空心厚板转换层受力性能研究
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摘要
随着现代高层建筑的功能日趋复杂,常规结构已不能满足强度、刚度及延性的要求。将上部结构标准层的小柱网变为下部公共服务层的大柱网,设置结构转换层是一种十分必要的结构形式。目前,转换层结构在国内已有大量的工程实践,但它们较多的采用梁式转换层。而对于上、下柱网轴线布置十分不规则,且体型复杂的建筑,则宜采用厚板转换层,但是,厚板转换层具有自重大,水化热大等缺点,从而,限制了其在高层建筑中的应用。为了解决厚板转换层的这些工程技术问题,本文在厚板转换层的受力机理研究基础上,提出了空心厚板转换层这一概念,并对其受力性能及其承载力进行了研究。
本文利用ANSYS对多种不同布置方式的剪力墙和柱的厚板进行有限元分析,根据结果分析认为,厚板转换层受力符合空间桁架模型,并在此基础上讨论了如何建立空间桁架模型和空心厚板转换层,即在厚板主要受力的部位采用高强混凝土,而在其他的一些次要的或受力较小的部位把混凝土去掉,形成空心结构,即形成了空心厚板转换层。同时,利用他人已有的试验数据,拟合出了桁架模型中压杆的劈裂强度与抗拉强度之间的关系。基于厚板的受力模型,对空心厚板的拉杆、压杆进行了材料的选择,最后对拉杆和压杆的配筋进行了计算并确定了厚板的厚度。
In recent years, the fuction of high-rise building is becoming more and more complex, therefor, the nomal structure can not satisfy the demands of strength, rigity and ductility. Establishing thick plate transition storey is a necessary structural form, when the small size column grids at the up storey is changed into large size column grids at the bottom storey. At the present time, a lot of projects are adopted the transition storey, however most of them are the beam transition storey. The thick plate transition storey should be also adopted in the high-rise building, the layout of which column grids are irregular and whose shape is complex. However, the application of the thick plate transition storey in high-rise building is restrictted by it’s disadvantage such as the very heavy self weight, hydration heat, and so on. So as to solve the engineering technology problem of the thick plate transition storey in high-rise building, therefor, the concept of hollow thick plate transition storey is proposed base on the study of analysis of bearing mechanism of the thick plate transition storey, and the research on bearing capacity and bearing mechanism is done in this paper.
It is analysed to the thick plate of various layout of the shearing wall and column using the finite element method in this thesis. According to the results of the analysis, the bearing mechanism of the thick plate transition storey is accordance with the model of the space truss. Base on the space truss model, we discuss how to establish the space truss model of the thick plate transition storey and how to establish the hollow thick plate transition storey. That is the high strength concrete is used in main compression member, and the concrete is removed at the other part of the secondary. Then the hollow slab is formed (i.e. the hollow thick plate transition storey is established). Then the relationship between splitting strength and tensile strength is deduced using the existing test data. Base on the bearing mechanism of the thick plate transition storey, it is determined how to choose the material and design of the compression member and tension member for the hollow thick plate. And the thickness of the thick plate is also determined in this thesis.
本文利用ANSYS对多种不同布置方式的剪力墙和柱的厚板进行有限元分析,根据结果分析认为,厚板转换层受力符合空间桁架模型,并在此基础上讨论了如何建立空间桁架模型和空心厚板转换层,即在厚板主要受力的部位采用高强混凝土,而在其他的一些次要的或受力较小的部位把混凝土去掉,形成空心结构,即形成了空心厚板转换层。同时,利用他人已有的试验数据,拟合出了桁架模型中压杆的劈裂强度与抗拉强度之间的关系。基于厚板的受力模型,对空心厚板的拉杆、压杆进行了材料的选择,最后对拉杆和压杆的配筋进行了计算并确定了厚板的厚度。
In recent years, the fuction of high-rise building is becoming more and more complex, therefor, the nomal structure can not satisfy the demands of strength, rigity and ductility. Establishing thick plate transition storey is a necessary structural form, when the small size column grids at the up storey is changed into large size column grids at the bottom storey. At the present time, a lot of projects are adopted the transition storey, however most of them are the beam transition storey. The thick plate transition storey should be also adopted in the high-rise building, the layout of which column grids are irregular and whose shape is complex. However, the application of the thick plate transition storey in high-rise building is restrictted by it’s disadvantage such as the very heavy self weight, hydration heat, and so on. So as to solve the engineering technology problem of the thick plate transition storey in high-rise building, therefor, the concept of hollow thick plate transition storey is proposed base on the study of analysis of bearing mechanism of the thick plate transition storey, and the research on bearing capacity and bearing mechanism is done in this paper.
