偏心支撑框架的设计计算方法
摘要
传统的高层钢结构体系有两种：抗弯框架和中心支撑框架。
抗弯框架具有良好的非弹性性能，并且柱间为无障碍空间，方便平面布置。但由于其柔性较大，楼层较多时满足侧移要求不够经济。
中心支撑框架具有很大的弹性刚度，在实际中应用广泛。但支撑的屈曲会使结构的承载力降低。
偏心支撑框架综合了抗弯框架和中心支撑框架的优点，能够提供很大的弹性刚度和非弹性能量耗散能力，以抵抗地震作用产生的侧向力。这种结构体系可以减少材料用量，并且在极限荷载情况下能够保持较好的延性。在强震区，偏心支撑框架是一种非常合适的结构形式，它具有良好的延性可以承受剧烈的循环荷载作用，在抗震结构中已得到了广泛的应用。
我国《建筑抗震设计规范》规定，8度以上宜采用偏心支撑，但我国至今没有一个自行设计的工程用过这种支撑。本文主要结合美国计算例题、相关规范，并依据我国规范，对偏心支撑框架的实际计算方法进行讨论，总结出适合我国规范和实际情况的偏心支撑框架设计计算方法。其中，重点介绍了各杆件的内力计算、消能梁段的设计、非消能梁段的设计、支撑的设计、柱的设计等，并附有算例，给工程设计提供理论基础和实用方法，有助于设计人员对该体系设计过程的了解和此种支撑的推广应用。
There are two systems of conventional tall steel buildings: moment-resisting frames and concentrically braced frames.
Moment-resisting frames have good inelastic behavior and are easy in interior planning thanks to being without obstacle between columns. Being with great flexibility, however, it is not economical to meet the inter story drift limit when the building is high.
Concentrically braced frames can provide high elastic stiffness and are widely used. But the buckling of the brace can make the capacity drop.
Eccentrically braced frames have the advantages of both moment-resisting frames and concentrically braced frames. This system can provide high elastic stiffness and large inelastic energy dissipation capacity in resisting lateral loads caused by seismic activity. They can reduce material consumption, and keep good ductility at extreme overloads. In high seismic regions, eccentrically braced frames are quite popular, they have good ductility and can sustain to severe cyclic loads, and they are used widely in seismic design. "Code for seismic design of building" stipulate, eccentrically braced frames are used in seismic regions No. 8 or above, but they have not yet used up to present time for buildings designed by domestic designers. In this paper, the practical calculations of eccentrically braced frames are discussed with reference to the US examples and codes on basis of the specifications of China. The calculations place emphasis on the internal force of elements, the design of links, the design of beams out side the links, the design of braces, the design of columns and so on, and the example is added. They provide the theoretical bases and practical way for project design, and are helpful to the comprehension of the design procedures for the designers and popularization of this system.
抗弯框架具有良好的非弹性性能，并且柱间为无障碍空间，方便平面布置。但由于其柔性较大，楼层较多时满足侧移要求不够经济。
中心支撑框架具有很大的弹性刚度，在实际中应用广泛。但支撑的屈曲会使结构的承载力降低。
偏心支撑框架综合了抗弯框架和中心支撑框架的优点，能够提供很大的弹性刚度和非弹性能量耗散能力，以抵抗地震作用产生的侧向力。这种结构体系可以减少材料用量，并且在极限荷载情况下能够保持较好的延性。在强震区，偏心支撑框架是一种非常合适的结构形式，它具有良好的延性可以承受剧烈的循环荷载作用，在抗震结构中已得到了广泛的应用。
我国《建筑抗震设计规范》规定，8度以上宜采用偏心支撑，但我国至今没有一个自行设计的工程用过这种支撑。本文主要结合美国计算例题、相关规范，并依据我国规范，对偏心支撑框架的实际计算方法进行讨论，总结出适合我国规范和实际情况的偏心支撑框架设计计算方法。其中，重点介绍了各杆件的内力计算、消能梁段的设计、非消能梁段的设计、支撑的设计、柱的设计等，并附有算例，给工程设计提供理论基础和实用方法，有助于设计人员对该体系设计过程的了解和此种支撑的推广应用。
There are two systems of conventional tall steel buildings: moment-resisting frames and concentrically braced frames.
Moment-resisting frames have good inelastic behavior and are easy in interior planning thanks to being without obstacle between columns. Being with great flexibility, however, it is not economical to meet the inter story drift limit when the building is high.
Concentrically braced frames can provide high elastic stiffness and are widely used. But the buckling of the brace can make the capacity drop.
