• Computational Structural Engineering
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• v.11 no.4
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• pp.177-186
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• 1998

PSC 연속 평판슬래브의 설계는 부정정 평판슬래브에 대한 정확한 해석의 어려움 등으로 등가보이론과 등가골조이론에 의한 근사식을 수정없이 사용하거나 컴퓨터를 이용한 해석에 의존하고 있으나 해석결과를 간단하게 정확히 평가할 수 있는 기법은 없는 실정이다. 또한 PSC 연속 평판슬래브의 부재력은 긴장재의 곡선형태에 따라 변하므로 실제 설계시 PS 긴장재의 정확한 곡선식을 찾는 것은 매우 중요하다. 본 연구에서는 비부착 PSC 연속 평판슬래브를 설계할 때 기둥과 기둥을 연결하는 PS 긴장재의 기하학적 곡선형태를 결정하는 방법과, PS 긴장력으로 인해 발생하는 평판슬래브의 기둥부 휨모멘트에 대하여 판이론을 기초로 간편하게 계산하는 방법을 제안하였다. 본 연구에서 제안된 이론으로 계산된 PSC 연속 평판슬래브에 대한 해석값과 유한요소 해석에 의한 지점 부모멘트를 비교 검토하여, 본 논문에서 제시한 기법의 타당성을 입증하였다. 따라서 본 연구는 설계자에게 컴퓨터의 해석결과를 간단하고 정확하게 검증할 수 있도록 하였다.

• Journal of Korean Society of Steel Construction
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• v.15 no.1
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• pp.9-15
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• 2003

As building structures become higher and longer-spanned these days, welding fabrication may become more and more difficult as the thickness of the plate increases. The use of high-strength steel is one of the solutions to reduce membrane thickness. Using high-strength steel would reduce the size of the column, which is under high axial load. Performance tests of high-strength box-type and H-shaped welded columns subjected to the combined bending and axial compressive load were carried out with variable axial load and slenderness ratio. Beam-column test results showed that the ultimate strength satisfied both ASD and LRFD codes

• Magazine of the Korea Concrete Institute
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• v.8 no.6
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• pp.52-58
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• 1996

• Journal of the Korean Wood Science and Technology
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• v.42 no.3
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• pp.282-289
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• 2014

After being laminated with a combination of glass fiber reinforced plastic and plywood, the GFRP laminated plate was densificated for 1 hour at $150^{\circ}C$ with pressure of $1.96N/mm^2$. A partial reinforced beam was produced by attaching the 5 GFRP laminated plates to the joint of glulam and the column. In addition, the column to beam joint was produced by using reinforced laminated wooden pin which was made of GFRP sheet and plywood, fiber glass reinforced cylindrical-LVL column. The joint was made of round log, glulam and drift pin as the reference specimen, and its moment resistance was evaluated. As a result, the strength performance of specimens with partial reinforced beams were 1.8 times stronger than the reference specimen on average. Furthermore, rupture was neither occurred on partial reinforced beam nor column. Toughness and stiffness of joints were also fine. The GFRP sheet reinforced laminated plate showed better reinforcement effect than GFRP textile reinforced one. GFRP sheet was inserted into each layer of laminate, and it showed good condition in rotation-angle and strength, therefore it is the most appropriate to reinforce the part of the beam.

• Journal of Korean Society of Steel Construction
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• v.17 no.4 s.77
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• pp.459-467
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• 2005

This study focuses on the development of a new method of H-shaped beam-to-square column connection with an outer diaphragm and a field welding. The specific type of beam-to-column connection with an external stiffener, using field welding, is proposed. The structural behavior of this connection was examined experimentally. Two loading type tests were conducted under the experimental parameters given as details. First described was the symmetrical loading test, which supported both ends or a beam simply and applied a load from the column to the pend (What does this mean?) to investigate a fundamental characteristic of this connection. Further described was the anti-symmetrical loading test, which carried out simple support of the column'stop end and the column base, and applied a load from both ends of a beam to investigate the structural performance of this connection. From the results, it is clear that the external- stiffener-type connection proposed in this paper is the reliable connection method.

• Journal of Korean Society of Steel Construction
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• v.11 no.3 s.40
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• pp.271-279
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• 1999

Recently, studies on semi-rigid beam-to-column connections have been done to develop a T-stub element with separators between column face and T-stub flange. In this paper, inelastic analyses for the improved T-stub element are performed, and their results are compared with existing experimental results. The inelastic analyses using gap elements between column face and the separator, and initial stresses at the high-tension bolts result in good agreement with experimental results. Simplified design methods estimating the initial stiffness and the strength of the semi-rigid connection for compression force are proposed.

