无梁楼盖框架—核心筒结构抗震性能分析
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摘要
目前,国内外高层以及超高层建筑中,基本使用框架-核心筒结构或筒中筒结构形式,用以抵御水平地震荷载和风荷载的作用。在框架-核心筒结构中,联系内外框筒的水平构件就起到了重要的协调变形和传递水平荷载的作用。
一般的框架-核心筒结构是用楼面梁作为传力构件。相比梁板式结构,无梁楼盖结构在经济性和有效降低层高方面的优势明显,但是抗震能力相对较弱。本文以实际工程——深圳市建筑科学研究院设计的无梁楼盖框架-核心筒结构“英龙国际商务大厦”为研究对象,用有限元软件MIDAS建立模型并建立梁板式框架-核心筒模型进行对比,对模型进行了静力推覆分析,研究了相同地震作用下二者的抗震性能指标。同时建立ABAQUS模型对此结构进行了动力弹塑性时程分析,重点研究了楼盖在不同地震烈度作用下的损伤情况。通过以上两种方法评价无梁楼盖框架-核心筒结构体系的抗震性能,总结出该结构形式的普遍受力机制、破坏形式以及适用情况。并对比不同楼盖厚度结构的地震反应,分析了板厚对结构的抗震性能的影响。
通过本文的研究结果,希望对今后的高层建筑结构设计提供一个良好的借鉴实例,同时提出一种新思路和可行性研究,对于丰富结构体系抗震理论研究有一定的理论意义。
At present, the domestic and international high-level and super-high buildings, mainly use the frame-core tube structure and the tube in tube structure to resist horizontal seismic load and wind load. In the frame-core tube structure, the level component of contacting inside and outside is played an important role of coordinating deformation and transfering horizontal load.
In general frame-core tube structure, The beams are the Level force transmission components. The flat slab structure, compared with beam slab structure have advantages apparent in the economyand effectivelyreduce the storeyheight, but relativelyweak anti-seismic capability. Based on the actual engineering——the frame-core tube structure with flat slabs "YINGLONG commercial building" devised byShenzhen institute of building research as the research object, the model is built byusing fem software MIDAS,and build ordinaryframe-core tube structure as reference system,do posh-over analysis of two models and studies the push bythe same earthquake effect both seismic performance indicators. Meanwhile establish ABAQUS model to do dynamic nonlinear analysis, focus on the damage of floor under the action of earthquake. Through the above two methods to evaluate seismic performance of the frame-core tube structure with flat slabs, Summarizes its common mechanical mechanism、failure modes and the applicable conditions. Finally, compare earthquake responses of each model with plates of different thickness.
Through this research results, hope for the future of the high-rise building structural design provides a good example for reference, and puts forward a new thought and feasibilitystudy, to enrich structure seismic theoryresearch has certain theoretical significance.
一般的框架-核心筒结构是用楼面梁作为传力构件。相比梁板式结构,无梁楼盖结构在经济性和有效降低层高方面的优势明显,但是抗震能力相对较弱。本文以实际工程——深圳市建筑科学研究院设计的无梁楼盖框架-核心筒结构“英龙国际商务大厦”为研究对象,用有限元软件MIDAS建立模型并建立梁板式框架-核心筒模型进行对比,对模型进行了静力推覆分析,研究了相同地震作用下二者的抗震性能指标。同时建立ABAQUS模型对此结构进行了动力弹塑性时程分析,重点研究了楼盖在不同地震烈度作用下的损伤情况。通过以上两种方法评价无梁楼盖框架-核心筒结构体系的抗震性能,总结出该结构形式的普遍受力机制、破坏形式以及适用情况。并对比不同楼盖厚度结构的地震反应,分析了板厚对结构的抗震性能的影响。
通过本文的研究结果,希望对今后的高层建筑结构设计提供一个良好的借鉴实例,同时提出一种新思路和可行性研究,对于丰富结构体系抗震理论研究有一定的理论意义。
At present, the domestic and international high-level and super-high buildings, mainly use the frame-core tube structure and the tube in tube structure to resist horizontal seismic load and wind load. In the frame-core tube structure, the level component of contacting inside and outside is played an important role of coordinating deformation and transfering horizontal load.
In general frame-core tube structure, The beams are the Level force transmission components. The flat slab structure, compared with beam slab structure have advantages apparent in the economyand effectivelyreduce the storeyheight, but relativelyweak anti-seismic capability. Based on the actual engineering——the frame-core tube structure with flat slabs "YINGLONG commercial building" devised byShenzhen institute of building research as the research object, the model is built byusing fem software MIDAS,and build ordinaryframe-core tube structure as reference system,do posh-over analysis of two models and studies the push bythe same earthquake effect both seismic performance indicators. Meanwhile establish ABAQUS model to do dynamic nonlinear analysis, focus on the damage of floor under the action of earthquake. Through the above two methods to evaluate seismic performance of the frame-core tube structure with flat slabs, Summarizes its common mechanical mechanism、failure modes and the applicable conditions. Finally, compare earthquake responses of each model with plates of different thickness.
