小剪跨比格构式混凝土墙体抗震性能试验
|
摘要
文章旨在研究不同剪跨比的格构式混凝土墙体抗震性能。将生产车间预制成EPS保温模块拼接成墙体模板,在横向和纵向孔洞中分别布置钢筋,然后在孔内浇筑自密实混凝土,形成"EPS新型节能"格构式混凝土墙体,然后对6个参数不同的试件进行低周反复水平荷载作用的试验。结果,墙体破坏形态为:首先墙体相邻格构柱间的连梁出现环状裂缝和"X"型裂缝,裂缝处混凝土逐渐被压碎,随后墙体格构柱混凝土出现斜向裂缝,逐渐贯通,最终试件破坏。试验证明,格构式混凝土墙的受剪承载力可按现行规范剪力墙的受剪承载力公式(扣除孔洞的截面面积)计算;墙体延性系数在2~4之间,极限位移角较大;随着剪跨比的增大,加强边柱对承载力的提高效果减弱,墙体的侧向刚度和极限承载力下降,但塑性变形能力增强。
In the research of the seismic behavior of concrete grillage walls with different shear span ratios.we composed the wall with the EPS module,which was prefabricated in factory,and then provided the reinforcement in vertical and horizontal hole respectively,poured the self-compacting concrete in the holes,so formed the EPS concrete grillage wall.Six concrete grillage walls with different shear span ratios were tested under vertical load and cyclic lateral load.The end wall of the central cross beam was cracked and the "X"-type cracks appeared in most of the core region and finally the walt was crushed and failed.The shear strength of the concrete grillage walls can be calculated by the current code formula for reinforced concrete shear wall.The displacement ductility ratio was between 2～4,the ultimate displacement angle was large;Increasing with shear span ratios,the effect of improving bearing capacity by reinforcing side columns will be weakened,lateral rigidity and ultimate bearing capacity of the walls lost,but the ability of plastic deformation can be improved.
In the research of the seismic behavior of concrete grillage walls with different shear span ratios.we composed the wall with the EPS module,which was prefabricated in factory,and then provided the reinforcement in vertical and horizontal hole respectively,poured the self-compacting concrete in the holes,so formed the EPS concrete grillage wall.Six concrete grillage walls with different shear span ratios were tested under vertical load and cyclic lateral load.The end wall of the central cross beam was cracked and the "X"-type cracks appeared in most of the core region and finally the walt was crushed and failed.The shear strength of the concrete grillage walls can be calculated by the current code formula for reinforced concrete shear wall.The displacement ductility ratio was between 2～4,the ultimate displacement angle was large;Increasing with shear span ratios,the effect of improving bearing capacity by reinforcing side columns will be weakened,lateral rigidity and ultimate bearing capacity of the walls lost,but the ability of plastic deformation can be improved.
引文
[1]Shing P B,Noland J I,Exlamerus.Inelastic behavior of concrete masonry shear walls[J].ASCE,1989,115(9):2204-2226.
[2]Bagon C,Frondistou-Yannas S.Marine floating concrete made with polystyrene beads[J].Concret Research,1976,28:225-229.
[3]Perry S H,Bischoff P H,Yamura K.Mix details and material behavior of polystyrene aggregate concrete[J].Concrete Research.1991,43:71-76.
[4]CECS 173:2004水泥聚苯模壳格构式混凝土墙体住宅技术规程[S].北京:中国计划出版社,2004.
[5]孙建超,钱稼茹,方鄂华,等.小剪跨比保温砌模混凝土墙抗震性能试验研究[J].建筑结构学报,2002,23(2):19-26.
[6]刘军进,王翠坤,肖从真.水泥聚苯模壳格构式混凝土墙体抗震性能研究[J].建筑结构,2006,36(6):46-50.
[7]王奇,钱稼茹,马宝民,等.保温砌模混凝土网格墙抗震性能试验研究[J].建筑结构学报,2004,25(4):15-25.
[8]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能的影响[J].地震工程与工程振动,2007(2),27(1):92-98
[9]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[10]GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[11]张展,周克荣.变高宽比高性能混凝土剪力墙抗震性能的试验研究[J].结构工程师,2004(2):62-68.
[12]JGJ101-96建筑抗震试验方法规程[S].
[13]Ioannis D Lefas,Michael D.Kotsovos,andNicholas N Ambraseys.Behavior of reinforced concrete structures walls:Strength,deforma-tion char-acteristics,and failure mechanism[J].ACI Structure Journal,1990,87,(1).
[14]赵军,高丹盈,杜兴亮.钢纤维混凝土低剪力墙抗震性能试验研究[J].地震工程与工程振动,2009,29(4):103-108.
[2]Bagon C,Frondistou-Yannas S.Marine floating concrete made with polystyrene beads[J].Concret Research,1976,28:225-229.
[3]Perry S H,Bischoff P H,Yamura K.Mix details and material behavior of polystyrene aggregate concrete[J].Concrete Research.1991,43:71-76.
[4]CECS 173:2004水泥聚苯模壳格构式混凝土墙体住宅技术规程[S].北京:中国计划出版社,2004.
[5]孙建超,钱稼茹,方鄂华,等.小剪跨比保温砌模混凝土墙抗震性能试验研究[J].建筑结构学报,2002,23(2):19-26.
[6]刘军进,王翠坤,肖从真.水泥聚苯模壳格构式混凝土墙体抗震性能研究[J].建筑结构,2006,36(6):46-50.
[7]王奇,钱稼茹,马宝民,等.保温砌模混凝土网格墙抗震性能试验研究[J].建筑结构学报,2004,25(4):15-25.
[8]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能的影响[J].地震工程与工程振动,2007(2),27(1):92-98
[9]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[10]GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[11]张展,周克荣.变高宽比高性能混凝土剪力墙抗震性能的试验研究[J].结构工程师,2004(2):62-68.
[12]JGJ101-96建筑抗震试验方法规程[S].
[13]Ioannis D Lefas,Michael D.Kotsovos,andNicholas N Ambraseys.Behavior of reinforced concrete structures walls:Strength,deforma-tion char-acteristics,and failure mechanism[J].ACI Structure Journal,1990,87,(1).
[14]赵军,高丹盈,杜兴亮.钢纤维混凝土低剪力墙抗震性能试验研究[J].地震工程与工程振动,2009,29(4):103-108.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心