• Transactions of the Korean Society of Mechanical Engineers
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• v.12 no.5
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• pp.944-951
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• 1988

Global-Local Laminate Variational Model is utilized to investigate the characteristics of interlaminar stresses in thick composite laminates under uniform axial extension. Various laminates with different fiber orientation and stacking sequences are analyzed to observe the behavior of interlaminar normal stresses. From this result, the interlaminar normal stress distribution along the laminate interfaces is examined and discussed with an existing approximation model. The repeated stacking of Poisson's ratio symmetric sublaminates is found to be the best stacking method of thick composite laminates to reduce the interlaminar normal stresses for the prevention of the free-edge delamination.

• Journal of the Korean GEO-environmental Society
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• v.13 no.1
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• pp.21-29
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• 2012

Ground failure by liquefaction can occur not only during shaking but also as the result of the post-liquefaction process after an earthquake. During the process of ground deformation and failure, excess pore water pressure in soil is redistributed, which can then lead to changes in the effective stress of soils. Therefore, in order to provide a further understanding of the phenomenon, we have to estimate the properties of effective stress during the recompression process in post-liquefaction as well, not only the total amount of pore water drained. The primary objectives of this study are to determine and compare the recompression properties in the post-liquefaction process in terms of the relationship between volumetric strains and mean effective stresses under the various conditions of relative density and shear stress history. In all experimental cases, the volumetric strains increase greatly in the low effective stress level, almost to the zero zone, and granite soil, which has fine grains, undergoes gradual changes in the relationship between volumetric strains and mean effective stresses compared with fine sand. And, we can also find that recompression properties in the post-liquefaction process by cyclic loading depend highly on the dissipation energy and maximum shear strain, and this fact can be obtained in all cases regardless of the existence of fine content, relative density, and loading history. Especially, granite soil having fine grains can be defined uniformly in the relationship between dissipation energy and maximum volumetric strain, while fine sand cannot be so uniformly defined.

• Proceedings of the Korean Fiber Society Conference
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• 2003.04a
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• pp.337-338
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• 2003

PTT(poly trimethylene terephthalate)섬유는 PET(polyethylene terephthalate)섬유에 비하여 탄성 (elasticity)가 우수하고 염색성이 PET와 유사한 점에서 차세대섬유로 분류되고 있다. 분자의 구조가 trans-trans의 fully extended chain(rod shape)형태인 PET에 비하여 trans-gauche-gauche-trans의 스프링과 같은 extended zigzag(helix shape)이어서 탄성회복성이 우수하다. 또한 PTT의 탄성계수값은 PET에 비하여 $\frac{1}{2}$정도이다. 의복을 착용중 신장과 수축을 반복하는 과정에서 섬유는 탄성을 점차 상실하게 되는데, 이 응력완화의 변화특성에 따라서 착용감이 영향을 끼친다. (중략)

• Magazine of the Korea Concrete Institute
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• v.2 no.3
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• pp.55-64
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• 1990

With the increasing use of Fiber Reinforced Concrete as a structural material. More information on its mechanical properties is needed. This paper reports the results of experiments on the behavior of Carbon Fiber Reinforced Concrete under monotonic and cyclic compressive loading. The results are that (1) CFRC does improve its compressive strength by adding fibers to a concrete matrix. (2) Adding any fiber to a concrete matrix produced a substaintial change in its stress-strain response. This change is characterized by a significant increase in ductility as described by the descending portion of the stress-strain curve. (3) As compare with plain concrete, the normalized cyclic behavior of CFRC has a much stability. A higher fiber"" content produes a lesser steep descending portion, which results in a higher ductlity of the material.

• Journal of the Korean Geotechnical Society
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• v.15 no.1
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• pp.175-183
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• 1999

Recently, problems related to vibrations of decomposed granite soils have acquired increasing attention in Korea because those soils cover approximately one third of the country. Both resonant column and cyclic triaxial test were performed to investigate deformation characteristics of unsaturated and cement-mixed decomposed granite soils in Suwon region. The important soil parameters in this respect are the shear moduli, dynamic moduli of elasticity and damping ratios. The dynamic parameters are influenced by variables such as strain amplitude, ratio of loading cycles, and degree of saturations, etc. Test results and data have shown that the optimum degree of saturation to the maximum shear modulus due to a capillary menisci effect was about 17~18 % at low strain amplitude and 10~15 % at intermediate strain amplitude. This paper suggests the range of threshold strain and mean shear modulus of decomposed granite soils in Suwon region. It also proposed the empirical relationship between the dynamic parameters for cement-mixed and non-mixed decomposed granite soils.

