冷弯薄壁C形钢-石膏基自流平砂浆组合梁受弯性能试验研究
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摘要
为研究冷弯薄壁型钢-石膏基自流平砂浆组合梁的受弯性能,对未设置抗剪件、设置钢丝网以及设置Z形抗剪件的3个组合梁足尺模型进行了施工阶段、正常使用阶段和荷载极限阶段的受弯性能试验研究。考察了冷弯薄壁型钢-石膏基自流平砂浆组合梁在不同受力阶段的工作原理和破坏模式。试验结果表明:设置的两种抗剪件对组合梁在施工阶段和正常使用阶段的抗弯刚度影响均较小;组合梁的最终破坏模式为C形冷弯薄壁型钢梁腹板发生严重的剪切变形并伴随扭转屈曲,设置抗剪件可提高组合梁的极限荷载。在试验研究的基础上,将组合梁简化为T形截面,引入考虑组合翼板与C形梁之间相对滑动的滑移模量,提出了部分抗剪连接组合梁的抗弯刚度计算方法,用于计算组合梁的跨中挠度,计算结果与试验结果相近。
In order to investigate the flexural performance of cold-formed thin-walled steel-gypsum based self-leveling mortar composite beams,three full scale specimens were tested under flexural loading,where the construction stage,serviceability limit stage and ultimate load stage were considered. Three different shear connection conditions were considered, namely, no shear connector, with steel mesh, and with Z-shaped shear connectors. The working mechanism and failure mode of the cold-formed thin-walled steel-gypsum based self-leveling mortar composite beams were investigated. The study shows that the two kinds of shear connection have little effect on the flexural stiffness at the construction stage and serviceability limit stage. The failure mode of the composite beams is severe shear deformation at the web of the C shaped cold-formed steel joist with torsional buckling. The ultimate bearing capacity of the composite beams is enhanced by setting shear connections. Based on the experimental results,the composite beam was simplified into a T-shaped section with the slip modulus between the composite slab and C-shaped joist being taken into consideration. A theoretical method for estimating the flexural stiffness of composite beams with partial shear connections was proposed,and the method can be further used to calculate the mid-span deflection of the composite beams. The predictions given by the proposed method are in good agreement with the test results.
In order to investigate the flexural performance of cold-formed thin-walled steel-gypsum based self-leveling mortar composite beams,three full scale specimens were tested under flexural loading,where the construction stage,serviceability limit stage and ultimate load stage were considered. Three different shear connection conditions were considered, namely, no shear connector, with steel mesh, and with Z-shaped shear connectors. The working mechanism and failure mode of the cold-formed thin-walled steel-gypsum based self-leveling mortar composite beams were investigated. The study shows that the two kinds of shear connection have little effect on the flexural stiffness at the construction stage and serviceability limit stage. The failure mode of the composite beams is severe shear deformation at the web of the C shaped cold-formed steel joist with torsional buckling. The ultimate bearing capacity of the composite beams is enhanced by setting shear connections. Based on the experimental results,the composite beam was simplified into a T-shaped section with the slip modulus between the composite slab and C-shaped joist being taken into consideration. A theoretical method for estimating the flexural stiffness of composite beams with partial shear connections was proposed,and the method can be further used to calculate the mid-span deflection of the composite beams. The predictions given by the proposed method are in good agreement with the test results.
引文
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[2]IRWAN J M,HANIZAH A H,AZMI I.Large-scale test of symmetric cold-formed steel(CFS)-concrete composite beams with BTTST enhancement[J].Journal of Constructional Steel Research,2011,67(4):720-726.
[3]HSU C T,PUNURAI S,PUNURAI W,et al.New composite beams having cold-formed steel joists and concrete slab[J].Engineering Structures,2014,71(7):187-200.
[4]MAJDI Y,HSU C T,ZAREI M.Finite element analysis of new composite floors having cold-formed steel and concrete slab[J].Engineering Structures,2014,77(10):65-83.
[5]滕学锋,曹宝珠,许超,等.冷弯薄壁型钢-OSB板楼盖的试验研究[J].吉林建筑工程学院学报,2009,26(2):1-5.(TENG Xuefeng,CAO Baozhu,XU Chao,et al.Experimental research on cold formed steel OSB floor[J].Journal of Jilin Institute of Architecture and Civil Engineering,2009,26(2):1-5.(in Chinese))
[6]周绪红,贾子文.冷弯薄壁型钢-混凝土组合楼盖受弯承载力试验研究[J].建筑结构学报,2010,31(7):13-22.(ZHOU Xuhong,JIA Ziwen.Experimental study on flexural capacity of cold-formed steel joists and concrete composite floor[J].Journal of Building Structures,2010,31(7):13-22.(in Chinese))
[7]周绪红,李喆,王瑞成,等.冷弯薄壁型钢梁-OSB板组合楼盖的受弯承载力研究[J].土木工程学报,2013,46(9):1-11.(ZHOU Xuhong,LI Zhe,WANG Ruicheng,et al.Study on load-carrying capacity of the cold-formed steel joists-OSB composite floor[J].China Civil Engineering Journal,2013,46(9):1-11.(in Chinese))
[8]YE J H,CHEN W,WANG Z L.Fire-resistance behavior of a newly developed cold-formed steel composite floor[J].Journal of Structural Engineering,2017,143(6):04017018-9.
[9]王新堂,任鹏飞,王万祯.薄壁钢梁-陶粒混凝土装配式组合楼板受火后受力性能研究[J].建筑结构学报,2017,38(4):70-80.(WANG Xintang,REN Pengfei,WANG Wanzhen.Postfire mechanical property of thin-walled steel beam-ceramsite concrete assembled composite floors[J].Journal of Building Structures,2017,38(4):70-80.(in Chinese))
[10]金属材料拉伸试验:第1部分:室温试验方法:GB/T228.1—2010[S].北京:中国标准出版社,2010.(Metallic materials:tensile testing:part 1:method of test at room temperature:GB/T 228.1—2010[S].Beijing:Standards Press of China,2010.(in Chinese))
[11]高层民用建筑钢结构技术规程:JGJ 99—2015[S].北京:中国建筑工业出版社,2015.(Technical specification for steel structure of tall buildings:JGJ99—2015[S].Beijing:China Architecture&Building Press,2015.(in Chinese))
[12]钢结构设计规范:GB 50017—2003[S].北京:中国计划出版社,2003.(Code for design of steel structures:GB 50017—2003[S].Beijing:China Planing Press,2003.(in Chinese))
[13]建筑结构荷载规范:GB 50009—2012[S].北京:中国建筑工业出版社,2012.(Load code for the design of building structures:GB 50009—2012[S].Beijing:China Architecture&Building Press,2012.(in Chinese))
[14]低层冷弯薄壁型钢房屋建筑技术规程:JGJ 227—2011[S].北京:中国建筑工业出版社,2011.(Technical specification for low-rise cold-formed thinwalled steel buildings:JGJ 227—2011[S].Beijing:China Architecture&Building Press,2011.(in Chinese))
[15]WILLIAM J M.Method for predicting the stiffness of wood-joist floor systems with partial composite action[R].Madison,Wisconsin:USDA Forest Service,1977:1-16.
[16]日本铁鋼聨盟编.薄板軽量形鋼造建築物设计の手册引ま[M].日本:技报堂出版,2002:35-55.