某C型冷弯薄壁钢构件冲击后的极限承载力研究
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摘要
采用有限条软件(CUFSM)计算出冷弯薄壁钢构件静态受压时以畸变屈曲为主的C型截面尺寸,用50 kg的落锤对长410 mm的C型冷弯钢构件进行不同速度下的轴向冲击试验,并用WAW-2000型万能试验机对未受轴向冲击和进行过轴向冲击的C型冷弯钢构件进行静态轴压试验,得到试件的载荷-位移曲线。结合有限元软件,对模型引入合适的初始缺陷,进行以上试验的有限元分析,得到的结果与试验结果吻合较好。通过对比完好试件与受损试件的极限承载能力,分析得到了试样剩余承载力系数与冲量的线性关系。
CUFSM was used to calculate the C-section size of the cold-formed thin-walled steel members with distortional buckling under static compression,the impact test of a 50 kg drop hammer for a 410 mm long C-shaped cold-formed steel member at different speeds was performed. Then the WAW-2000 universal testing machine was used to perform static axial compression tests on C-type cold-formed steel members that had not been subjected or had been subjected to axial impact,and the load-displacement curve of the specimen was obtained. Then the finite element software was used to simulate the above experimens. The finite element simulation results were in good agreement with the experimental results. By comparing the ultimate bearing capacity of intact and damaged specimens,the relationship between the residual bearing capacity coefficient and the impulse of the specimen was analyzed.
CUFSM was used to calculate the C-section size of the cold-formed thin-walled steel members with distortional buckling under static compression,the impact test of a 50 kg drop hammer for a 410 mm long C-shaped cold-formed steel member at different speeds was performed. Then the WAW-2000 universal testing machine was used to perform static axial compression tests on C-type cold-formed steel members that had not been subjected or had been subjected to axial impact,and the load-displacement curve of the specimen was obtained. Then the finite element software was used to simulate the above experimens. The finite element simulation results were in good agreement with the experimental results. By comparing the ultimate bearing capacity of intact and damaged specimens,the relationship between the residual bearing capacity coefficient and the impulse of the specimen was analyzed.
引文
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[18]何保康,蒋路.冷弯薄壁型钢构件的直接强度法[J].建筑结构,2007,37(1):20-23.
[2]陈绍蕃.冷弯型钢板件相关屈曲和极限承载力[J].建筑钢结构进展,2002,4(1):3-6.
[3] ZEINODDINI V M,SCHAFER B W. Simulation of Geometric Imperfections in Cold-Formed Steel Members Using Spectral Representation Approach[J]. Thin-Walled Structures,2012,60(10):105-117.
[4]张旭,孙国军,黄栩浩,等.轴向冲击下C型冷弯卷边槽钢构件的动力响应[J].爆炸与冲击,2018(4):841-846.
[5] RASMUSSEN K J R,BURNS T,BEZKOROVAINY P,et al.Numerical Modeling of Stainless Steel Plates in Compression[J].Journal of Constructional Steel Research,2003,59(11):1345-1362.
[6] BECQUE J,RASMUSSEN K J R. A Numerical Investigation of Local-Overall Interaction Buckling of Stainless Steel Lipped Channel Columns[J]. Journal of Constructional Steel Research,2009,65(8):1685-1693.
[7] GARDNER L, NETHERCOT D A. Numerical Modeling of Stainless Steel Structural Components:A Consistent Approach[J].Journal of Structural Engineering,2004,130(10):1586-1601.
[8] PATTON M L,SINGH K D. Numerical Modeling of Lean Duplex Stainless Steel Hollow Columns of Square,L-,T-,and+-Shaped Cross Sections Under Pure Axial Compression[J]. Thin-Walled Structures,2012,53:1-8.
[9]庄茁.基于ABAQUS的有限元分析和应用[M].北京:清华大学出版社,2009:80-110.
[10]罗晓玲,宋波,许晓慧.考虑初始缺陷的加劲板的非线性稳定性[J].北京科技大学学报,2011,33(12):1572-1578.
[11]李国强,刘玉姝.一种考虑初始缺陷影响的非线性梁单元[J].计算力学学报,2005,22(1):69-72.
[12] PASTOR M M,BONADA J,ROURE F,et al. Residual Stresses and Initial Imperfections in Non-Linear Analysis[J]. Engineering Structures,2013,46(4):493-507.
[13] PASTOR M M,CASAFONT M,BONADA J,et al. Imperfection Amplitudes for Nonlinear Analysis of Open Thin-Walled Steel Cross-Sections Used in Rack Column Uprights[J]. Thin-Walled Structures,2014,76(76):28-41.
[14]张旭.轴向冲击下C型冷弯薄壁钢构件的屈曲失稳研究[D].宁波:宁波大学,2017:55-62.
[15] BONADA,J,CASAFONT. M. Selection of the Initial Geometrical Imperfection in Nonlinear FE Analysis of Cold-Formed Steel Rack Columns[J]. Thin-Walled Structures,2012,51:91-111.
[16]王特捷,付应乾,俞鑫炉,等.帽型梁落锤轴向冲击实验及有限元分析[J].现代应用物理,2014,5(1):59-63.
[17]朱浩川.薄壁不锈钢轴压构件的极限承载力[D].杭州:浙江大学,2014:78-83.
[18]何保康,蒋路.冷弯薄壁型钢构件的直接强度法[J].建筑结构,2007,37(1):20-23.
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