• Journal of the Korean Geotechnical Society
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• v.28 no.7
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• pp.31-40
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• 2012

In most design codes, soils are classified as either sandy or clayey soils, and appropriate design equations for each soil type are used to estimate their soil behaviour. However, sand-fine mixtures, which are typically referred to as intermediate soils, are somewhere at the middle of sandy or clayey soils, and therefore a unified interpretation of soil behaviour is necessary. In this paper, a series of cyclic shear tests were carried out for three different combinations of sand-fine mixtures with various fines content. Silica-sand mixture and fines (Iwakuni natural clay, Tottori silt, kaolinite) were mixed together with various mass ratios, while paying attention to the changes of void ratios expressed in terms of sand structure. The cyclic shear strengths of the mixtures below the threshold fines content were examined with the increasing fines contents. As a result, as the fines contents increased, their cyclic deviator stress ratios decreased for dense samples while it increased for loose samples. Additionally, cyclic deviator stress ratio of the mixtures was estimated using the concept of equivalent granular void ratio.

• Journal of the Korean Society for Railway
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• v.20 no.1
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• pp.64-75
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• 2017

The role of a track subgrade is to provide bearing capacity and distribute load transferred to lower foundation soils. Track subgrade soils are usually compacted by heavy mechanical machines in the field, such that sometimes they are attributed to progressive residual settlement during the service after construction completion of the railway track. The progressive residual settlement generated in the upper part of a track subgrade is mostly non-recoverable plastic deformation, which causes unstable conditions such as track irregularity. Nonetheless, up to now no design code for allowable residual settlement of subgrade in a railway trackbed has been proposed based on mechanical testing, such as repetitive triaxial testing. At this time, to check the DOC or stiffness of the soil, field test criteria for compacted track subgrade are composed of data from RPBT and field compaction testing. However, the field test criteria do not provide critical design values obtained from mechanical test results that can offer correct information about allowable permanent deformation. In this study, a test procedure is proposed for permanent deformation of compacted subgrade soil that is used usually in railway trackbed in the laboratory using repetitive triaxial testing. To develop the test procedure, an FEA was performed to obtain the shear stress ratio (${\tau}/{\tau}_f$) and the confining stress (${\sigma}_3$) on the top of the subgrade. Comprehensive repetitive triaxial tests were performed using the proposed test procedure on several field subgrade soils obtained in construction sites of railway trackbeds. A permanent deformation model was proposed using the test results for the railway track.

• Journal of the Korean Geotechnical Society
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• v.24 no.11
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• pp.79-89
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• 2008

In this study, a series of undrained cyclic triaxial tests were performed with three different consolidation stress ratios ($K_c$=1.0, 1.5, 2.0) to investigate the undrained shear strength characteristics of sands with respect to the amount of contained silt located around the basin of Nak-dong River. The test results show that the more the sand has silt, the lower is cyclic shear stress ratio (CSR) in all $K_c$ and that the higher $K_c$ goes, the larger CSR decreases due to the increase of contained silt. The excessive pore pressure caused during shearing has an influence on the decrease of CSR by the high initial pore pressure in proportion to the amount of contained silt regardless of the $K_c$ value. After consolidation, the analysis of the skeleton void ratio of the sample reveals that the main cause of the decrease of CSR as well as the increase of the initial excessive pore pressure is the increase of the skeleton void ratio in proportion to the amount of contained silt.

• International Journal of Highway Engineering
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• v.9 no.1 s.31
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• pp.47-56
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• 2007

Resilient characteristics on unbound pavement materials have been adopted for design and nonlinear analysis of pavement structure under traffic loadings. However, relatively few studies have been done on the nonlinear resilient behavior of unbound materials in Korea. In addition to that, only the limited information is available for estimating the resilient modulus values on subgrade soils. In this study, a laboratory resilient-deformation test under repeated loadings is performed in order to establish the nonlinear characteristics of unbound subgrade soils in test roads. Then, a constitutive model that correlates the resilient modulus with moisture and stress state from field condition is proposed respectively. The results from all procedures are presented in this paper. Finally, a comparative analysis is conducted to identify the proper models in the stress dependent modulus and seasonal moisture condition of subgrade soils in test roads respectively.

• Journal of the Korean Geotechnical Society
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• v.16 no.5
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• pp.141-148
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• 2000

사면 안정 해석은 주로 파괴 활동면의 전단 강도와 발휘되는 전단 강도의 최대비로서 표현되는 파괴활동의 추정을 위해 기존의 고전적인 방법을 사용하거나 이와 유사한 방법등이 사용되어 왔다. 이러한 방법들은 토질에 있어서의 상호 작용력과 그에 따른 전당력 및 사면 활동면의 반복되는 추정등의 가정으로 불확실성을 내포하고 있다. 본 연구에서는 토질전체를 연속체로 규정하고 비선형 유한요소법을 이용한 토질의 실제 응력과 강도를 정확하게 계산하였다. 사면 안정은 점차적 인증력의 증가로서 사면의 붕괴 활동면이 나타나FEo 까지로 해석되었다. 제시된 방법의 세부적인 사항은 예제를 통하여 설명되어 있다.