It is analysed to the thick plate of various layout of the shearing wall and column using the finite element method in this thesis. According to the results of the analysis, the bearing mechanism of the thick plate transition storey is accordance with the model of the space truss. Base on the space truss model, we discuss how to establish the space truss model of the thick plate transition storey and how to establish the hollow thick plate transition storey. That is the high strength concrete is used in main compression member, and the concrete is removed at the other part of the secondary. Then the hollow slab is formed (i.e. the hollow thick plate transition storey is established). Then the relationship between splitting strength and tensile strength is deduced using the existing test data. Base on the bearing mechanism of the thick plate transition storey, it is determined how to choose the material and design of the compression member and tension member for the hollow thick plate. And the thickness of the thick plate is also determined in this thesis.
引文
[1]赵西安.现代高层建筑结构设计(上).北京:科学出版社,2000:937-1160
[2]徐培福等.底层大空间剪力墙结构抗震设计.建筑科学,1985,10(5):10-14
[3]底层大空间剪力墙结构研究组.底层大空间剪力墙结构12层模型试验研究.建筑结构学报,1984,5(2):4-10
[4]郝锐坤等.底层大空间剪力墙结构12层模型拟动力试验研究.建筑科学,1986,2(4):7-12
[5]娄宇,魏琏,丁大均.高层建筑转换层的应用与发展.建筑结构,1997,27(6):12-19
[6]赵西安.钢筋混凝土高层建筑结构设计.北京:中国建筑工业出版社,1998:64-98
[7]汪凯,盛小微,吕志涛等.高层建筑预应力混凝土板式转换层结构设计.建筑结构,2000,30(6):45-49
[8]林金.华威商住大厦厚板转换结构设计.建筑科学,2001,17(1):51-54
[9]彭斌,李传才.高层建筑转换厚板有限元模型的建立.工程建设与设计,2001,170(6):34-36
[10]王明贵,赵宁.考虑弹性支撑的厚板转换层实用计算方法.建筑科学,2000, 16(5):24-26
[11]荣维生,王亚勇.板式转换结构转换层位置对高层建筑抗震性能的影响.建筑科学,2004,20(4):1-7
[12]王平山,干钢,孙炳楠等.高层建筑厚板转换层内力分布研究.浙江大学学报,1998, 32(5):570-576
[13]熊进刚,郑福焱,范玮琦等.某高层建筑结构预应力混凝土板式转换层设计施工.建筑结构,2005,33(8):26-31
[14]傅学怡.带转换层高层建筑结构设计建议.建筑结构学报,1999,20(2):28-42
[15] Park.Tsuen Wan Residential Blocks.Arup Journal, April, 1981,8(6):23-29
[16] Zunz B, Hendenrych R A, and Michael D.The New Structure of headquaters for the Hong Kong & Shanghai Banking Corporation . The structural Engineers,1985, 62A(9):14-20
