판 요소에 대한 간략화된 일축의 주기모델을 제안하였다. 제안된 해석모델은 1자형 및 T형 단일벽과 병렬벽에 적용하였으며, 그 결과는 기존의 실험결과와 비교되었다.

• Tribology and Lubricants
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• 제37권4호
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• pp.136-143
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• 2021

This paper presents the loosening behavior that occurs after the application of an external load to internal and external connection types of dental implants using the finite element method. We use fastening force between an abutment and a fixture to clamp the dental implant system; however, loosening and breakage may occur owing to cyclic external loads. In this study, we considered the initial fastening condition in the pre-load analysis and then investigated the change in stress and contact surface status when applying external loads. After the application of the initial fastening load, we verified that the internal connection-type model exhibited a relatively lower stress distribution than that of the external connection-type one. Moreover, we found that the former model showed a lower stress concentration after the application of the external load. In addition, after the application of this load, we found that the higher the shear load acting on the implant system, the higher the possibility of loosening. The study results showed the change in stress distribution and contact surface according to the connection type of the dental implants and the phenomenon of loosening by cyclic loads. We expect that the results of this study will be useful for the study of reliability and design of dental implant systems.

• Steel and Composite Structures
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• 제39권2호
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• pp.171-188
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• 2021

Plastic deformation of link beams in eccentrically braced frames is the primary dissipating source of seismic energy. Despite the excellent compatibility with the architectural designs, previous researches indicate the deficiency of flexural yielding links compared to the shear yielding ones because of their localized plastic deformation. Previous investigations have shown that implementing web openings in beams could be an efficient method to improve the seismic performance of moment-resisting connections. Accordingly, this research investigates the use of flexural links with stiffened and un-stiffened web openings to eliminate localized plasticity at the ends of the link. For this purpose, the numerical models are generated in finite element software "Abaqus" and verified against experimental data gathered from other studies. Models are subjected to cyclic displacement history to evaluate their behavior. Failure of the numerical models under cyclic loading is simulated using a micromechanical based damage model known as Cyclic Void Growth Model (CVGM). The elastic stiffness and the strength-based and CVGM-based inelastic rotation capacity of the links are compared to evaluate the studied models' seismic response. The results of this investigation indicate that some of the flexural links with edge stiffened web openings show increased inelastic rotation capacity compared to an un-perforated link.

• Steel and Composite Structures
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• 제44권2호
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• pp.183-198
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• 2022

Plastic deformation of link beams in eccentrically braced frames is the primary dissipating source of seismic energy. Despite the excellent compatibility with the architectural designs, previous researches indicate the deficiency of flexural yielding links compared to the shear yielding ones because of their localized plastic deformation. Previous investigations have shown that implementing web openings in beams could be an efficient method to improve the seismic performance of moment-resisting connections. Accordingly, this research investigates the use of flexural links with stiffened and un-stiffened web openings to eliminate localized plasticity at the ends of the link. For this purpose, the numerical models are generated in finite element software "Abaqus" and verified against experimental data gathered from other studies. Models are subjected to cyclic displacement history to evaluate their behavior. Failure of the numerical models under cyclic loading is simulated using a micromechanical based damage model known as Cyclic Void Growth Model (CVGM). The elastic stiffness and the strength-based and CVGM-based inelastic rotation capacity of the links are compared to evaluate the studied models' seismic response. The results of this investigation indicate that some of the flexural links with edge stiffened web openings show increased inelastic rotation capacity compared to an un-perforated link.

• 한국지반공학회논문집
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• 제32권6호
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• pp.49-59
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• 2016

본 논문에서는 지진 시 작용하는 반복적 하중에 의하여 발생하는 잔류 과잉간극수압 예측에 필요한 반복저항응력비(CRR)와 재하횟수 N 간의 관계를 나타내는 액상화 저항 곡선을 반복단순전단시험과 문헌조사를 통하여 도출하였다. CRR과 N 자료는 두 가지 모델을 이용하여 최적 곡선을 계산하였으며 계측된 자료와 비교한 결과, 이중 한 가지 모델은 CRR이 다소 작게 산정되어 정확도가 떨어지는 것으로 나타났다. 다양한 액상화 저항 곡선을 살펴본 결과, 반복저항응력비(CRR)는 재하횟수 N = 15에서의 CRR($CRR_{N=15}$)로 정규화할 경우, 분산이 크게 감소하는 것을 확인하였다. 이와 같은 정규화가 특별히 유용한 이유는 $CRR_{N=15}$은 실내시험이 아니라 현장시험으로부터 쉽게 산정 가능하기 때문이다. 정규화를 통하여 평균과 상한 및 하한 곡선을 도출하였으며, 각각에 상응하는 설계식과 변수 또한 제시하였다. 제안된 곡선은 추후 부지 고유의 지반응답해석과 항만 구조물의 안정성 평가 등에 활용될 수 있을 것으로 판단된다.

