楼板变形对框支剪力墙结构框支柱受力性能的影响研究
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摘要
在水平荷载作用下,考虑楼板平面内刚度有限时,楼面在自身平面内会产生变形,从而造成抗侧力构件分配的水平力与按楼板刚性计算时相比有较大差别。带转换层的高层结构,由于竖向抗侧力构件不连续,楼板在进行结构内力重新分配时承担了较大剪力,将会产生明显的平面内变形。本文对楼板发生平面内变形时框支柱剪力的变化规律进行了探讨。
论文在对考虑楼板变形时带转换层高层结构的研究现状和《高层建筑混凝土结构技术规程》为保证楼板刚性对转换层楼板所作的相关规定进行综述的基础上,结合楼板剪切刚度公式,归纳了影响楼板平面内变形的主要因素;应用ETABS有限元程序,通过逐步改变楼板长宽比,建立不同的对比分析模型,研究楼板长宽比变化对楼板平面内变形的影响及其影响规律;分析了楼板变形时的框支柱的水平剪力的改变及其规律。
研究表明:考虑楼板变形后计算的框支柱剪力比按照刚性假定计算的框支柱剪力大,框支柱剪力随着楼板平面内变形的增加而迅速增大;减小剪力墙间距和增加落地剪力墙数量是控制楼板平面内变形的最为有效地手段;转换层及其上下相邻层楼板平面内变形大小对两种不同假定下框支柱剪力值计算结果具有决定性影响。
Considering the limited in-plane floor rigidity, horizontal load will cause in-plane deformation of floor slab, and it will make the horizontal load distributed to lateral force-resisting much different from that is calculated under the assumption of rigid floor. As to high-rise building with transfer story, because of the discontinuity of lateral force-resisting, the floor bears large shear force in plane, and produces significant in-plane deformation. In this paper, the change law of shear of frame-supporting column is discussed when in-plane deformation happens.
In this thesis, research status of high-rise building with transfer story is reviewed fist, and related regulations in Technology Standard of High Rise Concrete Structure Building about transfer story floor in order to ensure the floor rigidity is also summarized. Considering shear stiffness formula, main factors which effect in-plane floor deformation are generalized.The finite element models are established by ETABS. Control the in-plane deformation by changing the width of the building, and the change law of deformation is researched. Furthermore, the variation law of shear of frame-supporting column is analyzed. The research proves that shear of frame-supporting calculated under the assumption of rigid floor is much larger than that is calculated under the assumption of elastic floor.
Study appears that, the shear force when in-plane deformation of floor happens is much larger than the shear force when floor I rigid. Feasible measure which is to decrease the distance between shear walls and increase the number of shear wall linked with the ground are put forward. The difference of shear of column between these two assumptions depends on the in-plane deformation of adjacent floors both.
论文在对考虑楼板变形时带转换层高层结构的研究现状和《高层建筑混凝土结构技术规程》为保证楼板刚性对转换层楼板所作的相关规定进行综述的基础上,结合楼板剪切刚度公式,归纳了影响楼板平面内变形的主要因素;应用ETABS有限元程序,通过逐步改变楼板长宽比,建立不同的对比分析模型,研究楼板长宽比变化对楼板平面内变形的影响及其影响规律;分析了楼板变形时的框支柱的水平剪力的改变及其规律。
研究表明:考虑楼板变形后计算的框支柱剪力比按照刚性假定计算的框支柱剪力大,框支柱剪力随着楼板平面内变形的增加而迅速增大;减小剪力墙间距和增加落地剪力墙数量是控制楼板平面内变形的最为有效地手段;转换层及其上下相邻层楼板平面内变形大小对两种不同假定下框支柱剪力值计算结果具有决定性影响。
Considering the limited in-plane floor rigidity, horizontal load will cause in-plane deformation of floor slab, and it will make the horizontal load distributed to lateral force-resisting much different from that is calculated under the assumption of rigid floor. As to high-rise building with transfer story, because of the discontinuity of lateral force-resisting, the floor bears large shear force in plane, and produces significant in-plane deformation. In this paper, the change law of shear of frame-supporting column is discussed when in-plane deformation happens.
