• 한국지반공학회지:지반
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• 제14권5호
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• pp.111-128
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• 1998

미합중국 텍사스 주 휴스턴시 소재의 휴스턴 대학 내에 위치한 미합중국 국립 지반 실험지 (National Geotechnical Experimentation Site at the University of Houston)의 팽창성 점토에 설치된 직경 305mm 1개의 일반 현장타설 말뚝과 3개의 분리형 현장타설 말뚝의 18개월간의 거동에 관한 실험적 연구를 수행하였다. 지반의 흡수력 변화에 따른 지반 팽창량 예측을 위해 실험 말뚝 주위의 지반에 깊이별로 지반 흡수력 감지 장치를 설치하여 관측한 결과, 지반은 최대 35mm까지 팽창하였고 일반 현장타설 말뚝은 4-5mm, 분리형 현장타설 말뚝은 1-2mm의 수직 변위가 관측되었다. 또한 지반 흡수력, 전압력과 체적 변형률 간의 관계식을 얻기 위해 3축 압축 실험 장치를 변형한 실내 실험을 수행하였으며, 이 결과를 이용하여 최대 지반 팽창량 예측 모델을 만들어 현장 실측치와 비교 검토하였다.

• Geomechanics and Engineering
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• 제20권1호
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• pp.67-73
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• 2020

With the increasing number of underground projects, the problem of rock-water coupling catastrophe has increasingly become the focus of safety. Grouting reinforcement is gradually applied in subway, tunnel, bridge reinforcement, coal mine floor and other construction projects. At present, cement-based grouting materials are easy to shrink and have low strength after solidification. In order to overcome the special problems of high water pressure and high in-situ stress in deep part and improve the reinforcement effect. In view of the mining conditions of deep surrounding rock, a new type of cement-based reinforcement material was developed. We analyses the principle and main indexes of floor strengthening, and tests and optimizes the indexes and proportions of the two materials through laboratory tests. Then, observes and compares the microstructures of the optimized floor strengthening materials with those of the traditional strengthening materials through scanning electron microscopy. The test results show that 42.5 Portland cement-based grouting reinforcement material has the advantages of slight expansion, anti-dry-shrinkage, high compressive strength and high density when the water-cement ratio is 0.4, the content of bentonite is 4%, and the content of Nano Silica is 2.5%. The reinforcement effect is better than other traditional grouting reinforcement materials.

• 대한기계학회논문집A
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• 제36권12호
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• pp.1599-1604
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• 2012

주조공정에서 발생하는 수축공과 같은 내부 결함은 일반적으로 응력집중을 발생시키며 균열의 시작점이 되므로 충격과 같은 기계적 거동에 있어 결함의 영향을 이해하는 것이 중요하다. 본 연구는 주조 알루미늄 합금의 충격 거동에 대한 내부 수축 결함의 영향을 실험적 방법과 전산 해석을 이용하여 비교 및 평가하였다. 시편의 내부 결함은 주조 후 산업용 CT 장비를 통해 검출하였으며 추출된 결함은 형상단순화법에 의해 타원체로 단순화하고 충격 해석을 위한 전산 해석을 수행하였다. 그 결과 본 연구에서 제안한 방법으로 내부 결함을 포함한 주조품의 충격 거동을 실험과 유사하게 예측함을 확인할 수 있었다.

• 약학회지
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• 제41권1호
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• pp.86-93
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• 1997

Even though both N-methyl-4-phenyl-1,2,5,6-tetrahydropyridine (MPTP) and 6-hydroxydopamine have been widely used to establish the experimental model for dopaminergic neuronal ce ll death. mechanisms underlying this phenomenon have not been firmly explored. To investigate how these dopaminergic neurotoxins induce neuronal cell death, murine dopaminergic neuronal cell line, MN9D cells were treated with various concentration of either 6-hydroxydopamine or active form of MPTP, N methyl-4-phenylpyridinium (MPP$^+$). Treatment of cells with 5-100 uM 6-hydroxydopamine resulted in apoptotic cell death whereas cell death induced by 5~50 uM MPP$^+$ was not demonstrated typical apoptotic characteristics such as cell shrinkage, apoptotic body and nuclear condensation. Cell death induced by 6-hydroxydopamine was partially blocked in the presence of antioxidants including soluble form of vitamin E or desferrioxamine suggesting that generation of oxidative stress may be associated with 6-hydroxydopamine-induced cell death in MN9D cells. In contrast, MPP$^+$-induced cell death was not blocked by treatment with any of antioxidants tested. As previously demonstrated that MPP$^+$ caused metabolic alterations such as glucose metabolism, removal of glucose from the medium partially inhibited MPP$^+$-induced cell death suggesting excessive cycles of glycolysis may be associated with MPP$^+$-induced cell death. Taken together, these studies demonstrate that two types of dopaminergic neurotoxins recruit distinct neuronal cell death pathways.