Through this research results, hope for the future of the high-rise building structural design provides a good example for reference, and puts forward a new thought and feasibilitystudy, to enrich structure seismic theoryresearch has certain theoretical significance.
引文
[1] Khan F R, Amin N R. Analysis and Design of Framed Tube Structures for Tall Concrete Buildings[J]. Special Publication, 1972,36:39-60.
[2]容柏生.广东国际大厦63层主塔楼结构设计分析[J].建筑结构学报, 1989(1):46-61.
[3] Brotchie J F. General Method for Analysis of Flat Slabs and Plates, 1957[C]. ACI.
[4] Regan P E, Association C I R A. Behaviour of Reinforced Concrete Flat Slabs[M]. Construction Inudstry Research and Information Association, 1981.
[5]何文娟,方鹏.无梁楼盖设计探讨[J].四川建材, 2010(2):41-42.
[6]张川莎.水平荷载作用下无梁楼盖受力行为及设计方法的研究[D].成都:西南交通大学学位论文, 2007.
[7] Hanson N W, Hanson J M. Shear and Moment Transfer between Concrete Slabs and Columns[J]. J Portland Cement Ass Res Develop Lab, 1968,10(1):2-16.
[8] Gilbert S G, Glass C. Punching Failure of Reinforced Concrete Flat Slabs at Edge Columns[J]. Structural Engineer. Part B, 1987,65:16.
[9] Albrecht U. Design of Flat Slabs for Punching-European and North American practices[J]. Cement and Concrete Composites, 2002,24(6): 531-538.
[10]徐姣娟.浅谈地下车库中应用无梁楼盖结构的设计方法[J].生命与灾害, 2010(S1):44-45.
[11]凌岚,陆洲导.无梁楼盖结构的弹性与塑性计算方法[J].山西建筑, 2007(26):10-11.
[12]应晓霖.预应力无梁楼盖结构的经济性分析[J].浙江建筑, 2005:136-137.
[13] Timoshenko S P, Woinowsky'-Krieger S. Theory of Plates and Sheils, II Second Edition, McGraw-Hill Book Co., Bew York, 1959. li. Westergaard, HM, and Slater, w. A[J]. Moments and Stresses in Slabs," Proc. Am. Cone.Inst, 1921.
[14] Negro P, Colombo A. Irregularities induced by Nonstructural Masonry Panels in Framed Buildings[J]. Engineering structures,1997,19(7):576-585.
[15]舒兆发,李定国.配置抗冲切钢筋的混凝土板柱连接的强度和性能试验研究[J].湖南大学学报(自然科学版), 1987,1.
[16]周军,吕西林.混凝土平板结构中柱节点在剪力与不平衡弯矩共同作用下的分析研究[J].建筑结构学报, 1997,18(005):32-42.
[17]李俊兰,吕西林,周德源.地震作用下板柱结构等代框架法计算模型的研究[J].建筑结构学报, 1999,20(1):39-45.
[18]张宇峰,吕志涛.边梁对板柱结构等代框架宽度取值的影响[J].建筑结构, 2001,31(2):43-46.
[19]周威,许名鑫.带无梁楼盖的框架-核心筒结构设计中三个问题分析[J].结构工程师, 2009(3):7-11.
[20]缪志伟,叶列平,陆新征.框架-核心筒混合结构的三维弹塑性抗震分析,中国北京, 2008[C].
[21] Krawinkler H, Seneviratna G. Pros and Cons of a Pushover Analysis of Seismic Performance Evaluation[J]. Engineering Structures, 1998, 20(4-6): 452-464.
[22] Lawson R S, Vance V, Krawinkler H. Nonlinear Static Push-over Analysis-why, when, and how? 1994[C].
[23] Kim S, D'Amore E. Push-over Analysis Procedure in Earthquake Engineering[J]. Earthquake Spectra, 1999,15:417.
[24] Xilin L U, Jiejiang Z. Push-over Analysis of High-rise Buildings and Its Influence on Structural Design[J]. Journal of Building Structures, 2005,26:6-100.
[25] Kilar V, Fajfar P. SIMPLE Push‐over Analysis of Asymmetric Buildings [J]. Earthquake engineering & structural dynamics, 1997,26(2):233-249.
[26]中国建筑科学研究院. GB 50011-2001(2008)建筑抗震设计规范[S].国家质检总局, 2001.