Eccentrically braced frames have the advantages of both moment-resisting frames and concentrically braced frames. This system can provide high elastic stiffness and large inelastic energy dissipation capacity in resisting lateral loads caused by seismic activity. They can reduce material consumption, and keep good ductility at extreme overloads. In high seismic regions, eccentrically braced frames are quite popular, they have good ductility and can sustain to severe cyclic loads, and they are used widely in seismic design. "Code for seismic design of building" stipulate, eccentrically braced frames are used in seismic regions No. 8 or above, but they have not yet used up to present time for buildings designed by domestic designers. In this paper, the practical calculations of eccentrically braced frames are discussed with reference to the US examples and codes on basis of the specifications of China. The calculations place emphasis on the internal force of elements, the design of links, the design of beams out side the links, the design of braces, the design of columns and so on, and the example is added. They provide the theoretical bases and practical way for project design, and are helpful to the comprehension of the design procedures for the designers and popularization of this system.
引文
[1] 陈绍蕃，钢结构设计原理，科学出版社。
[2] 建筑抗震设计规范(GB 50011)，北京：2001。
[3] 申林、蔡益燕、郁银泉，偏心支撑钢框架设计方法，建筑结构，2002。
[4] Popov、Engelhardt and Ricles ,Eccentrically Braced Frames: U.S. Practice, Engineering Journal, AISC, 2nd Quarter, 1989.
[5] 贾子文，Y型支撑钢框架耗能梁段性能分析，西安建筑科技大学硕士论文，2001。
[6] Merovich、Nicoletti and Hartle, Eccentric Bracing in Tall Buildings, J.Struct.Div., Vol. 108, No. ST9, ASCE, 1982, pp.2066-2080.
[7] Hjelmstad and Popov, Characteristic of Eccentrically Braced Frames,, J.Struct Eng., No.2, 1984.
[8] Malley and Popov, Shear Links in Eccentrically Braced Frames, J.Struct. Engrg., Vol.110, No.9, pp.2275-2295, ASCE, 1984.
[9] Popov, Seismic Steel System for Tall Buildings, Engineering Journal, AISC, Third Quartet', 1982.
[10] 蔡益燕，高层建筑的抗震钢框架系统，高层建筑钢结构设计参考资料选编，1986。
[11] Ricles and Popov, Composite Action in Eccentrically Braced Frames, J.Struct. Engrg., Vol. 115, No.8, ASCE, 1989, pp.2046-2065.
[12] Farzad Naeim, Seismic Design of Steel Structures, The Seismic Design Handbook, 2001.
[13] Roeder and Popov, Eccentrically Braced Steel Frames for Earthquakes, J.Struct. Div., Vol.104, No. ST3, ASCE, 1978, pp.391-411.
[14] Hjelmstad and Popov, Cyclic behavior and design of link beams, journal of Structure Engineering, Vol. 109, No.10, October, 1983.
[15] Manheim and Popov, Inelastic shear hinges in steel frames, Journal of Structure Engineering, Vol.109, No.9, September, 1984.
[16] Popov, An Update on Eccentric Seismic Bracing, Engineering Journal, AISC, 1980.
[17] Roeder and Popov, Design of an Eccentrically Braced Steel Frame, Engineering Journal, AISC, Third Quarter, 1978.
[18] Kasai and Popov, General behavior of WF steel shear link beams, Journal of Structure Engineering, Vol. 112, No.2, February, 1986.
[19] Kasai and Popov, Cyclic Web Buckling Control for Shear Link Beams, J.Struct. Engrg., Vol.112, No.3, pp.505-523, ASCE, 1986a.
[20] Seismic Provisions for Structural Steel Buildings, AISC 1997.
[21] Ghobarah and Ramadan, Effect of axial forces on the performance of links in eccentrically braced frames, Eng. Struct, 1990, Vol.12, April.
[22] Y. Fukumoto G. Lee, Stability and ductility of steel structures under cyclic loading, CRC Press, INC. 1992.
[23] Engelhardt and Popov, Experimental performance of long link in eccentrically braced frames, Journal of Structural Engineering, Vol. 108, No. 11, November, 1992.
[24] Ricles and Popov, Inelastic link element for EBF seismic analysis, Journal of Structural Engineering, Vol.120, No.2, February, 1994.
[25] Ramadan and Ghobarah, Analytical model for shear-link behavior, Journal of Structural Engineering, Vol. 121, No. 11, November, 1995.
