高强钢焊接箱形截面压弯构件局部稳定试验研究  

Experimental investigation on local buckling of high strength steel welded box section members under axial compression and bending

作　　者：申红侠[1] 徐凯凯 聂子钧 SHEN Hongxia;XU Kaikai;NIE Zijun(School of Civil Engineering,Xi’an University of Architecture and Technology,Xi'an 710055,China)

机构地区：[1]西安建筑科技大学土木工程学院,西安710055

出　　处：《建筑结构学报》2023年第1期96-109,共14页Journal of Building Structures

基　　金：国家自然科学基金项目(51978563)。

摘　　要：为研究高强钢压弯构件的局部稳定性能,对5个Q460C和5个Q690D钢焊接箱形截面构件进行了单向偏压试验,分析了其破坏形式、局部稳定性能以及承载力;将实测承载力与欧洲规范EN 1993-1、我国标准GB 50017—2017和美国规范ANSI/AISC 360-16相关公式计算结果相比较,以验证各规范对Q460C钢和Q690D钢焊接箱形截面压弯构件屈曲后强度计算的适用性。研究结果表明:所有高强钢焊接箱形截面压弯构件均在柱中附近发生局部屈曲破坏;由轴向压力-轴向压缩变形或轴向压力-水平位移曲线可知,其为极值点失稳;构件的轴向压力-水平位移或轴向压力-应变曲线的形状和局部屈曲模式有关;在翼缘宽厚比为28.1~56.3、腹板高厚比为40.2~80.4、偏心距为20~50 mm范围之内,EN 1993-1和GB 50017—2017中的屈曲后强度计算公式仍然适用于Q460C和Q690D钢焊接箱形截面压弯构件,而ANSI/AISC 360-16中的相关公式需要进一步修正。In order to investigate the local buckling behavior of high strength steel welded box section members under axial compression and bending, eccentric compression experiments on five Q460C and five Q690D steel specimens were conducted. The failure mode, local buckling behavior and load carrying capacity of the specimens was studied. A comparison of the measured load carrying capacity obtained from the experiment and the results from the calculation formulas in the Eurocode EN 1993-1, Chinese standard GB 50017—2017 and American specification ANSI/AISC 360-16 was made to verify whether the calculation formulas in the above codes can be used for predicting the post-buckling strength of Q460C and Q690D steel welded box section members under axial compression and bending. The investigation shows that local buckling failure occurs at approximately the mid-length of the columns for all the high strength steel welded box section beam-columns. Non-bifurcation buckling is found from the axial compressive force versus axial compression deformation curves or the axial compressive force versus horizontal displacement curves. The shape of the axial compressive force versus horizontal displacement curves or the axial compressive force versus strain curves is dependent on the mode of local buckling. The relevant formulas in the EN 1993-1 and GB 50017—2017 are still applicable to the prediction of the post-buckling strength of Q460C and Q690D steel welded box section members subjected to axial compression and bending, while the relevant formulas in the ANSI/AISC 360-16 need to be further revised for Q460C and Q690D steel in the range of flange width-to-thickness ratio 28.1-56.3, web depth-to-thickness ratio 40.2-80.4, and eccentricity 20-50 mm.

关 键 词：高强钢 焊接箱形截面 压弯构件 偏压试验 局部稳定 

分 类 号：TU391[建筑科学—结构工程] TU323.1TU311.2