• 대한기계학회논문집A
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• 제37권3호
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• pp.429-436
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• 2013

본 논문에서는 고주파 열처리된 SAE1055 베어링강의 경도에 따른 피로 거동 및 이의 확률론적 평가를 수행하였다. 이를 위하여 경도 수준에 따른 5 종류의 시험편(A : 원재료, B : HV390-전경화, C : HV510-전경화, D : HV700-전경화 및 E : HV-700 표면경화)를 준비하였다. 피로시험은 4 점 회전굽힘 피로시험기를 이용하여 응력비 R=-1 의 조건하에서 수행하였다. 그 결과, SAE1055 강의 피로 거동은 경도에 따라 크게 변화하였으나 HV510 수준이상에서는 피로한도의 증가는 관찰되지 않았다. 또한 피로 파손기구에 대한 경도의 영향을 평가하기 위하여 SEM(scanning electron microscope)을 이용한 파면 관찰을 수행하였다. 피로수명의 통계적 특성은 P-S-N(probabilistic S-N) 곡선을 이용하여 평가되었으며 이에 대한 경도의 영향은 잔류치 해석(residue analysis)을 통하여 수행하였다.

• Journal of Yeungnam Medical Science
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• 제12권1호
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• pp.105-112
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• 1995

During the period of 9.5 years from September, 1985 to March, 1995, 32 cases with spontaneous closure in simple ventricular septal defect(VSD) were observed and evaluated at Yeungnam University Hospital, and those were confirmed by 2D-echocardiogram. The results were as follows: 1. Among these 32 cases, there were 23 cases(71.9%) of perimembranous VSD, 8 cases(25.0%) of muscular VSD and 1 case(3.1%) of subarterial VSD. Septal aneurysms appears to be main mechanism of spontaneous closure of VSD because of the presence of septal aneurysm in all cases with spontaneous closure of a perimembranous VSD. 2. The size of the defect was variable in diameter, but 27 cases(81.2%) were less than 5 mm. 3. The mean age was 12.1 months at spontaneous closure with the range from 1 month old to 72 months. 4. The mean weight was 9.0 kg at spontaneous closure. 5. Among these 32 cases, 3 cases had the clinical evidence of cardimegaly or congestive hert failure during infancy. 6. Male to female sex ratio was 1.5:1.

• Composites Research
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• 제15권1호
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• pp.41-52
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• 2002

이 논문에서는 탄소/탄소 브레이크 제동중 시스템의 거동을 열탄성 해석을 수행하여 살펴보았고. 파손에 안정적인 디스크의 형상을 찾기 위하여 다양한 형상에 대한 3차원 응력해석을 수행하였다. 탄소/탄소 복합재료의 기계적 물성치가 적층면방향과 두께방향으로 측정되었다. 측정긴 기계적 물성치는 열탄성 해석과 3차원 응력해석을 위한 입력으로 사용 되었다. 로터 클립과 클립 리테이너 사이의 간격은 회전판의 하중전달 미케니즘에 있어서 중요만 인자이다. 간격변화는 기계적 변형과 열 변형으로 분리하여 고려하였다. 클립과 리테이터는 서로 접촉이 발생하지 않았으므로 해석 모델에서 리테이너와 리벳은 제외되었다. 로터 디스크는 반복대칭조건을 사용하여 모델링되었고, 로터 디스크와 로터 클립, 로터 클립과 키 드럼사이의 2중 접촉문제가 고려되었다. 3차인 응력해석의 결과로부터 브레이크 디스크의 키 홀 부분에 응력집중현상이 발생하는 것을 확인하였다. 응력분포는 키 홀 부분에서 접촉면의 회전각과 곡률반경의 변화에 따라 연구 되었다.

• 터널과지하공간
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• 제26권4호
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• pp.316-326
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• 2016

본 연구는 화강암에 존재하는 결 이방성이 간접인장강도에 미치는 영향을 평가하였다. 표준 간접인장시험 및 3개의 서로다른 중공 크기에 대한 중공 간접인장시험을 수행하였다. 2차원 개별요소 수치해석을 통해 간접인장시험에서의 파괴 과정 및 메커니즘을 고찰하였다. 간접인장강도는 화강암의 결에 따라 하드웨이, 그레인, 리프트 면의 순으로 감소하였다. 중공 간접인장강도는 일반 간접인장강도에 비해 2.5~6.4배 정도 크게 나타났으며, 중공 크기가 클수록 크게 나타났다. 중공 시편에 대한 간접인장 파괴 유형은 중공 크기 및 결과 하중방향 각도에 영향을 받는 것으로 나타났다.

