• 한국건축시공학회지
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• 제19권1호
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• pp.9-18
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• 2019

현대에 가장 널리 쓰이는 건축 재료인 콘크리트는 기술의 지속적인 발전에 따라 고강도화 뿐만 아니라 인성 및 연성의 증가, 경량화와 같은 구조적 성능의 향상이 되었다. 또한 인간의 삶의 질이 향상됨에 따라 감성을 충족시킬 수 있는 것에 대한 수요의 급증으로 건축용 외장패널 그리고 건축의 경계를 넘어 인테리어 소품으로까지 다양하게 쓰이는 추세이다. 국내에서는 플라스틱 봉을 삽입하여 빛과 콘크리트의 결합으로 사용자의 감성을 자극하는 빛 감성친화형콘크리트(LEFC)를 개발하였으나, 높은 단위중량으로 인한 현장에서의 시공성 한계를 보여주었다. 이에 본 연구에서는 LEFC에 기포제를 적용하여 단위중량을 감소시켜 경량화를 달성하고 휨 성능 향상을 위해 두 가지 유기섬유(Nylon Fiber, Polyvinyl Alcohol)를 혼입하여 비교분석하였다. 마지막으로 플라스틱 봉 삽입으로 인한 콘크리트 비표면적 손실 및 봉과의 부착력 감소로 인한 휨 강도 변화를 봉의 직경(5mm, 10mm)과 간격(10mm, 15mm, 20mm)에 따른 변수를 적용한 예측 모델을 제안하고자 한다.

• 화약ㆍ발파
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• 제39권2호
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• pp.1-14
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• 2021

최근에는 GPGPU(General-Purpose computing on Graphics Processing Units)와 같은 고성능 연산장치의 보급과 함께 국방, 우주항공분야에서 암질재료에 대한 충격실험을 대신할 수 있는 3차원 동적해석기법의 개발이 활발하게 진행되고 있다. 그러나 높은 충격하중을 수반하는 암 발파 또는 소형미사일 등의 지중 관통과 같은 과정을 실험적으로 관찰하거나 계측하는 것은 암질재료의 비 균질성 및 불투명성 때문에 어려움이 있었다. 본 연구에서는 고속충돌에 의한 암석의 파괴 거동을 모사하기 위하여 3차원 동적 파괴 과정 해석 기법 (3D-DFPA)를 개발하였으며, 연산속도를 향상시키기 위하여 순차해석(explicity analysis) 및 접촉요소검색(Searching algolitm of contact elements)에 GPGPU연산이 가능한 알고리듬을 적용하였다. 제안된 동적파괴과정해석 기법에 대한 검증을 위해 Straight Notched Disk Bending (SNDB) 석회암시료에 대한 동적파괴인성시험을 모사하였고, 충격응력파의 전파과정, 암석-충격봉 경계면에서 반사 및 전달과정, 암석 시료의 파괴과정을 비교분석하여, 개발된 해석기법에 대한 검증을 수행하였다.

• 대한금속재료학회지
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• 제49권8호
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• pp.628-634
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• 2011

SA508 Gr.4N Ni-Cr-Mo low alloy steel, in which Ni and Cr contents are higher than in commercial SA508 Gr.3 Mn-Mo-Ni low alloy steels, may be a candidate reactor pressure vessel (RPV) material with higher strength and toughness from its tempered martensitic microstructure. The inner surface of the RPV is weld-cladded with stainless steels to prevent corrosion. The goal of this study is to evaluate the microstructural properties of the clad interface between Ni-Cr-Mo low alloy steel and stainless weldment, and the effects of post weld heat treatment (PWHT) on the properties. The properties of the clad interface were compared with those of commercial Mn-Mo-Ni low alloy steel. Multi-layer welding of model alloys with ER308L and ER309L stainless steel by the SAW method was performed, and then PWHT was conducted at $610^{\circ}C$ for 30 h. The microstructural changes of the clad interface were analyzed using OM, SEM and TEM, and micro-Vickers hardness tests were performed. Before PWHT, the heat affected zone (HAZ) showed higher hardness than base and weld metals due to formation of martensite after welding in both steels. In addition, the hardness of the HAZ in Ni-Cr-Mo low alloy steel was higher than that in Mn-Mo-Ni low alloy steel due to a comparatively high martensite fraction. The hardness of the HAZ decreased after PWHT in both steels, but the dark region was formed near the fusion line in which the hardness was locally high. In the case of Mn-Mo-Ni low alloy steel, formation of fine Cr-carbides in the weld region near the fusion line by diffusion of C from the base metal resulted in locally high hardness in the dark region. However, the precipitates of the region in the Ni-Cr-Mo low alloy steel were similar to that in the base metal, and the hardness in the region was not greatly different from that in the base metal.

