• Journal of Korean Society of Coastal and Ocean Engineers
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• v.21 no.2
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• pp.191-195
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• 2009

After developing the pre-crack to simulate a damaged reinforced concrete beam, fatigue test was conducted on the beam repaired by GFRP Bar and GSP embedded method. In the result of fatigue test, most residual displacement and crack of the experimental beams occurs in the early loading cycle and an increasing rate of these due to number of cycles were insignificant. Comparing with a non-repaired beam, a static strength of the repaired beam greatly increased, but fatigue strength decreased. In S-N curves, fatigue strength of the beam repaired by GFRP Bar and GSP was 58%, 52% of the static strength respectively.

• Journal of Korean Society of Steel Construction
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• v.14 no.3
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• pp.453-461
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• 2002

This study investigated the fatigue stength of non-load carrying cruciform welded joints, which was maunfactured using the SM570 and POSTEN80 high strengh steel. Factors such as fatigue strength, fatigue crack initiation and propagation, thickness effect, and the relatioinship between the static strength and the fatigue strength were examined and compared with previous fatigue testing results. Results showed that the fatigue strength of SM570 and POSTEN80 steel are higher than the grade represented on the design specification. It is also identified the size effect and the dependence of the static stength in a few cases.

• Journal of Korean Society of Steel Construction
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• v.10 no.1 s.34
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• pp.101-113
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• 1998

In this study, we research the influence of butt-welded joints in high tension bolted joints on the static and fatigue strength. As a results, if it's located inside or outside of the friction surface, the fatigue strength decrease, and the decrease of fatigue strength is greater in cases that the butt-welded joints exist outside of the friction surface. But the influence of butt-welded joint on the fatigue strength satisfies category B of the Specifications.

• Journal of the Korea Concrete Institute
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• v.15 no.2
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• pp.163-172
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• 2003

As concrete structures are getting larger, higher, longer, and specialized, it is more required to develop steel fiber concrete and apply to the real world. In this research, it is aimed to have fatigue strength examined, varying the steel fiber content by 0%, 0.75%, 1.00%, 1.25%, by experimental study of Two-spans Beam with Steel Fibrous with repeated loads. The ultimate load and the initial load of flexural cracking were measured by static test. In addition, the load versus strain relation, load versus strain relation, load versus deflection relation, crack pattern and fracture mode by increasing weight was observed. On the other hand, the crack propagation and the modes of fracture according to cycle number and the relation of cycle loading to deflection relation and strain relation was observed by fatigue test. As the result of fatigue test, Two-spans Beam without Steel Fibrous was failed at 60~70% of the static ultimate strength and it could be concluded that fatigue strength to two million cycle was around 67.2% by S-N curve. On the other hand, that with Steel Fibrous was failed at 65~85% of the static ultimate strength and it could be concluded fatigue strength to two million cycle around 71.7%.

• Journal of the Korea institute for structural maintenance and inspection
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• v.9 no.1
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• pp.127-135
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• 2005

Recently, as the concrete structures are becoming bigger, higher, longer and more special, high strength concrete is demanded. But the fracture behavior of high strength concrete is shown more brittle than that of the normal strength concrete. Therefore, in order to improve the brittle fracture behavior and crack propagation resistance, ACI Committee363 has been recommend the use of fiber reinforced concrete which showed superior property against the crack propagation resistance. On the other hand, bridges, concrete pavements and railroads etc. have been exposed to the repetition loading at least several million times during the service life. Therefore, fatigue load is dominantly most of all, but it is very difficult to estimate the suitable fatigue strength calculated by fatigue load. In this research, in order to examine the fatigue behavior of hybrid fiber reinforced high strength concrete, the static and fatigue tests were carried out. And from these results, it was estimated the fatigue strength of hybrid fiber reinforced high strength concrete.