• Geomechanics and Engineering
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• 제14권4호
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• pp.345-354
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• 2018

Currently, layered geogrid method (LGM) is the commonly practiced technique for reinforcement of slopes. In this paper the geogrid-box method (GBM) is introduced as a new approach for reinforcement of rock-soil slopes. To achieve the objectives of this study, a laboratory setup was designed and the slopes without reinforcements and reinforced with LGM and GBM were tested under the loading of a circular footing. The effect of vertical spacing between geogrid layers and box thickness on normalized bearing capacity and failure mechanism of slopes was investigated. A series of 3D finite element analysis were also performed using ABAQUS software to supplement the results of the model tests. The results indicated that the load-settlement behavior and the ultimate bearing capacity of footing can be significantly improved by the inclusion of reinforcing geogrid in the soil. It was found that for the slopes reinforced with GBM, the displacement contours are widely distributed in the rock-soil mass underneath the footing in greater width and depth than that in the reinforced slope with LGM, which in turn results in higher bearing capacity. It was also established that by reducing the thickness of geogrid-boxes, the distribution and depth of displacement contours increases and a longer failure surface is developed, which suggests the enhanced bearing capacity of the slope. Based on the studied designs, the ultimate bearing capacity of the GBM-reinforced slope was found to be 11.16% higher than that of the slope reinforced with LGM. The results also indicated that, reinforcement of rock-soil slopes using GBM causes an improvement in the ultimate bearing capacity as high as 24.8 times more than that of the unreinforced slope.

• Geomechanics and Engineering
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• 제11권4호
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• pp.471-492
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• 2016

Underground tunnelling is one of the sustainable construction methods which can facilitate the increasing passenger transportation in the urban areas and benefit the community in the long term. Tunnelling in various ground conditions requires careful consideration of the stability factor. This paper investigates three dimensional stability of a shallow circular tunnel in a layered soil. Upper bound theorem of limit analysis was utilised to solve the tunnel face stability problem. A three dimensional kinematic admissible failure mechanism was improved to model a layered soil and limiting assumptions of the previous studies were resolved. The study includes calculation of the minimum support pressure acting on the face of the excavation in closed-face excavations. The effects of the characteristics of the layers on the minimum support pressure were examined. It was found that the ratio of the thickness of cover layers particularly when a weak layer is overlying a stronger layer, has the most significant influence on the minimum tunnel support pressure. Comparisons have been made with the results of the numerical modelling using FLAC3D software. Results of the current study were in a remarkable agreement with those of numerical modelling.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2006년도 춘계학술발표회 논문집(I)
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• pp.126-129
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• 2006

A bending moment $M_u$ transferred at slab-column connection is resisted at the slab critical section by flexure and shear. The ACI 318-05 Building Code(1) gives an empirical equation for the fraction ${\gamma}_{\upsilon}$ of the moment $M_u$ to be transferred by shear at the slab critical section at d/2 from the column face and also the effective wide(c+3h). The equation is based on tests of interior slab-column connections without shear reinforcement. In order to investigate the data eight test specimens were examined. The test shows that increased slab load substantially reduces both the unbalanced moment capacity and the lateral drift capacity of the connection. Especially, the specimens with the bottom reinforcement existence and nonexistence, appears remarkable differences. Studies also show that the code equation for ${\gamma}_{\upsilon}$ does not apply to all cases. The purpose of this study is to compare the test results with present ACI 318-05 Building Code provisions for design of slab-column connections and with the analysis of the experimental data for a new limitation of strength equation without shear reinforcement and bottom reinforcement.

• Geomechanics and Engineering
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• 제32권1호
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• pp.111-123
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• 2023

The slope of an open cut tunnel is located above the exit of the Leijia tunnel on the Changgan high-speed railway. During the excavation of the open cut tunnel foundation pit, the slope slipped twice, a large landslide of 92500 m³ formed. The landslide body and unstable slope body not only caused the foundation pit of the open cut tunnel to be buried and the anchor piles to be damaged but also directly threatened the operational safety of the later high-speed railway. Therefore, to study the stability change in the slope of the open cut tunnel under heavy rain and excavation conditions, a 3D numerical calculation model of the slope is carried out by Midas GTS software, the deformation mechanism is analyzed, anti-sliding measures are proposed, and the effectiveness of the anti-sliding measures is analyzed according to the field monitoring results. The results show that when rainfall occurs, rainwater collects in the open cut tunnel area, resulting in a transient saturation zone on the slope on the right side of the open cut tunnel, which reduces the shear strength of the slope soil; the excavation at the slope toe reduces the anti-sliding capacity of the slope toe. Under the combined action of excavation and rainfall, when the soil above the top of the anchor pile is excavated, two potential sliding surfaces are bounded by the top of the excavation area, and the shear outlet is located at the top of the anchor pile. After the excavation of the open cut tunnel, the potential sliding surface is mainly concentrated at the lower part of the downhill area, and the shear outlet moves down to the bottom of the open cut tunnel. Based on the deformation characteristics and the failure mechanism of the landslides, comprehensive control measures, including interim emergency mitigation measures and long-term mitigation measures, are proposed. The field monitoring results further verify the accuracy of the anti-sliding mechanism analysis and the effectiveness of anti-sliding measures.