• 한국건설순환자원학회논문집
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• 제11권2호
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• pp.130-137
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• 2023

이 연구는 다중벽 탄소나노튜브(MWCNTs) 혼입 PVA 섬유보강 시멘트 복합체에서 배합 순서에 따른 영향을 분석하기 위해 배합 순서를 변수로 고려한 실험을 통해 유동성, 압축 및 휨인장 성능을 분석하였다. 실험 결과, CNT 혼입으로 인하여 유동성이 크게 감소하였으며, CNT가 혼입된 경우 배합 순서에 따라 유동성이 크게 영향을 받는 것으로 나타났다. 압축 강도는 물과 CNT 수용액을 미리 섞어 혼입한 후 PVA 섬유를 혼입하는 순서가 가장 강도 증진 효과가 뛰어난 것으로 나타났으며, 휨인장강도는 건비빔 후 물과 CNT 수용액, PVA 섬유를 미리 섞은 후 배합한 방식이 가장 높은 것으로 나타났다. 다만, 휨인장 거동에서 연성도는 배합 순서와의 연관성이 명확하게 나타나지 않았다. 또한, 미세구조에의 영향을 분석하기 위해 주사전자현미경(SEM) 이미지 분석을 수행하였다. SEM 이미지 분석 결과, 모든 시편에서 CNT가 골고루 분산되어 분포하고 있는 것으로 나타나 CNT가 강도 증진 효과에 기여하고 있는 것을 확인할 수 있었으나, 배합방식으로 인한 차이는 명확하게 나타나지 않았다. 이 연구의 주요 결과는 향후 CNT 혼입 PVA 섬유보강 시멘트 복합체의 작업성 및 재료성능 평가 관련 연구에 유용할 것으로 기대된다.

• Steel and Composite Structures
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• 제50권6호
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• pp.705-720
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• 2024

Analyzing the collapse behavior of thin-walled steel structures holds significant importance in ensuring their safety and longevity. Geometric imperfections present on the surface of metal materials can diminish both the durability and mechanical integrity of steel shells. These imperfections, encompassing local geometric irregularities and deformations such as holes, cavities, notches, and cracks localized in specific regions of the shell surface, play a pivotal role in the assessment. They can induce stress concentration within the structure, thereby influencing its susceptibility to buckling. The intricate relationship between the buckling behavior of these structures and such imperfections is multifaceted, contingent upon a variety of factors. The buckling analysis of thin-walled steel shell structures, similar to other steel structures, commonly involves the determination of crucial material properties, including elastic modulus, shear modulus, tensile strength, and fracture toughness. An established method involves the emulation of distributed geometric imperfections, utilizing real test specimen data as a basis. This approach allows for the accurate representation and assessment of the diversity and distribution of imperfections encountered in real-world scenarios. Utilizing defect data obtained from actual test samples enhances the model's realism and applicability. The sizes and configurations of these defects are employed as inputs in the modeling process, aiding in the prediction of structural behavior. It's worth noting that there is a dearth of experimental studies addressing the influence of geometric defects on the buckling behavior of cylindrical steel shells. In this particular study, samples featuring geometric imperfections were subjected to experimental buckling tests. These same samples were also modeled using Finite Element Analysis (FEM), with results corroborating the experimental findings. Furthermore, the initial geometrical imperfections were measured using digital image correlation (DIC) techniques. In this way, the response of the test specimens can be estimated accurately by applying the initial imperfections to FE models. After validation of the test results with FEA, a numerical parametric study was conducted to develop more generalized design recommendations for the stainless-steel shell structures with the initial geometric imperfection. While the load-carrying capacity of samples with perfect surfaces was up to 140 kN, the load-carrying capacity of samples with 4 mm defects was around 130 kN. Likewise, while the load carrying capacity of samples with 10 mm defects was around 125 kN, the load carrying capacity of samples with 14 mm defects was measured around 120 kN.