[27] Freeman S A, Nicoletti J P, Tyrell J V. Evaluations of Existing Buildings for Seismic Risk-A Case Study of Puget Sound Naval Shipyard, Bremerton, Washington, 1975[C].
[28] Saiidi M, Sozen M A. Simple Nonlinear Seismic Analysis of R/C Structures[J]. Journal of the Structural Division, 1981,107(5):937-953.
[29] Fajfar P, Ga Per I P. The N2 method for The Seismic Damage Analysis of RC Buildings[J]. Earthquake Engineering & Structural Dynamics, 1996,25(1):31-46.
[30] Elnashai A S. Do we Really Need Inelastic Dynamic Analysis?[J]. Journal of Earthquake Engineering, 2002,6:123-130.
[31] Chopra A K, Goel R K. A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Buildings[J]. Earthquake Engineering & Structural Dynamics, 2002,31(3):561-582.
[32]钱稼茹,罗文斌.静力弹塑性分析——基于性能/位移抗震设计的分析工具[J].建筑结构, 2000(6):23-26.
[33]欧进萍,侯爽,周道成,等.钢筋混凝土结构预期使用期可靠度设计实用方法[J].建筑结构学报, 2008(5):120-127.
[34]魏巍,冯启民.几种push-over分析方法对比研究[J].地震工程与工程振动, 2002(4):66-73.
[35]朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用[J].地震工程与工程振动, 2003(2):26-36.
[36]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报, 2003(11):44-49.
[37]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动, 2004(3):89-97.
[38]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究,中国北京, 2006[C].
[39] Bathe K J, Ozdemir H, Wilson E L. Static and Dynamic Geometric and Material Nonlinear Analysis[M]. Structural Engineering Laboratory, University of California, 1974.
[40] Fajfar P. Structural Analysis In Earthquake Engineering–A Breakthrough of Simplified Non-linear Methods, 2002[C].
[41] JGJ 3-2002高层建筑混凝土结构技术规程[S].行业标准-建筑工业, 2002.
[42]王栋.带伸臂的框架—核心筒结构力学性能分析[D].兰州:兰州理工大学学位论文, 2008.
[43]吴京,孟少平,邹滨.预应力混凝土框架结构抗震推倒分析[J].工业建筑, 2002(10):7-9.
[44]李有香.钢筋混凝土框架结构耗能机理与延性设计[D].合肥:合肥工业大学学位论文, 2006.
[45]陆云.筒体结构抗震性能研究[D].上海:同济大学学位论文, 2007.
[46]中国建筑科学研究院. GB 50010-2002(2008)混凝土结构设计规范[S].国家质检总局.
[2]容柏生.广东国际大厦63层主塔楼结构设计分析[J].建筑结构学报, 1989(1):46-61.
[3] Brotchie J F. General Method for Analysis of Flat Slabs and Plates, 1957[C]. ACI.
[4] Regan P E, Association C I R A. Behaviour of Reinforced Concrete Flat Slabs[M]. Construction Inudstry Research and Information Association, 1981.
[5]何文娟,方鹏.无梁楼盖设计探讨[J].四川建材, 2010(2):41-42.
[6]张川莎.水平荷载作用下无梁楼盖受力行为及设计方法的研究[D].成都:西南交通大学学位论文, 2007.
[7] Hanson N W, Hanson J M. Shear and Moment Transfer between Concrete Slabs and Columns[J]. J Portland Cement Ass Res Develop Lab, 1968,10(1):2-16.
[8] Gilbert S G, Glass C. Punching Failure of Reinforced Concrete Flat Slabs at Edge Columns[J]. Structural Engineer. Part B, 1987,65:16.
[9] Albrecht U. Design of Flat Slabs for Punching-European and North American practices[J]. Cement and Concrete Composites, 2002,24(6): 531-538.
[10]徐姣娟.浅谈地下车库中应用无梁楼盖结构的设计方法[J].生命与灾害, 2010(S1):44-45.
[11]凌岚,陆洲导.无梁楼盖结构的弹性与塑性计算方法[J].山西建筑, 2007(26):10-11.
[12]应晓霖.预应力无梁楼盖结构的经济性分析[J].浙江建筑, 2005:136-137.
[13] Timoshenko S P, Woinowsky'-Krieger S. Theory of Plates and Sheils, II Second Edition, McGraw-Hill Book Co., Bew York, 1959. li. Westergaard, HM, and Slater, w. A[J]. Moments and Stresses in Slabs," Proc. Am. Cone.Inst, 1921.
[14] Negro P, Colombo A. Irregularities induced by Nonstructural Masonry Panels in Framed Buildings[J]. Engineering structures,1997,19(7):576-585.