• 한국전산구조공학회논문집
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• 제25권2호
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• pp.155-162
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• 2012

최근의 토목분야의 프로젝트에 있어 장대교량의 건설이 주를 이루고 있으며, 장대교량의 여러 형식 가운데서도 사장교가 현재 계획, 설계 중인 프로젝트에서 상당한 비중을 차지하고 있다. 사장교가 대형화 및 장경간화 됨에 따라, 구조물의 경량화를 위하여 강재를 사용한 사장교가 건설되어 왔다. 그러나 많은 사례에서 주탑은 구조적, 경제적인 이유로 콘크리트로 시공되고 있다. 콘크리트는 재료적 특성상 크리프와 건조수축에 의한 장기거동의 영향을 크게 받는데, 이러한 특성으로 인하여 응력의 재분배와 시공 중 구조계의 변화 등 해석상 고려해야 할 부분이 많아진다. 본 연구에서는 철근콘크리트의 비선형성을 고려한 유한요소해석 프로그램 RCAHEST를 사용하여 콘크리트 주탑을 채택한 사장교 중에 국내 최장의 강사장교인 인천대교를 선택하여 해석을 수행하였다. 실제 시공된 교량의 시공단계해석과 완공 후 시간해석을 통하여 콘크리트 주탑만의 시간 의존적 효과가 사장교 전체계에 미치는 영향을 파악하였다.

• Composites Research
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• 제29권1호
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• pp.7-15
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• 2016

고분자 재료로 된 자동차부품들은 주로 사출성형으로 제작되며, 이 과정에서 뒤틀림, 침전 흔적, 용입선, 수축, 잔류응력 등의 결함이 발생한다. 본 연구를 통해서 이들 결함을 제거할 수 있는 차량용 폴리카보네이트 버튼의 사출성형 공정변수를 실험계획법을 이용하여 최적화 하였다. 공정변수로는 충전압력, 금형온도, 용융온도, 충전시간을 고려했으며 FEM, 다구치법, ANOVA를 사용하여 해석하고 최적화 하였다. 최적화 결과, 충전압력은 140 MPa, 금형온도는 $105^{\circ}C$, 용융온도는 $292.5^{\circ}C$, 충전시간은 1초, 등의 공정변수 값을 얻었으며, 10.2의 S/N 비를 얻었다. 수지의 용융온도가 가장 큰 영향을 미치며, 그 다음으로 금형의 온도였다.

• Journal of Ginseng Research
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• 제19권1호
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• pp.62-72
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• 1995

During the controlled atmosphere storage (CA), fresh ginseng showed good appearance in quality, and other deterioration of freshness was not observed until 12 weeks. On the other hand, MA storage had kept freshness only in treatment of 1 until 8 weeks. There was no significant difference between treated and non-treated sample with preservatives, and not treated sample was not infected with various different fungi. Moisture contents and hardness of ginseng in all treatments were not changed much until 12 weeks, and surface shrinkage did not occur either. But shear stress increased somewhat in all treatments after 12 weeks. The granule of microstructure in tissue diminished slightly. The apparent Quality of red ginseng was good until 4 weeks of treatment. But as time passed, white skin and wrinkled skin were generated and darkened in its color. B-1 in CA and E-1 in MA were found to be the most favorable one. The content of crude saponin did not change significantly during storage of CA or MA by preservation conditions and period. Though a small increase in saponin content from 4.92% to 5.43% was recognized in B-1, which was treated with preservative and 6.0% In B-2, control, this could rather explain increment of soluble component by butanol. Thus, there was no change in total contents of ginsenoside pattern and composition of each content. The Rbl content in B-1 and B-2 were 0.98%, and 0.97%, respectively, whereas that of control was 0.96%. E-1 of MA, treated with preservative was 5.32% after 12 weeks, but was 5.73% in control, indicating that ginsenosides pattern was quite similar to that of CA storage.

• 대한토목학회논문집
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• 제26권1A호
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• pp.45-54
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• 2006

콘크리트 구조물의 실제적인 응력과 변형률의 관계를 알기 위해서는 크리프와 수축에 관한 구성방정식을 정량화하는 것이 필요하다. 본 연구는 콘크리트의 시간의존적인 변형 중에서 크리프 변형에 관한 현상학적인 문제를 수학적으로 전개하고 유변학적 접근방법을 사용하여 크리프에 관한 예측모델을 구성한다. 고전적인 4-매개변수 모델에 기초하여 각각의 변형성분을 조합하고, 적절한 크리프 변형을 얻어내기 위한 4개의 매개변수들을 재령영향과 겔 입자간의 연결을 제거하려는 미세프리스트레스의 영향을 고려하여 비선형 함수로 구성된 매개변수들을 전개하며 회복이 불가능한 점성변형에 대하여 습윤평형상태와 건조상태에서 모두 예측할 수 있는 유효점성계수를 유도한다. 본 연구에서 제안한 예측모델은 실험결과와 상관계수 99%이상의 우수한 결과를 제공하고 있다.