• 대한토목학회논문집
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• 제26권1C호
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• pp.43-52
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• 2006

동적 지반 거동을 해석하기 위해 많은 모델들이 제안되어 사용되고 있지만 여전히 모델에 대한 이해와 합리적인 해석 파라미터의 평가는 매우 어려운 작업이다. 더욱이 지반 진동 해석에서 침투에 의해 추가적인 체적변화가 발생하는 경우에는 이를 설명할만한 적당한 모델이 아직까지 개발되지 못하고 있다. 따라서 본 연구에서는 공극수의 이동을 제어해 가면서 측방변위나 침하와 같이 액상화에 의해 일어나는 잔류변형을 정량적으로 산정할 수 있는 하이브리드 시뮬레이션 시스템을 개발하였다. 본 시스템은 초기 전단을 받는 약간 기울어진 지반에 대한 일차원 동적 문제가 주요한 해석 대상이 되며 지반은 운동방정식과 연속조건식의 지배를 받는다. 또한, 이 시스템에서는 요소시험체가 흙의 구성관계를 대신하게 되며, 대상 지반의 동적 응답을 직접 공시체로부터 도입하며 해석을 수행하므로 액상화라고 하는 재료의 강한 비선형성을 재현하기 위한 파라미터의 입력과정을 생략할 수 있게 된다. 본 논문에서는 시스템의 기본 개념을 비롯한 여러 가지 구성요소에 대해 설명하며 해석 예제를 통해 지반 진동 해석에 있어서 투수성이 미치는 영향에 대해 검토하였다. 그 결과로 진동 도중 및 그 이후의 거동에도 체적 변화 특성이 모래의 동적 거동해석에 중대한 영향을 미치고 있음을 보였다.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 1999년도 봄 학술발표회 논문집
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• pp.241-248
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• 1999

The existing bridge with deck joint has many problems during construction and maintenance. To overcome these difficulties, an integral bridge, which is defined as the practice of constructing bridges without deck joints, is proposed in this study. A test bridge with 3 spans of PC beam was selected to verify the function of the bridge and is under construction. Characteristics of integral bridge are followings: $\circled1$ Flexible H-piles under the abutment are installed to accommodate thermal movements of the superstructures of bridge. $\circled2$ PC beam of the superstructure and the abutment are integrated. $\circled3$ The existing approach and relief slabs are applied to minimize the stress transfer occurred from the bridge deck to the pavement. $\circled4$ A cyclic control joint is installed between approach and relief slabs to absorb the thermal movement. $\circled5$ It is used a dual direction bearing which is cheaper than single direction bearing and has a good workability as well. It is also installed a shear block on the top of pier coping to protect the lateral movement caused by temperature change and earthquake.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2003년도 봄 학술발표회 논문집
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• pp.499-502
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• 2003

The purpose of this study is to understand the sliding characteristics of the infilling-joint surface using the new devised shear test apparatus with changeable slope for the original infilling materials and the infilling materials experienced cyclic freezing-thawing processes. Three types of the mother rock classified as the igneous rock, the metamorphic rock and the sedimentary rock and the infilling materials were collected for laboratory test. The cohesion according to the slope change of the rock joint shows large variation within ${\pm}$5 degrees but the internal friction angle shows appears the linear decreasing tendency. It is confirmed that the affecting factor of slope change of rock joint at the behavior of rock mass is larger than that of the infilling thickness. Test results show that the cohesion and the internal friction angle in 100 times of cyclic freezing-thawing processes are decreased about 50 percent compared with original one. A further study using various infillings materials would lead to a better understanding of the failure mechanism of rock mass by slope change of rock joint.

• Steel and Composite Structures
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• 제21권1호
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• pp.157-175
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• 2016

It was found that the lateral stiffness changes obvious at the transfer position of the section configuration from SRC to RC. This particular behavior leads to that the transfer columns become as the important elements in SRC-RC hybrid structures. A comprehensive study was conducted to investigate the seismic behavior of SRC-RC transfer columns based on a low cyclic loading test of 16 transfer columns compared with 1 RC column. Test results shows three failure modes for transfer columns, which are shear failure, bond failure and bend failure. Its seismic behavior was completely analyzed about the failure mode, hysteretic and skeleton curves, bearing capacity deformation ability, stiffness degradation and energy dissipation. It is further determined that displacement ductility coefficient of transfer columns changes from 1.97 to 5.99. The stiffness of transfer columns are at the interval of SRC and RC, and hence transfer columns can play the role of transition from SRC to RC. All specimens show similar discipline of stiffness degradation and the process can be divided into three parts. Some specimens of transfer column lose bearing capacity swiftly after shear cracking and showed weak energy dissipation ability, but the others show better ability of energy dissipation than RC column.

• Geomechanics and Engineering
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• 제4권4호
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• pp.251-262
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• 2012

Triaxial tests are essential to estimate the shear strength properties of the soil or rock. Normally triaxial tests are carried out on samples of 38 mm diameter and 76 mm height. Granular materials, predominantly used in base/sub-base construction of pavements or in railways have size range of 60-75 mm. Determination of shear strength parameters of those materials can be made possible only through triaxial tests on large diameter samples. This paper describes a large diameter cyclic triaxial testing facility set up in the Geotechnical Engineering lab of Indian Institute of Science. This setup consists of 100 kN capacity dynamic loading frame, which facilitates testing of samples of up to 300 mm diameter and 600 mm height. The loading ram can be actuated up to a maximum frequency of 10 Hz, with maximum amplitude of 100 mm. The setup is capable of carrying out static as well as dynamic triaxial tests under isotropic, anisotropic conditions with a maximum confining pressure of 1 MPa. Working with this setup is a difficult task because of the size of the sample. In this paper, a detailed discussion on the various problems encountered during the initial testing using the equipment, the ideas and solutions adopted to solve them are presented. Pilot experiments on granular sub-base material of 53 mm down size are also presented.