U型外包钢-混凝土组合梁延性的试验研究
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摘要
为探讨U型外包钢-混凝土组合梁的延性,对9根U型外包钢-混凝土组合梁进行了试验研究,研究了其延性与破坏类型之间的关系.根据试验结果,用灰色系统理论对影响U型外包钢-混凝土组合梁延性的主要因素——混凝土翼缘板宽度、剪力连接系数、混凝土强度、横向配筋率和底部钢板的屈服强度——进行了分析,并在此基础上用有限元软件ANSYS对上述5个因素对组合梁延性的影响规律进行了定量分析.最后,基于试验和数值模拟结果,建立了U型外包钢-混凝土组合梁位移延性系数的计算公式.试验和数值分析结果表明:U型外包钢-混凝土组合梁的延性主要取决于它的破坏类型,其位移延性系数为2.4~4.3;发生延性破坏的U型外包钢-混凝土组合梁的位移延性系数高于相同用钢量的钢筋混凝土梁.
An experiment was conducted on nine U-section steel-encased concrete composite beams,and the relationships of the ductility of the composite beams and their failure modes were probed into to investigate the ductility of this type of composite beams.From the experimental results,main factors influencing the ductility of a U-section steel-encased concrete composite beam,including concrete flange width,shear connection coefficient,concrete strength,transverse reinforcement ratio and steel yield strength,were discussed based on the grey system theory,and the effects of these main factors on the ductility of the composite beams were analyzed quantitatively using a finite element analysis software ANSYS.In addition,a simplified formula predicting the displacement ductility coefficient of U-section steel-encased concrete composite beams was suggested on the basis of the above experimental and numerical results.The experiment and analysis results show that the failure mode of a U-section steel-encased concrete composite beam will determine its ductility,and the displacement ductility coefficients of the U-section steel-encased composite beams range from 2.4 to 4.3,being greater than that of a reinforced concrete beam with the same steel usage quantity.
An experiment was conducted on nine U-section steel-encased concrete composite beams,and the relationships of the ductility of the composite beams and their failure modes were probed into to investigate the ductility of this type of composite beams.From the experimental results,main factors influencing the ductility of a U-section steel-encased concrete composite beam,including concrete flange width,shear connection coefficient,concrete strength,transverse reinforcement ratio and steel yield strength,were discussed based on the grey system theory,and the effects of these main factors on the ductility of the composite beams were analyzed quantitatively using a finite element analysis software ANSYS.In addition,a simplified formula predicting the displacement ductility coefficient of U-section steel-encased concrete composite beams was suggested on the basis of the above experimental and numerical results.The experiment and analysis results show that the failure mode of a U-section steel-encased concrete composite beam will determine its ductility,and the displacement ductility coefficients of the U-section steel-encased composite beams range from 2.4 to 4.3,being greater than that of a reinforced concrete beam with the same steel usage quantity.
引文
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[2]AYOUB A,FILIPPOU F C.Mixed formulation of nonlinear steel-concrete composite beam element[J].Journal of StructureEngineering,2000,126(3):371-381.
[3]薛伟辰,李昆.钢混凝土组合梁低周反复荷载试验研究[J].地震工程与工程振动,2002,22(6):65-70.XUE Weichen,LI kun.Study on steel-concrete composite beams under low-reversed cyclic loading[J].EarthquakeEngineering and Engineering Vibration,2002,22(6):65-70.
[4]石启印,马波,李爱群.新型外包钢-混凝土组合梁的受力性能分析[J].实验力学,2005,20(1):115-122.SHI Qiyin,MA Bo,LI Aiqun.Analysis of flexural behavior of steel-encased concrete composite beams[J].Journal ofExperimental Mechanics,2005,20(1):115-122.
[5]马波.新型外包钢-混凝土组合梁的静力分析[D].镇江:江苏大学理学院,2005:32-38.
[6]石启印,章荣国,李爱群.新型外包钢-混凝土组合梁滑移及变形性能的试验[J].四川大学学报:工学版,2006,38(6):13-17.SHI Qiyin,ZHANG Rongguo,LI Aiqun.Experimental study on the interface slip of new type of steel-encased concretecomposite beams[J].Journal of Sichuan University:Engineering Science Edition,2006,38(6):13-17.
[7]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003:336-338.
[8]刘思峰,郭天榜.灰色系统理论与应用[M].北京:科学出版社,2000:127-132.
[9]赵国藩.高等钢筋混凝土结构学[M].北京:机械工业出版社,2005:169-174.
[10]苏军,刘荣桂.混凝土开孔梁抗弯设计的回归优化方法[J].江苏大学学报,1998,19(2):90-94.SU Jun,LIU Ronggui.Regression optimization method in bending analysis of concrete beams with openings[J].Journal ofJiangsu University,1998,19(2):90-94.
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