• 한국지반공학회논문집
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• 제35권7호
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• pp.15-27
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• 2019

본 연구는 2017년 11월 15일에 발생한 규모 5.4의 포항지진을 대상으로 영일만항 안벽 및 배면에서 발생한 피해의 메커니즘을 규명하는 것이 목적이다. 현장조사 등에 의해 영일만항은 케이슨이 5cm~15cm 정도의 수평변위가 발생하였고, 뒤채움 지반에서는 10cm 이상의 침하가 발생하였다. 이에 대한 원인을 규명하기 위해 2차원 유효응력해석을 수행하였다. 입력 지진하중은 포항구항의 기반암에서 계측된 지진가속도($3.25m/s^2$)를 이용하였다. 수치해석 결과 배후지의 뒤채움 지반내 국부적으로 과잉간극수압이 증가하여 유효응력이 감소한 것으로 밝혀졌다. 이로 인해 케이슨의 경우 수평방향으로 약 14cm의 변위가 발생하였고, 3cm 정도 침하하였다. 뒤채움 지반의 경우 6cm~9cm 정도 침하한 것으로 나타났다. 이는 현장조사와도 유사한 결과임이 밝혀졌다. 또한, 뒤채움 지반내 유효응력 경로 및 응력-변형률 거동으로부터 반복적 하중에 의해 지반이 Mohr-Coulomb의 파괴선에 근접하는 것으로 나타났고, 이는 과잉간극수압의 증가에 따른 유효응력의 소실에 의한 지지력의 감소로 판단된다.

• Steel and Composite Structures
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• 제46권1호
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• pp.53-73
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• 2023

Man-made structure materials like concrete usually contain inclusions. These inclusions affect the mechanical properties of concrete. In this investigation, the influence of inclusion length and inclination angle on three-dimensional failure mechanism of concrete under uniaxial compression were performed using experimental test and numerical simulation. Approach of acoustic emission were jointly used to analyze the damage and fracture process. Besides, by combining the stress-strain behavior, quantitative determination of the thresholds of crack stress were done. concrete specimens with dimensions of 120 mm × 150 mm × 100 mm were provided. One and two holes filled by gypsum are incorporated in concrete samples. To build the inclusion, firstly cylinder steel tube was pre-inserting into the concrete and removing them after the initial hardening of the specimen. Secondly, the gypsum was poured into the holes. Tensile strengths of concrete and gypsum were 2.45 MPa and 1.5 MPa, respectively. The angle bertween inclusions and axial loadind ary from 0 to 90 with increases of 30. The length of inclusion vary from 25 mm to 100 mm with increases of 25 mm. Diameter of the hole was 20 mm. Entirely 20 various models were examined under uniaxial test. Simultaneous with experimental tests, numerical simulation (Particle flow code in two dimension) were carried out on the numerical models containing the inclusions. The numerical model were calibrated firstly by experimental outputs and then failure behavior of models containing inclusions have been investigated. The angle bertween inclusions and axial loadind vary from 0 to 90 with increases of 15. The length of inclusion vary from 25 mm to 100 mm with increases of 25 mm. Entirely 32 various models were examined under uniaxial test. Loading rate was 0.05 mm/sec. The results indicated that when inclusion has occupied 100% of sample thickness, two tensile cracks originated from boundaries of sample and spread parallel to the loading direction until being integrated together. When inclusion has occupied 75% of sample thickness, four tensile cracks originated from boundaries of sample and spread parallel to the loading direction until being integrated together. When inclusions have occupied 50% and 25% of sample thickness, four tensile cracks originated from boundaries of sample and spread parallel to the loading direction until being integrated together. Also the inclusion was failed by one tensile crack. The compressive strength of samples decease with the decreases of the inclusions length, and inclusion angle had some effects on that. Failure of concrete is mostly due to the tensile crack. The behavior of crack, was affected by the inclusion length and inclusion number.