开洞CS复合墙板力学性能研究
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摘要
近年来,由于适应我国墙体改革及住房产业化的要求,CS复合墙板已经在工程中得到了广泛的应用。天津大学对CS板式住宅结构体系进行了静力计算方法、动力特性、结构抗震性能、整体性和倒塌模式等方面的研究也取得了很大进展。
目前,对开洞CS复合墙板承重能力及水平承载力的研究尚属首次,构件的破坏特点、极限承载力等尚不明确,构件的设计方法、构造措施的规范取值趋于保守,既浪费材料,又给设计带来一定的困难。因此,对于开洞CS复合墙板的承载能力和破坏特征需要进行深入的分析和研究。
按照开洞剪力墙的理论分析,开洞CS复合墙板可以分为两侧的墙肢和连梁两部分组成。洞口两侧的混凝土板应看作剪力墙的墙肢;洞口及墙肢上方的混凝土板统一看作连梁。
本文一共建立了1组无洞模型和6组开洞模型,分析了无洞及开洞CS复合墙板的竖向承载力和水平承载力,其中三组开洞模型是对竖向承载力的分析,分别考虑了洞口宽度、洞口高度及连梁受拉区的配筋面积三个方面的因素对开洞CS复合墙板竖向承载力的影响,并与无洞模型的竖向承载力作对比;另外三组开洞模型是对水平承载力的分析,分别考虑了轴压比、洞口宽度及洞口高度对开洞CS复合墙板水平承载力的影响,并与无洞模型的水平承载力作对比。本文只讨论洞口系数在20%以上的开洞CS复合墙板模型。
结论:开洞CS复合墙板存在一个最小截面,为了分析其竖向承载力,应建立与最小截面的截面积相同的无洞CS复合墙板,并将两者对比。连梁受拉区无配筋的开洞CS复合墙板竖向承载力较小。洞口越高,竖向承载力就越小,但连梁受拉区配置水平钢筋时,开洞CS复合墙板的竖向承载力会增大,甚至超过与其最小截面积相同的无洞CS复合墙板;开洞CS复合墙板的水平承载力随着轴压比的增加而增加,延性随着轴压比的增加而减小,当轴压比达到0.3时,破坏形态变为脆性破坏。随着洞口宽度或者洞口高度的增加,开洞CS复合墙板的水平承载力都会降低。
In recent years, CS slab structural building system adapts to the requirement of the reformation of the dwelling house. It has good economic benefit and wide perspective of the application, so it has caused mush attention of a large of civil engineers. On the other hand, there are lots of researches on mechanical properties of CS slab structural building system.
By now, there is no research about the racking performance of CS Panel with opening. The damage characteristics of CS Panel with opening is not clear, such as the ultimate bearing capacity, component design method, structural measures tend to be conservative values standard, it is a waste of materials, and to give a design to bring certain difficulties. So, for CS Panel with opening, the bearing capacity and destruction features need to conduct in-depth analysis and research.
This paper set up the total six groups of model, Analysis the CS Panel with opening vertical ultimate bearing capacity and the shear capacity, Three groups of model is the vertical ultimate bearing capacity of analysis, were considered the hole width, height and even the beam subjected to pull reinforcement ratio of the three aspects of the CS Panel with opening vertical ultimate bearing capacity of influence. Three other group model is the analysis of the shear performance against, were considered the axial compression ratio, the hole width and height of the hole outside CS Panel with opening shear capacity influence.
Conclusion: With the same effective load area of CS Panel with opening no hole than even the beam in the tension zone without reinforcement of open hole CS Panel with opening smaller vertical bearing capacity. The mouth of the cave, the higher the vertical ultimate bearing capacity is smaller, Even the beam in the tension zone configuration level longitudinal reinforcement, CS Panel with opening vertical bearing capacity of the increases. CS Panel with opening of shear capacity as the axial compression ratio increases with the increase of the ductility of the axial compressive ratio increases with the decrease, when the axial compression ratio reaches 0.3, the damage form into a brittle failure. As the hole width or the mouth of the cave increase in altitude, the shear capacity of CS Panel with opening will be reduced.