• Composites Research
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• 제15권4호
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• pp.23-31
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• 2002

시편 게이지 면적($길이{\;}{\times}{\;}폭$)의 이차원 크기효과가 T300/924 $[45/-45/0/90]_3s$ 탄소섬유/에폭시 적층판의 압축거동에 대해 조사하였다. 개조된 압축시험치구(ICSTM)와 좌굴방지장치가 $30mm{\;}{\times}{\;}30mm,{\;}50mm{\;}{\times}{\;}50mm,{\;}70mm{\;}{\times}{\;}70mm,{\;}90mm{\;}{\times}{\;}90mm$의 게이지 길이와 폭을 가진 시편들의 압축시험에 사용하였다. 모든 경우의 파괴들은 시편 게이지 길이 내에서 주로 갑자기 발생하였다. 파괴 후 분석결과는 $0^{\circ}$층의 섬유의 미소좌굴에 의해 파괴를 시작하여 최종파괴를 일으키는 임계파괴기구일 것으로 생각되었다. 이것은 매트릭스 지배적인 파괴를 의미하며, 초기섬유굴곡에 따라 파괴가 지배적으로 시작된다는 것을 말한다 이것은 또한 제작공정과 품질이 압축강도를 결정하는 중요한 역할을 한다고 볼 수 있다. 좌굴방지장치를 장착하고 시험할 때 장치의 볼트 조임 토크에 따라 시편과의 접촉마찰 등에 의해 실제 압축강도 보다 크게 나타나는 결과를 보였다. 좌굴방지장치의 영향을 유한요소법을 이용하여 해석한 결과 실제 압축강도 보다 7% 정도 크게 나타남을 확인하였다. 부가적으로 홀을 갖는 시편들의 압축시험도 수행되었다. 홀에 의한 국부응력집중이 적층판 강도에 지배적 요인이었다. 파괴강도는 홀 크기와 시편 폭이 증가할수록 감소하였으나 탄성응력집중계수로 예측된 값보다는 일반적으로 크게 나타났다. 이것은 사용된 복합재가 이상적인 취성재질이 아니라는 것을 의미하며 홀 주위에서 다소간의 응력이완이 발생한다고 볼 수 있다. X선 검사 사진분석에서 섬유좌굴과 층간분리형태의 손상이 파괴하중의 약 80%에서 홀 가장자리로부터 시작되었고 임계파괴크랙길이인 2-3mm의 불안정한 상태에 도달하기 전까지는 하중 증가와 더불어 안정되게 파괴가 진전되었다(시편의 기하학적 크기에 의존함). 이 손상과 파괴는 선형 cohesive zone 모델로 해석되었다. 노치없는 시편의 압축강도와 평면 파괴인성의 측정된 적층판 변수들을 사용하여 홀의 크기와 시편 폭의 함수로서 홀을 갖는 적층판의 압축강도를 성공적으로 예측하였다.