In this thesis, research status of high-rise building with transfer story is reviewed fist, and related regulations in Technology Standard of High Rise Concrete Structure Building about transfer story floor in order to ensure the floor rigidity is also summarized. Considering shear stiffness formula, main factors which effect in-plane floor deformation are generalized.The finite element models are established by ETABS. Control the in-plane deformation by changing the width of the building, and the change law of deformation is researched. Furthermore, the variation law of shear of frame-supporting column is analyzed. The research proves that shear of frame-supporting calculated under the assumption of rigid floor is much larger than that is calculated under the assumption of elastic floor.
Study appears that, the shear force when in-plane deformation of floor happens is much larger than the shear force when floor I rigid. Feasible measure which is to decrease the distance between shear walls and increase the number of shear wall linked with the ground are put forward. The difference of shear of column between these two assumptions depends on the in-plane deformation of adjacent floors both.
引文
[1]高秀娟.对现代高层建筑结构的发展和创新的探讨.建材与装饰, 2008(1): 5-6
[2]熊国繁.结构转换层在高层建筑中的研究与应用.山西建筑, 2009(8): 79-80
[3]李宁远.转换层在高层建筑结构中的应用.国外建材科技, 2004,7(6): 45-46
[4]陈颢.浅谈高层建筑结构转换层.山西建筑, 2008(6): 92
[5]罗国文.厚板转换层施工技术探析.中华建设, 2008, 18(2): 50-52
[6]吴宏雄.高层建筑转换层结构分析及设计的探讨.广东科技, 2007, (176): 30-31
[7]王利群.高层建筑转换层结构设计分析.山西建筑, 2006(13): 60-61
[8]梁新彩.高层建筑刚性楼板假定的若干问题.科技资讯, 2006(26): 65-67
[9]杨秋红,韦锦兵.多高层结构计算软件选择初探.广西工学院学报, 1999, 6(4): 16-18
[10]赵西安.考虑楼板变形计算高层建筑结构.土木工程学报, 1983, 16(4): 23-28
[11] Faifar P. An approximate method for seismic damage analysis of building. in: Eerva-A, ed. 10th world conf. on Earthquake Eng. Mexico: WCEE,1992
[12] M S Lopes. Experimental shear-dominated response of RC walls Part I: Objectives, methodology and results, Engineering Structures, 2001(23): 229-239
[13]梁炯丰,张敏.高层建筑转换层结构综述.石家庄铁道学院学报, 2006,19(增刊): 186-189
[14] Michael N F. Current trends in earthquake resistant analysis and design of reinforced concrete structures. In: Elnasha ied .European Seismic Design Practice. Roterdam Balkema, 1995
[15]李镇华.高层建筑转换层设计应用.福建建筑, 2006, (2): 76-78
[16] Riddell R, Dela J C, Lora. Seismic analysis and design current practice and future trend. in :Eerva A, ed.11th world conf on Earthquake Eng. Mexico: WCEE, 1996
[17] Jain, S.K. Seismic response of buildings with flexible floors. Journal of StructuralEngineering , ASCE110(1), 1984: 125~129
[18] D R Green. The Interaction of Solid Walls and Their Supporting Structures, Building Science, 1972, Vol.7