• Korean Journal of Heritage: History & Science
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• v.43 no.2
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• pp.40-59
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• 2010

Anssolim is the unique technique which standing columns lean in a inward direction of buildings in traditional architecture, which has not been thoroughly investigated to this day. With a dearth of previous studies, the anssolim technique can only be examined through detailed three-dimensional surveys. The main halls of Korean palaces can be seen as buildings that were built with the regulations of the day in mind, making them excellent research subjects when studying the anssolim technique. The findings can be summarized as follows. 1. In the main halls that were studied, anssolim was applied most to main space (eokan) columns, then lessened for peripheral columns. 2. The largest second-floor cheoma columns were placed inward in the eokan, then became smaller as with the peripheral columns. In the case of the eokan, the columns were arranged according to the size of the anssolim. 3. The second-floor cheoma column anssolim in the middle-floor main hall were generally a third or a quarter of the size of those on the first floor. As on the first floor, the largest anssolim were applied to the eokan columns, then became gradually smaller towards the periphery columns. 4. In the palace main halls, the largest anssolim were used for the eokan columns, and became smaller with the peripheral columns. This unique structure can be seen to be a Korean technique that deviates from the Chinese "Yingzaofashi(營造法式)" techniques. Although this study is limited in that it only studies the main hall of Korean palaces, it is significant in that it shed new light on the technological implications of the anssolim technique, and can be used as important data for research into the history of technology. Although this type of data is difficult to extrapolate, it has been made as accurate as possible by minimizing the margin of error in the data for the palaces that were actually studied.

• 한국방재학회:학술대회논문집
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• 2011.02a
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• pp.163-163
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• 2011

풍력타워 기둥구조물에는 유지관리 등의 이유로 출입구 역할을 하는 개구부가 존재하게 된다. 다각형 타워구조물에 개구부형상이 존재하게 되면 압축좌굴 강도에 영향이 있을 것으로 예상되지만, 이를 정량적으로 평가하거나 예측하기는 용이하지 않고 간접적으로 판단할 만한 관련 기준이나 지침도 부족한 상태이다. 이에 최병호 등(2011)에서 다룬 다각형 단면 기둥구조물의 하단에 개구부를 형상화한 수치해석 모델을 수립하고 축방향 압축하중을 재하하는 탄성좌굴 해석 및 비선형비탄성해석을 수행하였다. 본 논문에서는 기존 다각형 단면 기둥모델 중에서 6각형 단면모델에 관해 중점적으로 다루고 있다. 다각형 단면 기둥 해석모델은 단순한 다각형 단면 타워구조에 대해서 뿐 만 아니라, 각 subpanel에 종방향 보강재를 둔 모델에 대해서도 추가적으로 검토하였다. 개구부의 형상은 높이 2000mm, 폭 800mm이며 상하부에 만곡부를 둔 형태이다. 수치해석은 3차원 유한요소해석프로그램인 ABAQUS를 이용하여 수행하였으며, 보강방안으로는 일정범위까지의 모듈 subpanel의 판두께를 보강하는 방안과 edge stiffener를 적용하는 방안에 대해서 검토하였다. 각각의 보강방식에 따른 효과를 비교해 보기 위해 개구부가 없는 모델, 단순히 개구부만 설정한 모델, 판두께를 보강한 모델, edge stiffener로 보강한 모델에 대해 비교해석을 수행하였다. 보강재 없는 단순 다각형 타워구조 모델에 대한 해석결과로부터 개구부로 인한 강도저하는 미미한 수준인 것으로 나타났다. 반면, 종방향 보강재가 적용된 6각형 단면 타워구조 모델에서는 개구부로 인한 강도저감이 22.9%로 높게 나타났으며 상당한 영향이 있는 것으로 분석되었다. 또한 개구부 주변의 판두께 보강이나 edge stiffener보강 등으로 상당한 강도향상 효과가 확인되었으나, 개구부로 인해 손실된 강도 수준을 완전히 회복하는 수준에 미치지 못하는 것으로 나타났다. 따라서, 향후 다양한 보강방식에 대한 보다 포괄적인 변수연구를 통해 개구부의 영향 없이 온전한 다각형 단면 타워 구조의 극한강도에 도달되기 위한 보강 조건에 대해 검토될 필요가 있을 것으로 사료된다.

• Journal of the Korea institute for structural maintenance and inspection
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• v.7 no.2
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• pp.231-238
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• 2003

Reinforced concrete buildings damaged by earthquake which can be reused can ensure the stability in its structure by repair-restrengthening, but when such a repair-restrengthening is conducted inappropriately or its structural strength is greatly reduced by earthquake again, it should have repair-restrengthening. This study selects beam-column joints which are vulnerable to earthquake as the object of experiment, performs repair-restrengthening after applying the first and the second dynamic loading to the objects of experiment, examines the capacity of restrengthening according to structural characteristics and loading velocity and verifys the validity of repair-restrengthening.

• Journal of the Korea Concrete Institute
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• v.17 no.1 s.85
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• pp.85-94
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• 2005

Post-tensioned Precast concrete System(PPS) consists of U-shaped precast wide beams and concrete column. The continuity of beam-column joint is provided with floor concrete cast on the PC shell beam and post-tensioning. The purpose of this paper is to evaluate the response of PPS interior beam-column joint subjected to cyclic lateral loading. To this end, an experimental investigation was performed with three half-scale specimens of interior connection. The design parameters are the amount of beam reinforcement placed inside the joint core. The test results showed that cracks were distributed well without my significant degradation of strength and ductility. Also, it was found that the prestressing may affect to alter the torsional crack angle. And the specimens sufficiently resist up to limiting drift ratio of 0.035 in accordance with the provisional by ACl of acceptance criteria for concrete special moment frames.