• Journal of Korea Foundry Society
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• v.28 no.1
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• pp.37-40
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• 2008

본 연구는 ADI의 기계적 성질을 개선하고자 오스테나이트화 과정에서 초기 변태온도를 $900^{\circ}C$ (${\gamma}$ 구역)에서 시작하여 $800^{\circ}C$까지(${\alpha}+{\gamma}$ 구역) 일정한 냉각제어에 의해 오스템퍼링을 한다. 여기서 Full ADI에서 생성되는 고탄소 오스테나이트 조직을 저탄소 오스테나이트로 유도하고 미세한 침상의 Full ADI조직을 연성이 높은 조대한 아공석 페라이트 조직이 생성되도록 하여 Semi ADI를 만든다. Full ADI와 Semi ADI의 기계적 성질 및 피로강도를 연구한 결과 Full ADI와 Semi ADI의 정적강도는 유사하지만, 피로강도는 Semi ADI의 기지조직의 변화에 기인하여 Full ADI보다 피로강도가 높게 나타났다. 이러한 현상은 Semi ADI의 조대한 페라이트가 균열개구 저항력이 낮아 초기에는 쉽게 개구되지만, 균열개구와 동시에 균열선단에서 큰 소성역이 발생되어 균열성장이 지연하는 효과로 판단된다.

• Journal of Korean Society of Steel Construction
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• v.11 no.4 s.41
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• pp.339-350
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• 1999

In this study, blowholes, a kind of solid defects, were intentionally introduced in transverse butt-welded joints which are widely used for the connection of main members in steel structures to evaluate the fatigue characteristics of these joints with blowholes according to the difference of the size and shape of blowholes, and a series of tests were performed. Static test results proved that the static strength of these joints with blowholes was not affected by their size and shape. From the fatigue test results on these joints with blowholes, the size and shape of blowholes inside the weld metals were strongly affected in fatigue strength, and we suggested the relationship between fatigue strength and their size and shape quantitatively. Also, Using the relationship of fatigue crack growth rate and stress intensity factor range, the fatigue life of transverse butt-welded joints with blowholes can be estimated properly.

• Journal of Korean Society of Steel Construction
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• v.18 no.1
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• pp.23-32
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• 2006

This study was conducted to improve the design and construction technique of orthotropic steel-deck bridges. After conducting an F.E.M. analysis of the various rib types of the connection details, static and fatigue tests were conducted, using a three-dimensional, full-scaled, orthotropic, steel-deck-plate model with internal diaphrams, to check the fatigue strength depending on the types of details. The model structure was made of two types of longitudinal ribs: the domestic standard and the European rabbit types. The fatigue strength of the steel-deck system was found to have improved through the installation of an internal diaphram, as no cracks were found on the bottom round part of the scallop with a diaphram. There were no differences between the domestic and the European types of details in terms of strength may be partially influenced by the shape of the scallop and by the installation of an internal diaphram, but it can be improved more significantly according to the quality of the welding that will be done.

• Journal of the korean Society of Automotive Engineers
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• v.11 no.2
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• pp.13-17
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• 1989

전기저항을 이용하여 두께가 1-7mm(0.03-0.27in)의 얇은 구조물을 국부적으로 융착시켜 접합하는 점용접은 자동차 및 항공기 부품산업에 활용도가 높아지고 있다. 구조물 접합시 점 용접은 너깃 주위의 열영향부에 잔류응력이 발생하므로 정적강도와 피로강도를 저하시키려는 원인이 되고 있다. 따라서 강도의 저하를 방지하기 위하여 용접시간, 용접전류량, 용접 가압력 등에 대한 최적 용접조건을 설정하기 위한 연구가 많이 진행중에 있다.

• Magazine of the Korea Concrete Institute
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• v.9 no.3
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• pp.137-147
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• 1997

Interface shear strength of' concrete under static loading and deterioratiion of interface strength by fatigue loading in shear were experimentally investigated using composite beam test specimens. Thirteen beams were constructed. Five composite beams were tested statically until interface delaminations were observed in the static tests. Seven composite beam and one monolithically cast beam were subjected to two to three million cycles of fatigue load. Test variables were interface roughness, interface shear reinforcement, and presence of interface bond. The average interface shear strength of the composite beams with bonded-rough interface was 6, 060 kPa. No interface delamination was observed after cycling for the composite beams with bonded - rough interface and interface bond was not influenced by repeated application of the shear stress of 2.000 kPa(about 1/3 of the static interface shear strength). Smooth interface and unbonded-rough interface with shear reinforcement deteriorated under repeated shear loading.