[19] L Cerny. Column Supported Walls with Opening Planning and Design of Tall Building, Proc. International Conference, New York, 1972, Vol. III ASCE
[20]聂建国,朱喻之,沪宁图故组合转换梁受弯性能分析.清华大学学报, 2009, (09):26-29
[21]刘景云,刘广义,王洪兴.框支剪力墙结构转换梁的受力性能研究低温建筑技术, 2009,(2):32-35
[22]刘玺,江世勇墙体偏心对转换梁受力性能的影响山西建筑, 2008, (15):45-47
[23] Poper. S. C. Iding, R. H, Appropriateness of the Rigid Floor assumption for Buildings With irregular Features, Proc. 8th European conf. on Earthquake Engine, Vol.2, Part1, 1982
[24]刘开国.高层建筑结构考虑楼板变形的空间分析.建筑结构学报, 1987,16(3): 31-42
[25] Karadogan H F. Earthquake Analysis of 3D Structures with Flexible Floors. Proc.7th World conf. on Earthquake Engine. Vol.5, Part2, 1980
[26]中华人民共和国国家标准.建筑抗震设计规范(GB50011-2001)北京:中国建筑工业出版社, 2001
[27]胡启平,吕铭,考虑地基及楼板变形时框剪结构协同分析四川建筑科学研究, 2009, 35(1) :30-35
[28] Clough. Ray. W, N and Pzenzien. Joseph. Dynamics of Structures. New York Me Graw Hill 1975
[29]马文祥,高层建筑考虑局部楼板变形的地震反应分析,甘肃科学学报,1996,8(1) :62-67
[30] Dhiman Basu, Sudhir K, Jain. Seismic Analysis of Asymmetric Buildings withFlexi- ble FloorDiaphragms.Journal of Structural Engineering, ASCE108(8),2004: 1169~1176
[31]包世华,袁驷.高层建筑结构考虑楼板变形时水平振动的常微分方程求解器解法.建筑结构学报, 1995, 16(4):,40-48
[32]任文锋,李芳.考虑楼板变形时框支剪力墙结构框支层合理设计研究铁道科学与工程学报, 2008, 5(2): 35-37
[33] S.H.Ju, M.C.Lin. Comparison of Building Analysis Assuming Rigid or Flexible Floors. Journal of Structural Engineering. 1999(1): 25~31
[34] Saffarini, H.S. and Qudaimat, M. M. In-plane floor deformations in RC structures. Journal of Structural Engineering, ASCE118 (1), 1992,: 3089-3102
[35]赵西安.楼板变形对高层建筑结构内力与位移的影响及其计算.建筑结构, 1982(6)
[36]陈伯望,沈蒲生.非刚性楼板对高层建筑结构内力和位移的影响分析.四川建筑科学研究, 2004,64(04): 89-92
[37]中华人民共和国国家标准:建筑抗震设计规范(GB50011-2001)北京:中国建筑工业出版社, 2001
[38]广东省实施《高层建筑混凝土结构技术规程》(JGJ3-2002)补充规定
[39]朱杰江,徐道远,王颍.框架侧移的连续化模型分析.河海大学学报(自然科学版), 2001,25(01): 34-37
[40]包世华.新编高层建筑结构.北京:中国水利水电出版社, 2001
[41]包忠有.关于高层建筑楼板刚度的若干问题.见:崔京浩.第15届全国结构工程学术会议论文集(第Ⅰ册)中国河南焦作:中国力学学会工程力学编辑部. 2006: 218-221
[42]饶维.转换层楼板变形对框支剪力墙结构内力的影响: [硕士学位论文].武汉.华中科技大学, 2008
[2]熊国繁.结构转换层在高层建筑中的研究与应用.山西建筑, 2009(8): 79-80
[3]李宁远.转换层在高层建筑结构中的应用.国外建材科技, 2004,7(6): 45-46
[4]陈颢.浅谈高层建筑结构转换层.山西建筑, 2008(6): 92
[5]罗国文.厚板转换层施工技术探析.中华建设, 2008, 18(2): 50-52
[6]吴宏雄.高层建筑转换层结构分析及设计的探讨.广东科技, 2007, (176): 30-31
[7]王利群.高层建筑转换层结构设计分析.山西建筑, 2006(13): 60-61
[8]梁新彩.高层建筑刚性楼板假定的若干问题.科技资讯, 2006(26): 65-67
[9]杨秋红,韦锦兵.多高层结构计算软件选择初探.广西工学院学报, 1999, 6(4): 16-18
[10]赵西安.考虑楼板变形计算高层建筑结构.土木工程学报, 1983, 16(4): 23-28
[11] Faifar P. An approximate method for seismic damage analysis of building. in: Eerva-A, ed. 10th world conf. on Earthquake Eng. Mexico: WCEE,1992
[12] M S Lopes. Experimental shear-dominated response of RC walls Part I: Objectives, methodology and results, Engineering Structures, 2001(23): 229-239