[17] Zunz B, Hendenrych R A, and Michael D . The Standard Bank Center Johnnesburg.Proceedings I C E,1985,12(3):16-21
[18]唐兴荣.高层建筑转换层结构设计与施工.北京:中国建筑工业出版社,2002:1-87
[19]程少彬,丁少润.转换层上、下结构侧向刚度规定的讨论.建筑技术开发,2006,33(8):12-15
[20]李从斌,董卫国,蒋沧如等.关于代转换层的高层建筑结构设计方法的几点建议.工程力学增刊,2000,2(2):262-266
[21]王平山,孙炳楠.高层建筑厚板转换层有限元FETP软件包及其应用.建筑结构学报,1996,17(3):25-31
[22]熊进刚,付国平.钢筋混凝土无腹筋短梁受剪承载力计算的软化桁架模型.南昌大学学报(工科版),2004,26(1):49-53
[23]徐芝纶.弹性力学.北京:高等教育出版社,1990:133-156
[24]吴伟.高层建筑厚板转换层结构动力分析:[西南交通大学硕士研究生学位论文].成都:西南交通大学,2006:23-24
[25]丁健南,冯佶,申道辉.带厚板转换层结构的设计与分析.东南大学学报,1997,27(1):29-32
[26]吴伟.转换厚板有限元分析单元选择探讨.四川建筑,2006, 26(6):122-123
[27]荣维生.带板式转换高层建筑混凝土结构抗震性能研究:[中国建筑科学研究院博士学位论文].北京:中国建筑科学研究院,2002:106-112
[28]彭斌,李溪喧.高层建筑厚板转换层整体分析方法研究.武汉大学学报(工学版),2003,36(1):64-68
[29]龚曙光.ANSYS基础应用及范例解析.北京:机械工业出版社,2003:1-210
[30]郝文化等.ANSYS土木工程应用实例.北京:中国水利水电出版社,2005:75-120
[31]陆新征,江见鲸.利用ANSYS Solid 65单元分析复杂应力条件下的混凝土结构.建筑结构,2003,33(6):12-23
[32]江见鲸.钢筋混凝土有限元分析.北京:清华大学出版社,2003:44-176
[33] Wen Bin Siao.Strut-and-Tie Model for Shear Behavior in Deep Beams and Pile Caps Failing in Diagonal Splitting.ACI Structural Journal, 1993,33(2):356-363
[34] B Singh, S K Kaushik, K F Naveen, et al .Design of a Continuous Deep Beam Using the Strut and Tie Method . Asian Journal of Civil Engineering (BUILDING AND HOUSING),2006, 7(5):461-477
[35] Schlaich J,Schafer K,Jennewein M .Toward a Consistent Design of Structural Concrete.PCI Journal,1987,16(5):74-150
[36] Perry Adebar, Zongyu Zhou.Bearing Strength of Compressive Struts Confined by plain Concrete.ACI Structural Journal, 1993,90(5):534-541
[37]过镇海.混凝土的强度和本构关系:原理与应用.北京:中国建筑工业出版社, 2004:2-28
[38]闫红玉,袁广林,周宁.空间桁架理论在托换结构设计中试验研究与理论分析.水利与建筑工程学报,2006,4(1):40-43
[39]李静,蔡健.钢筋混凝土开圆孔梁的拉压杆模型分析[J].《工程力学》增刊,1999,2(2):169-174
[40]沈为民.钢筋混凝土连续空腹桁架结构转换层的内力分析.福州大学学报,1999,27(3):50-53
[41]张元元,李继祥,刘建军等.钢筋混凝土拉压杆理论研究与应用探讨.武汉工业学院学报,2005, 24(3):72-77
[42] Stephen J Foster.Design of Non-Flexural Members for shear.Cement and Concrete Composites, 1998, 24(20):465-475
[43]梁书亭,蒋永生,李传殿.桩基承台和筏板的空间桁架设计方法研究.东南大学学报,1998, 28(6):111-116
[44]李传殿.桩基承台和桩筏筏板抗冲切承载力的试验研究: [东南大学硕士学位论文].南京:东南大学,1996:22-44.
