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스터드형 정착장치를 이용한 외부 비부착 프리스트레스트 탄소섬유판 보강 RC보의 휨 거동
유영찬 ( You Young-chan ),최기선 ( Choi Ki-sun ),박종섭 ( Park Jong-sup ),박영환 ( Park Young-hwan ),김긍환 ( Kim Keung-hwan ) 한국구조물진단유지관리공학회 2006 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.10 No.1
Experimental study has been performed in order to investigate the behavior of RC beams strengthened with externally unbonded post-tensioning CFRP strips using stud-type plate anchorages. The specimens are flexurally post-strengthened with unbonded systems with the specific levels of prestress. The levels of prestress were selected with reference to the tensile strength of the CFRP strips, that is 0%, 20%, 40% and 60%. A unstrengthened specimen and a specimen with simply bonded CFRP strips have also been manufactured to compare the structural performances of post-tensioning system. The specimen with simply bonded CFRP strips failed below 50% of CFRP tensile strength due to premature debonding. On the other hand, all the specimens strengthened with post-tensioning CFRP strips using stud anchorage reached the CFRP rupture strength.
RC 경계골조를 설치한 신축 비보강 조적벽체의 내진성능 평가
유영찬(You, Young-Chan),김민선(Kim, Min-Sun),이현지(Lee, Hyun-Jee) 대한건축학회 2018 大韓建築學會論文集 : 構造系 Vol.34 No.11
The purpose of this study is to examine the effects of boundary RC frame(composed of one tie-beam and two tie-columns) on seismic performance of unreinforced masonry walls to suggest alternative way for seismic design of unreinforced masonry wall structures. Two test specimens are prepared, one is a typical unreinforced masonry wall and another is alternative unreinforced masonry wall with additional boundary RC frame. The structural experiments were carried out to evaluate the difference of seismic resistance performance between two test specimens with or without the boundary RC frames. From the test results, it was found that the failure mode of unreinforced masonry wall fundamentally changed from ‘brittle’ to ‘ductile’ by the installing of boundary RC frames. And, the maximum load and energy dissipation capacity of the test specimen with boundary RC frame was increased about 1.6~1.7 and 2~3 times respectively compared with a typical unreinforced masonry wall specimen.
RC部材의 휨보강용 炭素纖維쉬트의 部分減少係數 算定을 위한 變數 硏究
유영찬(You. Young-Chan),최기선(Choi. Ki-Sun),김긍환(Kim. Keung-Hwan) 대한건축학회 2004 大韓建築學會論文集 : 構造系 Vol.20 No.7
In recent years, Carbon fiber sheet(CFS) which has advantages of high strength, lightness and high durability has been<br/> developed and widely used. In the strength design approach, the design flexural strength of a RC member strengthened<br/> with CFS must exceed its required strength. Design flexural strength refers to the nominal strength of a member<br/> multiplied by strength reduction factor, but the additional strength reduction factor must be applied to the flexural<br/> contribution of CFS to account for lower reliability of FRP reinforcement, as compared with internal steel reinforcement.<br/> According to the previous researches, strength reduction factor of 2/3 or 0.7 for the CFS is suggested by JCI design<br/> guideline and AIK technical reports, respectively.<br/> This study investigated 284 specimens and analyzed 57 specimens whose final failure was governed by the rupture of<br/> CFS among them. Each specimen was grouped in terms of CFS ply, sheet thickness, end anchorage, loading type, specimen<br/> scale, etc. From the analysis, it was found that total thickness of CFS expressed by the number of CFS ply was the most<br/> governing factor in determining the partial strength reduction factor. And the existing partial reduction factor of JCI<br/> recommendation or AIK reports is unconservative in case of being strengthened with more than 3 plies of CFS.