[13]梁炯丰,张敏.高层建筑转换层结构综述.石家庄铁道学院学报, 2006,19(增刊): 186-189
[14] Michael N F. Current trends in earthquake resistant analysis and design of reinforced concrete structures. In: Elnasha ied .European Seismic Design Practice. Roterdam Balkema, 1995
[15]李镇华.高层建筑转换层设计应用.福建建筑, 2006, (2): 76-78
[16] Riddell R, Dela J C, Lora. Seismic analysis and design current practice and future trend. in :Eerva A, ed.11th world conf on Earthquake Eng. Mexico: WCEE, 1996
[17] Jain, S.K. Seismic response of buildings with flexible floors. Journal of StructuralEngineering , ASCE110(1), 1984: 125~129
[18] D R Green. The Interaction of Solid Walls and Their Supporting Structures, Building Science, 1972, Vol.7
[19] L Cerny. Column Supported Walls with Opening Planning and Design of Tall Building, Proc. International Conference, New York, 1972, Vol. III ASCE
[20]聂建国,朱喻之,沪宁图故组合转换梁受弯性能分析.清华大学学报, 2009, (09):26-29
[21]刘景云,刘广义,王洪兴.框支剪力墙结构转换梁的受力性能研究低温建筑技术, 2009,(2):32-35
[22]刘玺,江世勇墙体偏心对转换梁受力性能的影响山西建筑, 2008, (15):45-47
[23] Poper. S. C. Iding, R. H, Appropriateness of the Rigid Floor assumption for Buildings With irregular Features, Proc. 8th European conf. on Earthquake Engine, Vol.2, Part1, 1982
[24]刘开国.高层建筑结构考虑楼板变形的空间分析.建筑结构学报, 1987,16(3): 31-42
[25] Karadogan H F. Earthquake Analysis of 3D Structures with Flexible Floors. Proc.7th World conf. on Earthquake Engine. Vol.5, Part2, 1980
[26]中华人民共和国国家标准.建筑抗震设计规范(GB50011-2001)北京:中国建筑工业出版社, 2001
[27]胡启平,吕铭,考虑地基及楼板变形时框剪结构协同分析四川建筑科学研究, 2009, 35(1) :30-35
[28] Clough. Ray. W, N and Pzenzien. Joseph. Dynamics of Structures. New York Me Graw Hill 1975
[29]马文祥,高层建筑考虑局部楼板变形的地震反应分析,甘肃科学学报,1996,8(1) :62-67
[30] Dhiman Basu, Sudhir K, Jain. Seismic Analysis of Asymmetric Buildings withFlexi- ble FloorDiaphragms.Journal of Structural Engineering, ASCE108(8),2004: 1169~1176
[31]包世华,袁驷.高层建筑结构考虑楼板变形时水平振动的常微分方程求解器解法.建筑结构学报, 1995, 16(4):,40-48
[32]任文锋,李芳.考虑楼板变形时框支剪力墙结构框支层合理设计研究铁道科学与工程学报, 2008, 5(2): 35-37
[33] S.H.Ju, M.C.Lin. Comparison of Building Analysis Assuming Rigid or Flexible Floors. Journal of Structural Engineering. 1999(1): 25~31
[34] Saffarini, H.S. and Qudaimat, M. M. In-plane floor deformations in RC structures. Journal of Structural Engineering, ASCE118 (1), 1992,: 3089-3102
[35]赵西安.楼板变形对高层建筑结构内力与位移的影响及其计算.建筑结构, 1982(6)
[36]陈伯望,沈蒲生.非刚性楼板对高层建筑结构内力和位移的影响分析.四川建筑科学研究, 2004,64(04): 89-92
[37]中华人民共和国国家标准:建筑抗震设计规范(GB50011-2001)北京:中国建筑工业出版社, 2001
[38]广东省实施《高层建筑混凝土结构技术规程》(JGJ3-2002)补充规定
[39]朱杰江,徐道远,王颍.框架侧移的连续化模型分析.河海大学学报(自然科学版), 2001,25(01): 34-37
[40]包世华.新编高层建筑结构.北京:中国水利水电出版社, 2001
[41]包忠有.关于高层建筑楼板刚度的若干问题.见:崔京浩.第15届全国结构工程学术会议论文集(第Ⅰ册)中国河南焦作:中国力学学会工程力学编辑部. 2006: 218-221
[42]饶维.转换层楼板变形对框支剪力墙结构内力的影响: [硕士学位论文].武汉.华中科技大学, 2008