目前,对开洞CS复合墙板承重能力及水平承载力的研究尚属首次,构件的破坏特点、极限承载力等尚不明确,构件的设计方法、构造措施的规范取值趋于保守,既浪费材料,又给设计带来一定的困难。因此,对于开洞CS复合墙板的承载能力和破坏特征需要进行深入的分析和研究。
按照开洞剪力墙的理论分析,开洞CS复合墙板可以分为两侧的墙肢和连梁两部分组成。洞口两侧的混凝土板应看作剪力墙的墙肢;洞口及墙肢上方的混凝土板统一看作连梁。
本文一共建立了1组无洞模型和6组开洞模型,分析了无洞及开洞CS复合墙板的竖向承载力和水平承载力,其中三组开洞模型是对竖向承载力的分析,分别考虑了洞口宽度、洞口高度及连梁受拉区的配筋面积三个方面的因素对开洞CS复合墙板竖向承载力的影响,并与无洞模型的竖向承载力作对比;另外三组开洞模型是对水平承载力的分析,分别考虑了轴压比、洞口宽度及洞口高度对开洞CS复合墙板水平承载力的影响,并与无洞模型的水平承载力作对比。本文只讨论洞口系数在20%以上的开洞CS复合墙板模型。
结论:开洞CS复合墙板存在一个最小截面,为了分析其竖向承载力,应建立与最小截面的截面积相同的无洞CS复合墙板,并将两者对比。连梁受拉区无配筋的开洞CS复合墙板竖向承载力较小。洞口越高,竖向承载力就越小,但连梁受拉区配置水平钢筋时,开洞CS复合墙板的竖向承载力会增大,甚至超过与其最小截面积相同的无洞CS复合墙板;开洞CS复合墙板的水平承载力随着轴压比的增加而增加,延性随着轴压比的增加而减小,当轴压比达到0.3时,破坏形态变为脆性破坏。随着洞口宽度或者洞口高度的增加,开洞CS复合墙板的水平承载力都会降低。
In recent years, CS slab structural building system adapts to the requirement of the reformation of the dwelling house. It has good economic benefit and wide perspective of the application, so it has caused mush attention of a large of civil engineers. On the other hand, there are lots of researches on mechanical properties of CS slab structural building system.
By now, there is no research about the racking performance of CS Panel with opening. The damage characteristics of CS Panel with opening is not clear, such as the ultimate bearing capacity, component design method, structural measures tend to be conservative values standard, it is a waste of materials, and to give a design to bring certain difficulties. So, for CS Panel with opening, the bearing capacity and destruction features need to conduct in-depth analysis and research.
This paper set up the total six groups of model, Analysis the CS Panel with opening vertical ultimate bearing capacity and the shear capacity, Three groups of model is the vertical ultimate bearing capacity of analysis, were considered the hole width, height and even the beam subjected to pull reinforcement ratio of the three aspects of the CS Panel with opening vertical ultimate bearing capacity of influence. Three other group model is the analysis of the shear performance against, were considered the axial compression ratio, the hole width and height of the hole outside CS Panel with opening shear capacity influence.
Conclusion: With the same effective load area of CS Panel with opening no hole than even the beam in the tension zone without reinforcement of open hole CS Panel with opening smaller vertical bearing capacity. The mouth of the cave, the higher the vertical ultimate bearing capacity is smaller, Even the beam in the tension zone configuration level longitudinal reinforcement, CS Panel with opening vertical bearing capacity of the increases. CS Panel with opening of shear capacity as the axial compression ratio increases with the increase of the ductility of the axial compressive ratio increases with the decrease, when the axial compression ratio reaches 0.3, the damage form into a brittle failure. As the hole width or the mouth of the cave increase in altitude, the shear capacity of CS Panel with opening will be reduced.