[45]卢建峰.桩基承台空间桁架理论设计方法研究: [东南大学博士学位论文].南京:东南大学,1996:45-76
[46] Alexander Scott D B, Simmonds Sidney H.Ultimate Strength of Slab-column Connection[J] .ACI Structural Journal,1987, 84(3):255-261
[47] Simmonds Sidney H, Alexander Scott D B.Truss Model for Edge Column-slab Connections[J] .ACI Structural Journal, 1987, 84(4):296-303
[48] Perry Adebar, Zongyu Zhou.Bearing Strength of Compressive Struts Confined by plain Concrete.ACI Structural Journal, 1993, 90(5):534-541
[49]中国建筑科学研究院.高层建筑混凝土结构技术规程(JGJ 3-2002) .北京:中国建筑工业出版社,2002:91-98
[50]中华人民共和国建设部.混凝土结构设计规范(GB 50010-2002) .北京:中国建筑工业出版社,2005:87-90
[51]冯云.高层建筑厚板结构转换层的内力分析:[西南交通大学硕士学位论文].成都:西南交通大学,2002:23-42
[52]黄海燕.高层建筑转换层厚板分析与研究:[南昌大学硕士学位论文] .南昌:南昌大学,2006:23-35
[53]郭宏磊,丁大钧,蒋永生.厚承台空间桁架受力机理的研究(1).工业建筑,1997,27(8):30-35
[54]郭宏磊,丁大钧,蒋永生.厚承台空间桁架受力机理的研究(2).工业建筑,1997,27(9):36-40
[2]徐培福等.底层大空间剪力墙结构抗震设计.建筑科学,1985,10(5):10-14
[3]底层大空间剪力墙结构研究组.底层大空间剪力墙结构12层模型试验研究.建筑结构学报,1984,5(2):4-10
[4]郝锐坤等.底层大空间剪力墙结构12层模型拟动力试验研究.建筑科学,1986,2(4):7-12
[5]娄宇,魏琏,丁大均.高层建筑转换层的应用与发展.建筑结构,1997,27(6):12-19
[6]赵西安.钢筋混凝土高层建筑结构设计.北京:中国建筑工业出版社,1998:64-98
[7]汪凯,盛小微,吕志涛等.高层建筑预应力混凝土板式转换层结构设计.建筑结构,2000,30(6):45-49
[8]林金.华威商住大厦厚板转换结构设计.建筑科学,2001,17(1):51-54
[9]彭斌,李传才.高层建筑转换厚板有限元模型的建立.工程建设与设计,2001,170(6):34-36
[10]王明贵,赵宁.考虑弹性支撑的厚板转换层实用计算方法.建筑科学,2000, 16(5):24-26
[11]荣维生,王亚勇.板式转换结构转换层位置对高层建筑抗震性能的影响.建筑科学,2004,20(4):1-7
[12]王平山,干钢,孙炳楠等.高层建筑厚板转换层内力分布研究.浙江大学学报,1998, 32(5):570-576
[13]熊进刚,郑福焱,范玮琦等.某高层建筑结构预应力混凝土板式转换层设计施工.建筑结构,2005,33(8):26-31
[14]傅学怡.带转换层高层建筑结构设计建议.建筑结构学报,1999,20(2):28-42
[15] Park.Tsuen Wan Residential Blocks.Arup Journal, April, 1981,8(6):23-29
[16] Zunz B, Hendenrych R A, and Michael D.The New Structure of headquaters for the Hong Kong & Shanghai Banking Corporation . The structural Engineers,1985, 62A(9):14-20
[17] Zunz B, Hendenrych R A, and Michael D . The Standard Bank Center Johnnesburg.Proceedings I C E,1985,12(3):16-21
[18]唐兴荣.高层建筑转换层结构设计与施工.北京:中国建筑工业出版社,2002:1-87
[19]程少彬,丁少润.转换层上、下结构侧向刚度规定的讨论.建筑技术开发,2006,33(8):12-15
