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축력과 양단 비대칭모멘트를 받는 단일곡률 스테인리스 각형강관보-기둥의 좌굴내력에 관한 실험적 연구
장호주(Jang Ho-Ju),류기표(Ryu Ki-Pyo),박재선(Park Jae-Seon),양영성(Yang Young-Sung) 대한건축학회 2009 大韓建築學會論文集 : 構造系 Vol.25 No.6
This study is a series of experimental investigation on the buckling strengths of eccentrically compressed cold-formed stainless steel rectangular hollow section beam-columns. The principal parameters in this study are slenderness ratios(Lk/r=30, 50, 70) and magnitude of eccentricity e(one way : 0, 25, 50, 75, 100㎜, the other way : 0, 12.5, 25, 37.5, 50㎜) on the asymmetrical end-moment of a single curvature. Objectives of this paper are to obtain the maximum loads by performing an experimental work and to compare the experimental behaviors with analytical results. The ultimate buckling strength of square section members are evaluated by a numerical method in accordance with the bending moment-axial force(M-P) interaction curves. The behavior of each specimen is displayed in the form strength-displacement and moment-angle(M- θ) relationship. The numerically obtained ultimate buckling interaction curves of beam columns show a reasonably good agreement with the available experimental results of slenderness ratios 30 and 50. But experimental results of slenderness ratios 70(e/k=0, 1.5) were below M-P interaction curve.
축력과 양단 비대칭모멘트를 받는 단일곡률 스테인리스 원형강관 보-기둥의 좌굴내력에 관한 실험적 연구
장호주(Jang Ho-Ju),류기표(Ryu Ki-Pyo),박재선(Park Jae-Seon),양영성(Yang Young-Sung) 대한건축학회 2009 大韓建築學會論文集 : 構造系 Vol.25 No.5
This study presents a series of experimental investigations on buckling strength of eccentrically compressed cold-formed stainless steel CHS(circular hollow section) columns. The principal parameters in this study are slenderness ratios(Lk/r = 30, 50, 70) and magnitude of eccentricity e(one way : 0, 25, 50, 75, 100㎜, the other way : 0, 12.5, 25, 37.5, 50㎜) for single-curvature asymmetrical end moment. Objectives of this study are to obtain the maximum loads by performing an experimental work and to compare the experimental behaviors with analytical results. The ultimate buckling strength of CHS members is evaluated by a numerical method for axial force-bending moment(P-M) interaction curves. The behavior of each specimen is displayed in the form of strength-displacement and moment-angle(M-θ) relationship. The numerically obtained ultimate buckling interaction curves of beam-columns show a reasonably good agreement with the available experimental results for slenderness ratio 30. But experimental results for slenderness rations 50, 70 were below M-Pinteraction curve.