引文
[1]罗振彪,赵彤,戴自强,新型预应力混凝土夹芯板的开发研究,工程力学增刊,2001:389~393
[2]祝英杰,张明永,王士风,新型往宅墙体保温形式的研究与应用,低温建筑技术,2004,2:83~85
[3] J.C. Wallach, L.J. Gibsom. Mechanical behavior of a three-dimensional truss material. International Journal of Solids and Structures, 2001, 38: 7181~7196
[4] J. Wang, A.G. Evans, K. Dharmasena et al. On the performance of truss panels with Kagomécores. International Journal of Solids and Structures, 2003, 40: 6981~6988
[5] Jerome F. Hajjar. Composite steel and concrete structural systems for seismic engineering. Journal of Constructional Steel Research, 2002, 58: 703~723
[6]张敬,混凝土夹芯复合墙板承载能力的试验研究,硕士学位论文,天津:天津大学,2001
[7]王向辉,三步节能CS板抗剪性能的试验研究及有限元分析,硕士学位论文,天津:天津大学,2007
[8]林浩华,混凝土夹芯板(CS板)抗剪性能的试验研究及板式结构体系分析,硕士学位论文,天津:天津大学,2004
[9]胡丹,CS屋面板抗弯承载力试验与可靠性分析,硕士学位论文,天津:天津大学,2006
[10]涂杰,基于CS板抗弯承载能力试验的人工神经网络研究,硕士学位论文,天津:天津大学,2005
[11]宋红玉,CS板式结构体系抗震性能非线性静力分析及简化计算,硕士学位论文,天津:天津大学,2003
[12]吴春峰,CS板式结构体系在工程设计中的计算方法,硕士学位论文,天津:天津大学,2009
[13]杨磊,CS板式结构体系动力特性的实验与分析,硕士学位论文,天津:天津大学,2007
[14]樊金德,新型节点CS保温承重结构体系动力特性试验与分析,硕士学位论文,天津:天津大学,2008
[15]刘玉凤,CS板式结构体系抗震性能试验研究,硕士学位论文,天津:天津大学,2007
[16]李福泉,无构造柱CS板式结构体系抗震试验研究,硕士学位论文,天津:天津大学,2008
[17]张鸣,CS板式结构体系整体性及倒塌性研究,硕士学位论文,天津:天津大学,2009
[18]郑奎,廉洁,戴自强,《天津市CS外墙外保温板和屋面板工程技术规程》解读,标准规范,2008:6~8
[19] ?中华人民共和国建设部,GB50011-2001,建筑抗震设计规范,北京:中国建筑工业出版社,2001
[20] ?李宏男,崔熙光,邹超英,多层及高层建筑结构设计,北京:中国建筑工业出版社,1998
[21] ?张相庭,高层建筑抗风抗震设计计算,上海:同济大学出版社,1997
[22] ?天津市抗震办公室唐山大地震天津市工程震害编写组,唐山大地震天津市工程震害,天津:天津科学技术出版社,1984
[23] ?沈聚敏,周锡元,高小旺,抗震工程学,北京:中国建筑工业出版社,2000
[24] ?张熙光,?王骏孙,?刘惠珊,建筑抗震鉴定加固手册,北京:中国建筑工业出版社,2001
[25]吕文,钱稼茹等,钢筋混凝土承重墙延性的试验和计算,北京:清华大学学报,1999
[26]李宏男,李兵,钢筋混凝土承重墙抗震恢复力模型及试验研究,建筑结构学报,2004
[27]杨永哲,许淑芳,钢筋混凝土空心剪力墙抗震性能试验研究,硕士学位论文,西安:西安建筑科技大学,2004
[28]朱志达,非线性结构动力分析的拟静力β-θ数值计算法及其应用,北京:北京工业大学学报,1980
[29]王政,楼建锋,勇珩等,岩石、混凝土和土抗侵彻能力数值计算与分析,北京:高压物理学报,2010
[30]曲秀姝,CS板式房屋结构力学性能研究,硕士学位论文,天津:天津大学,2005
[31]李砚波,王向辉,CS墙板的非线性有限元分析,黑龙江:低温建筑,2006
[32]李砚波,张荣庆,戴自强等,混凝土夹芯承重墙板的有限元分析,北京:建筑结构,2007
[33]卯颖,樊江,陶燕,分离式钢筋混凝土的有限元分析,第12届全国结构工程学术会议论文集第Ⅰ册,2003
[34]吴飚,ANSYS模拟钢筋混凝土结构的探讨,福建:福建建材,2008
[35]牛海成,李壮文,孙青岭,钢筋混凝土整体式有限元分析SIGY参数的研究,第16届全国结构工程学术会议论文集(第Ⅱ册),2007
[36]司炳君,孙治国,艾庆华,SOLID65单元在混凝土结构有限元分析中的应用,北京:工业建筑,2007
[37]郭镇海,钢筋混凝土原理,北京:清华大学出版社,2001
[38] Bazant Z.P, Kim, S.Plastic-fracturing theory for concrete. Proceeding of ASCE,V01. 105, EM3, 1979
[39]江见鲸,钢筋混凝土结构非线性有限元分析,陕西:陕西科学出版社,1994