• Steel and Composite Structures
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• 제50권6호
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• pp.659-674
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• 2024

Casting Ultra High-Performance Concrete (UHPC) on an orthotropic steel deck and forming a composite action by connectors could improve the steel deck fatigue performance. This study presents the mechanical performance of a proposed post-combination connection between UHPC and steel, which had a low constraint effect on UHPC shrinkage. A total of 10 push-out tests were conducted for static and fatigue performance investigations. And the test results were compared with evaluation methods in codes to verify the latter's applicability. Meanwhile, nonlinear simulation and parametric works with material damage plasticity models were also conducted for the static and fatigue failure mechanism understanding. The static and fatigue test results both showed that fractures at stud roots and surrounding local UHPC crushes were the main failure appearances. Compared with normally arranged studs, group arrangement could result in reductions of static stud shear stiffness, strength, and fatigue lives, which were about 18%, 12%, and 27%, respectively. Compared with the test results, stud shear capacity and fatigue lives evaluations based on the codes of AASHTO, Eurocode 4, JSCE and JTG D64 could be applicable in general while the safety redundancies tended to be smaller or even insufficient for group studs. The analysis results showed that arranging studs in groups caused obviously uneven strain distributions. The severer stress concentration and larger strain ranges caused the static and fatigue performance degradations of group studs. The research outcome provides a very important basis for establishing a design method of connections in the novel post-combination steel-UHPC composite deck.

• 한국농공학회지
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• 제20권2호
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• pp.4645-4687
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• 1978

This study was attempted to investigate the mechanical properties of concrete and crack control effects of reinforced concrete with steel and glass fiber. The experimental program includes tests on the properties of fresh concrete containing fibers, compressive strength, tensile strength, flexural strength, Young's modulus, Shrinkage and deformation of steel or glass fiber reinforced concrete. Also this study was carried out to investigate the effect of steel or glass fiber to retard the development in reinforced concrete subject to uniaxial tension and thus facilitate the use of steels of higher strength. The major conclusions that can be drawn from the studies are as follows: 1. The effect of the fibers in various mixes on fresh concrete confirmed that fibers do have a significant effect on the properties of fresh concrete, bringing much more stable and exhibiting a signiflcant reduction in surface bleeding, and that the cohesion is greatly improved and the internal resistance increases with fiber concentration. But the addition of an excess contents and length of fibers brings about the reduction of workability. 2. With the addition of steel fibers(1.5% Vol.) to concrete, the compressive strength as compared with plain concrete showed a very slight increase, but excess addition, over 1.5% Vol. of steel and glass fiber reduced its strength. 3. Splitting tensile strength of fiber reinforced concrete showed a significant increase tendency, as compared with plain concrete. In case of containing steel fiber (2.5%, 30mm), it showed that the maximum increase rate of 1.48 times as much rate, and in case of containing glass fiber (2.5%, 30mm), the increase rate of strength was 1.25 times as much rate. 4. Flexural strength of fiber reinforced concrete showed a significant tendency, as compared with plain concrete. Containing steel fiber (2.5%, 30mm) showed the maximum increase rate of 1.64 times as much rate and containing glass fiber (2.5%, 30mm) showed the increase rate of strength of 1.32 times as much rate, and in general, the 30mm length brougth the best results. 5. The strength ratio ($\sigma$b/$\sigma$c and $\sigma$t/$\sigma$c) increased, when steel fiber's average spacing was up to 3.05mm, but decreased when beyond 3.05mm, and it was confirmed that tensile or flexural strengths of steel fiber reinforced concrete are apparently governed by fiber's average spacing. 6. The compressive strain of fiber reinforced concrete showed a significant increasing tendency as the fiber was added, but Young's modulus. with the addition of steel and glass fibers, showed a slight decrease tendency. And according to the increase of flexural strength, a considerable increase was seen in toughness. 7. With the addition of fiber's the shrinkage of concrete was significantly decreased, in both case of adding steel fibers 12.5%, 30mm, and showed a significant decrease ratio, in average 30.4% and 36.7%, as compared with plain concrete. 8. With the increase of fiber volume fraction and length, the gained stress in reinforcing bar in concrete specimens increased in all crack widths, but at different rates, with the decrease of fiber diameter, the stress showed a considerable increasing tendency. And the duoform steel fibers showed the greatest improvement, as compared with the other types tested. 9. The influence of fiber dimensions in order of significanse on the machanical properties of concrete and the crack control of reinforced concrete was explained as follows: content, length, aspect ratio and dimeter.