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对厚度分别为0.8,1.0,1.2,1.5,1.8,2.0 mm,长度为3 m的18个冷弯薄壁帽型截面立柱进行轴压试验,并采用国内外规范及理论计算方法对立柱轴压承载力进行计算和比较。研究表明:当帽型截面的厚度较小(0.8,1.0 mm)时,立柱先局部失稳,而后发生整体弯曲或弯扭失稳;而当截面厚度较大(1.2,1.5,1.8,2.0 mm)时,立柱则直接发生整体的弯曲或弯扭失稳。采用AISI S100-2007中直接强度法计算出的帽型截面轴压承载力与试验值总体接近;当厚度为1.5,1.8 mm时,采用GB 50018—2002、AISI S100-2007和BS EN1993-1-3∶2006的计算结果与试验值吻合良好;当厚度为1.0,2.0 mm时,除BS EN1993-1-3∶2006外,中国、美国标准计算结果与试验值相差均较大,达到10%~21%。
18 cold-formed thin-walled hat-section columns with thickness of 0.8,1.0,1.2,1.5,1.8,2.0 mm and length of 3 m were respectively subjected to axial compression test. The column axial pressure was calculated by the standard and theoretical calculation Carrying capacity calculation and comparison. The results show that when the thickness of hat section is small (0.8 and 1.0 mm), the column firstly loses its stability locally, and then the overall bending or buckling instability occurs. When the section thickness is larger (1.2, 1.5, 1.8 and 2.0 mm) ), The column is a direct result of the overall bending or buckling instability. The axial compressive bearing capacity calculated by direct strength method in AISI S100-2007 is close to the test value. When the thickness is 1.5 and 1.8 mm, the bearing capacity of GB 50018-2002, AISI S100-2007 and BS EN1993-1- The calculation results of 3:2006 are in good agreement with the experimental values. When the thickness is 1.0 and 2.0 mm, the standard calculation results of China and the United States, except for BS EN1993-1-3: 2006, are quite different from the experimental values, reaching 10% twenty one%.