[40]董哲仁,钢筋混凝土非线性有限元原理和应用,北京:中国水利水电出版社,1993
[41]朱伯龙,钢筋混凝土非线性分析,上海:同济大学出版社,1985
[42]郝文化,叶裕明,刘春山,ANSYS土木工程应用实例,北京:中国水利水电出版社,2005-01,75~98
[43] ?蒋友亮,非线性有限元法,北京:北京工业学院出版社,1988
[44]吕和祥,蒋和洋,非线性有限元,北京:化学工业出版社,1991
[45] GB50010-2002,混凝土结构设计规范,北京:中国建筑工业出版社,2002
[46]俞剑勇,混凝土夹芯板(CS板)结构非线性有限元分析研究,硕士学位论文,天津:天津大学,2004
[2]祝英杰,张明永,王士风,新型往宅墙体保温形式的研究与应用,低温建筑技术,2004,2:83~85
[3] J.C. Wallach, L.J. Gibsom. Mechanical behavior of a three-dimensional truss material. International Journal of Solids and Structures, 2001, 38: 7181~7196
[4] J. Wang, A.G. Evans, K. Dharmasena et al. On the performance of truss panels with Kagomécores. International Journal of Solids and Structures, 2003, 40: 6981~6988
[5] Jerome F. Hajjar. Composite steel and concrete structural systems for seismic engineering. Journal of Constructional Steel Research, 2002, 58: 703~723
[6]张敬,混凝土夹芯复合墙板承载能力的试验研究,硕士学位论文,天津:天津大学,2001
[7]王向辉,三步节能CS板抗剪性能的试验研究及有限元分析,硕士学位论文,天津:天津大学,2007
[8]林浩华,混凝土夹芯板(CS板)抗剪性能的试验研究及板式结构体系分析,硕士学位论文,天津:天津大学,2004
[9]胡丹,CS屋面板抗弯承载力试验与可靠性分析,硕士学位论文,天津:天津大学,2006
[10]涂杰,基于CS板抗弯承载能力试验的人工神经网络研究,硕士学位论文,天津:天津大学,2005
[11]宋红玉,CS板式结构体系抗震性能非线性静力分析及简化计算,硕士学位论文,天津:天津大学,2003
[12]吴春峰,CS板式结构体系在工程设计中的计算方法,硕士学位论文,天津:天津大学,2009
[13]杨磊,CS板式结构体系动力特性的实验与分析,硕士学位论文,天津:天津大学,2007
[14]樊金德,新型节点CS保温承重结构体系动力特性试验与分析,硕士学位论文,天津:天津大学,2008
[15]刘玉凤,CS板式结构体系抗震性能试验研究,硕士学位论文,天津:天津大学,2007
[16]李福泉,无构造柱CS板式结构体系抗震试验研究,硕士学位论文,天津:天津大学,2008
[17]张鸣,CS板式结构体系整体性及倒塌性研究,硕士学位论文,天津:天津大学,2009
[18]郑奎,廉洁,戴自强,《天津市CS外墙外保温板和屋面板工程技术规程》解读,标准规范,2008:6~8
[19] ?中华人民共和国建设部,GB50011-2001,建筑抗震设计规范,北京:中国建筑工业出版社,2001
[20] ?李宏男,崔熙光,邹超英,多层及高层建筑结构设计,北京:中国建筑工业出版社,1998
[21] ?张相庭,高层建筑抗风抗震设计计算,上海:同济大学出版社,1997
[22] ?天津市抗震办公室唐山大地震天津市工程震害编写组,唐山大地震天津市工程震害,天津:天津科学技术出版社,1984
[23] ?沈聚敏,周锡元,高小旺,抗震工程学,北京:中国建筑工业出版社,2000
[24] ?张熙光,?王骏孙,?刘惠珊,建筑抗震鉴定加固手册,北京:中国建筑工业出版社,2001
[25]吕文,钱稼茹等,钢筋混凝土承重墙延性的试验和计算,北京:清华大学学报,1999
[26]李宏男,李兵,钢筋混凝土承重墙抗震恢复力模型及试验研究,建筑结构学报,2004
[27]杨永哲,许淑芳,钢筋混凝土空心剪力墙抗震性能试验研究,硕士学位论文,西安:西安建筑科技大学,2004
[28]朱志达,非线性结构动力分析的拟静力β-θ数值计算法及其应用,北京:北京工业大学学报,1980
[29]王政,楼建锋,勇珩等,岩石、混凝土和土抗侵彻能力数值计算与分析,北京:高压物理学报,2010
[30]曲秀姝,CS板式房屋结构力学性能研究,硕士学位论文,天津:天津大学,2005
[31]李砚波,王向辉,CS墙板的非线性有限元分析,黑龙江:低温建筑,2006
[32]李砚波,张荣庆,戴自强等,混凝土夹芯承重墙板的有限元分析,北京:建筑结构,2007
[33]卯颖,樊江,陶燕,分离式钢筋混凝土的有限元分析,第12届全国结构工程学术会议论文集第Ⅰ册,2003
[34]吴飚,ANSYS模拟钢筋混凝土结构的探讨,福建:福建建材,2008
[35]牛海成,李壮文,孙青岭,钢筋混凝土整体式有限元分析SIGY参数的研究,第16届全国结构工程学术会议论文集(第Ⅱ册),2007
[36]司炳君,孙治国,艾庆华,SOLID65单元在混凝土结构有限元分析中的应用,北京:工业建筑,2007
[37]郭镇海,钢筋混凝土原理,北京:清华大学出版社,2001
[38] Bazant Z.P, Kim, S.Plastic-fracturing theory for concrete. Proceeding of ASCE,V01. 105, EM3, 1979
[39]江见鲸,钢筋混凝土结构非线性有限元分析,陕西:陕西科学出版社,1994
[40]董哲仁,钢筋混凝土非线性有限元原理和应用,北京:中国水利水电出版社,1993
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