• 한국농공학회지
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• 제26권1호
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• pp.52-72
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• 1984

This study was performed to obtain the basic data which can be applied to the use of epoxy resin mortars. The data was based on the properties of epoxy resin mortars depending upon various mixing ratios to compare those of cement mortar. The resin which was used at this experiment was Epi-Bis type epoxy resin which is extensively being used as concrete structures. In the case of epoxy resin mortar, mixing ratios of resin to fine aggregate were 1: 2, 1: 4, 1: 6, 1: 8, 1:10, 1 :12 and 1:14, but the ratio of cement to fine aggregate in cement mortar was 1 : 2.5. The results obtained are summarized as follows; 1.When the mixing ratio was 1: 6, the highest density was 2.01 g/cm$^3$, being lower than 2.13 g/cm$^3$ of that of cement mortar. 2.According to the water absorption and water permeability test, the watertightness was shown very high at the mixing ratios of 1: 2, 1: 4 and 1: 6. But then the mixing ratio was less than 1 : 6, the watertightness considerably decreased. By this result, it was regarded that optimum mixing ratio of epoxy resin mortar for watertight structures should be richer mixing ratio than 1: 6. 3.The hardening shrinkage was large as the mixing ratio became leaner, but the values were remarkably small as compared with cement mortar. And the influence of dryness and moisture was exerted little at richer mixing ratio than 1: 6, but its effect was obvious at the lean mixing ratio, 1: 8, 1:10,1:12 and 1:14. It was confirmed that the optimum mixing ratio for concrete structures which would be influenced by the repeated dryness and moisture should be rich mixing ratio higher than 1: 6. 4.The compressive, bending and splitting tensile strenghs were observed very high, even the value at the mixing ratio of 1:14 was higher than that of cement mortar. It showed that epoxy resin mortar especially was to have high strength in bending and splitting tensile strength. Also, the initial strength within 24 hours gave rise to high value. Thus it was clear that epoxy resin was rapid hardening material. The multiple regression equations of strength were computed depending on a function of mixing ratios and curing times. 5.The elastic moduli derived from the compressive stress-strain curve were slightly smaller than the value of cement mortar, and the toughness of epoxy resin mortar was larger than that of cement mortar. 6.The impact resistance was strong compared with cement mortar at all mixing ratios. Especially, bending impact strength by the square pillar specimens was higher than the impact resistance of flat specimens or cylinderic specimens. 7.The Brinell hardness was relatively larger than that of cement mortar, but it gradually decreased with the decline of mixing ratio, and Brinell hardness at mixing ratio of 1 :14 was much the same as cement mortar. 8.The abrasion rate of epoxy resin mortar at all mixing ratio, when Losangeles abation testing machine revolved 500 times, was very low. Even mixing ratio of 1 :14 was no more than 31.41%, which was less than critical abrasion rate 40% of coarse aggregate for cement concrete. Consequently, the abrasion rate of epoxy resin mortar was superior to cement mortar, and the relation between abrasion rate and Brinell hardness was highly significant as exponential curve. 9.The highest bond strength of epoxy resin mortar was 12.9 kg/cm$^2$ at the mixing ratio of 1:2. The failure of bonded flat steel specimens occurred on the part of epoxy resin mortar at the mixing ratio of 1: 2 and 1: 4, and that of bonded cement concrete specimens was fond on the part of combained concrete at the mixing ratio of 1 : 2 ,1: 4 and 1: 6. It was confirmed that the optimum mixing ratio for bonding of steel plate, and of cement concrete should be rich mixing ratio above 1 : 4 and 1 : 6 respectively. 10.The variations of color tone by heating began to take place at about 60˚C, and the ultimate change occurred at 120˚C. The compressive, bending and splitting tensile strengths increased with rising temperature up to 80˚ C, but these rapidly decreased when temperature was above 800 C. Accordingly, it was evident that the resistance temperature of epoxy resin mortar was about 80˚C which was generally considered lower than that of the other concrete materials. But it is likely that there is no problem in epoxy resin mortar when used for unnecessary materials of high temperature resistance. The multiple regression equations of strength were computed depending on a function of mixing ratios and heating temperatures. 11.The susceptibility to chemical attack of cement mortar was easily affected by inorganic and organic acid. and that of epoxy resin mortar with mixing ratio of 1: 4 was of great resistance. On the other hand, when mixing ratio was lower than 1 : 8 epoxy resin mortar had very poor resistance, especially being poor resistant to organicacid. Therefore, for the structures requiring chemical resistance optimum mixing of epoxy resin mortar should be rich mixing ratio higher than 1: 4.