[15]舒兆发,李定国.配置抗冲切钢筋的混凝土板柱连接的强度和性能试验研究[J].湖南大学学报(自然科学版), 1987,1.
[16]周军,吕西林.混凝土平板结构中柱节点在剪力与不平衡弯矩共同作用下的分析研究[J].建筑结构学报, 1997,18(005):32-42.
[17]李俊兰,吕西林,周德源.地震作用下板柱结构等代框架法计算模型的研究[J].建筑结构学报, 1999,20(1):39-45.
[18]张宇峰,吕志涛.边梁对板柱结构等代框架宽度取值的影响[J].建筑结构, 2001,31(2):43-46.
[19]周威,许名鑫.带无梁楼盖的框架-核心筒结构设计中三个问题分析[J].结构工程师, 2009(3):7-11.
[20]缪志伟,叶列平,陆新征.框架-核心筒混合结构的三维弹塑性抗震分析,中国北京, 2008[C].
[21] Krawinkler H, Seneviratna G. Pros and Cons of a Pushover Analysis of Seismic Performance Evaluation[J]. Engineering Structures, 1998, 20(4-6): 452-464.
[22] Lawson R S, Vance V, Krawinkler H. Nonlinear Static Push-over Analysis-why, when, and how? 1994[C].
[23] Kim S, D'Amore E. Push-over Analysis Procedure in Earthquake Engineering[J]. Earthquake Spectra, 1999,15:417.
[24] Xilin L U, Jiejiang Z. Push-over Analysis of High-rise Buildings and Its Influence on Structural Design[J]. Journal of Building Structures, 2005,26:6-100.
[25] Kilar V, Fajfar P. SIMPLE Push‐over Analysis of Asymmetric Buildings [J]. Earthquake engineering & structural dynamics, 1997,26(2):233-249.
[26]中国建筑科学研究院. GB 50011-2001(2008)建筑抗震设计规范[S].国家质检总局, 2001.
[27] Freeman S A, Nicoletti J P, Tyrell J V. Evaluations of Existing Buildings for Seismic Risk-A Case Study of Puget Sound Naval Shipyard, Bremerton, Washington, 1975[C].
[28] Saiidi M, Sozen M A. Simple Nonlinear Seismic Analysis of R/C Structures[J]. Journal of the Structural Division, 1981,107(5):937-953.
[29] Fajfar P, Ga Per I P. The N2 method for The Seismic Damage Analysis of RC Buildings[J]. Earthquake Engineering & Structural Dynamics, 1996,25(1):31-46.
[30] Elnashai A S. Do we Really Need Inelastic Dynamic Analysis?[J]. Journal of Earthquake Engineering, 2002,6:123-130.
[31] Chopra A K, Goel R K. A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Buildings[J]. Earthquake Engineering & Structural Dynamics, 2002,31(3):561-582.
[32]钱稼茹,罗文斌.静力弹塑性分析——基于性能/位移抗震设计的分析工具[J].建筑结构, 2000(6):23-26.
[33]欧进萍,侯爽,周道成,等.钢筋混凝土结构预期使用期可靠度设计实用方法[J].建筑结构学报, 2008(5):120-127.
[34]魏巍,冯启民.几种push-over分析方法对比研究[J].地震工程与工程振动, 2002(4):66-73.
[35]朱杰江,吕西林,容柏生.复杂体型高层结构的推覆分析方法和应用[J].地震工程与工程振动, 2003(2):26-36.
[36]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报, 2003(11):44-49.
[37]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动, 2004(3):89-97.
[38]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究,中国北京, 2006[C].
[39] Bathe K J, Ozdemir H, Wilson E L. Static and Dynamic Geometric and Material Nonlinear Analysis[M]. Structural Engineering Laboratory, University of California, 1974.
[40] Fajfar P. Structural Analysis In Earthquake Engineering–A Breakthrough of Simplified Non-linear Methods, 2002[C].
[41] JGJ 3-2002高层建筑混凝土结构技术规程[S].行业标准-建筑工业, 2002.
[42]王栋.带伸臂的框架—核心筒结构力学性能分析[D].兰州:兰州理工大学学位论文, 2008.
[43]吴京,孟少平,邹滨.预应力混凝土框架结构抗震推倒分析[J].工业建筑, 2002(10):7-9.
[44]李有香.钢筋混凝土框架结构耗能机理与延性设计[D].合肥:合肥工业大学学位论文, 2006.
[45]陆云.筒体结构抗震性能研究[D].上海:同济大学学位论文, 2007.
[46]中国建筑科学研究院. GB 50010-2002(2008)混凝土结构设计规范[S].国家质检总局.
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