[20]李从斌,董卫国,蒋沧如等.关于代转换层的高层建筑结构设计方法的几点建议.工程力学增刊,2000,2(2):262-266
[21]王平山,孙炳楠.高层建筑厚板转换层有限元FETP软件包及其应用.建筑结构学报,1996,17(3):25-31
[22]熊进刚,付国平.钢筋混凝土无腹筋短梁受剪承载力计算的软化桁架模型.南昌大学学报(工科版),2004,26(1):49-53
[23]徐芝纶.弹性力学.北京:高等教育出版社,1990:133-156
[24]吴伟.高层建筑厚板转换层结构动力分析:[西南交通大学硕士研究生学位论文].成都:西南交通大学,2006:23-24
[25]丁健南,冯佶,申道辉.带厚板转换层结构的设计与分析.东南大学学报,1997,27(1):29-32
[26]吴伟.转换厚板有限元分析单元选择探讨.四川建筑,2006, 26(6):122-123
[27]荣维生.带板式转换高层建筑混凝土结构抗震性能研究:[中国建筑科学研究院博士学位论文].北京:中国建筑科学研究院,2002:106-112
[28]彭斌,李溪喧.高层建筑厚板转换层整体分析方法研究.武汉大学学报(工学版),2003,36(1):64-68
[29]龚曙光.ANSYS基础应用及范例解析.北京:机械工业出版社,2003:1-210
[30]郝文化等.ANSYS土木工程应用实例.北京:中国水利水电出版社,2005:75-120
[31]陆新征,江见鲸.利用ANSYS Solid 65单元分析复杂应力条件下的混凝土结构.建筑结构,2003,33(6):12-23
[32]江见鲸.钢筋混凝土有限元分析.北京:清华大学出版社,2003:44-176
[33] Wen Bin Siao.Strut-and-Tie Model for Shear Behavior in Deep Beams and Pile Caps Failing in Diagonal Splitting.ACI Structural Journal, 1993,33(2):356-363
[34] B Singh, S K Kaushik, K F Naveen, et al .Design of a Continuous Deep Beam Using the Strut and Tie Method . Asian Journal of Civil Engineering (BUILDING AND HOUSING),2006, 7(5):461-477
[35] Schlaich J,Schafer K,Jennewein M .Toward a Consistent Design of Structural Concrete.PCI Journal,1987,16(5):74-150
[36] Perry Adebar, Zongyu Zhou.Bearing Strength of Compressive Struts Confined by plain Concrete.ACI Structural Journal, 1993,90(5):534-541
[37]过镇海.混凝土的强度和本构关系:原理与应用.北京:中国建筑工业出版社, 2004:2-28
[38]闫红玉,袁广林,周宁.空间桁架理论在托换结构设计中试验研究与理论分析.水利与建筑工程学报,2006,4(1):40-43
[39]李静,蔡健.钢筋混凝土开圆孔梁的拉压杆模型分析[J].《工程力学》增刊,1999,2(2):169-174
[40]沈为民.钢筋混凝土连续空腹桁架结构转换层的内力分析.福州大学学报,1999,27(3):50-53
[41]张元元,李继祥,刘建军等.钢筋混凝土拉压杆理论研究与应用探讨.武汉工业学院学报,2005, 24(3):72-77
[42] Stephen J Foster.Design of Non-Flexural Members for shear.Cement and Concrete Composites, 1998, 24(20):465-475
[43]梁书亭,蒋永生,李传殿.桩基承台和筏板的空间桁架设计方法研究.东南大学学报,1998, 28(6):111-116
[44]李传殿.桩基承台和桩筏筏板抗冲切承载力的试验研究: [东南大学硕士学位论文].南京:东南大学,1996:22-44.
[45]卢建峰.桩基承台空间桁架理论设计方法研究: [东南大学博士学位论文].南京:东南大学,1996:45-76
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