[26] 于安林，EK型、Y型支撑的抗震性能试验研究，西安冶金建筑学院学报，Vol．22，No，33，Sep 1990．
[27] 钱稼茹、陈茂盛、张大中、王明弹，偏心支撑钢框架拟动力地震反应试验研究，工程抗震，No．1，1992．3．
[28] 钱稼茹、陈茂盛、张大中，偏心支撑钢框架在水平力作用下的试验研究和极限分析，建筑结构，No．4 1993．
[29] 杜肇民、高智、张宽虎、张忠利，折曲撑框架在低周反复荷载作用下的抗震性能试验研究与设计建议，建筑结构学报，Vol．13，No．5，1992．10．
[30] 刘季、周云、李暄，新型摩擦耗能支撑试验研究，工程抗震 No．2，1996．6．
[31] 杨蔚彪、严世超，钢制消能节点混凝土斜撑框架结构体系研究，工程抗震 No．2 1996．6．
[32] 刘伟庆、魏琏、韦承基、丁大均、李松柏，低周往复荷载作用下摩擦阻尼支撑框架的实验研究，土木工程学报 Vol．29，No．5 1996
[33] 方祥、叶燎原，平面杆系模型分析耗能支撑框架，工程抗震，No．1，1998．8．
[34] 中高层建筑减震耗能技术研究，建筑结构，No．11 1997．
[35] Roy Becker and Michael Ishler, Seismic Design Practice For Eccentrically Braced Frames, 1995.
[36] 高层民用建筑钢结构技术规程(JGJ99-98)，北京：1998。
[37] Load and Resistance Factor Design Specification for Structural Steel Buildings, 1986.
[38] 建筑荷载设计规范(GB 50009)，北京：2001。
[39] 钢结构设计规程(GB 50017)，北京：2001。
[40] 1994 Uniform Building Code.
[2] 建筑抗震设计规范(GB 50011)，北京：2001。
[3] 申林、蔡益燕、郁银泉，偏心支撑钢框架设计方法，建筑结构，2002。
[4] Popov、Engelhardt and Ricles ,Eccentrically Braced Frames: U.S. Practice, Engineering Journal, AISC, 2nd Quarter, 1989.
[5] 贾子文，Y型支撑钢框架耗能梁段性能分析，西安建筑科技大学硕士论文，2001。
[6] Merovich、Nicoletti and Hartle, Eccentric Bracing in Tall Buildings, J.Struct.Div., Vol. 108, No. ST9, ASCE, 1982, pp.2066-2080.
[7] Hjelmstad and Popov, Characteristic of Eccentrically Braced Frames,, J.Struct Eng., No.2, 1984.
[8] Malley and Popov, Shear Links in Eccentrically Braced Frames, J.Struct. Engrg., Vol.110, No.9, pp.2275-2295, ASCE, 1984.
[9] Popov, Seismic Steel System for Tall Buildings, Engineering Journal, AISC, Third Quartet', 1982.
[10] 蔡益燕，高层建筑的抗震钢框架系统，高层建筑钢结构设计参考资料选编，1986。
[11] Ricles and Popov, Composite Action in Eccentrically Braced Frames, J.Struct. Engrg., Vol. 115, No.8, ASCE, 1989, pp.2046-2065.
[12] Farzad Naeim, Seismic Design of Steel Structures, The Seismic Design Handbook, 2001.
[13] Roeder and Popov, Eccentrically Braced Steel Frames for Earthquakes, J.Struct. Div., Vol.104, No. ST3, ASCE, 1978, pp.391-411.
[14] Hjelmstad and Popov, Cyclic behavior and design of link beams, journal of Structure Engineering, Vol. 109, No.10, October, 1983.
[15] Manheim and Popov, Inelastic shear hinges in steel frames, Journal of Structure Engineering, Vol.109, No.9, September, 1984.
[16] Popov, An Update on Eccentric Seismic Bracing, Engineering Journal, AISC, 1980.
[17] Roeder and Popov, Design of an Eccentrically Braced Steel Frame, Engineering Journal, AISC, Third Quarter, 1978.
[18] Kasai and Popov, General behavior of WF steel shear link beams, Journal of Structure Engineering, Vol. 112, No.2, February, 1986.
[19] Kasai and Popov, Cyclic Web Buckling Control for Shear Link Beams, J.Struct. Engrg., Vol.112, No.3, pp.505-523, ASCE, 1986a.
[20] Seismic Provisions for Structural Steel Buildings, AISC 1997.
[21] Ghobarah and Ramadan, Effect of axial forces on the performance of links in eccentrically braced frames, Eng. Struct, 1990, Vol.12, April.
[22] Y. Fukumoto G. Lee, Stability and ductility of steel structures under cyclic loading, CRC Press, INC. 1992.
[23] Engelhardt and Popov, Experimental performance of long link in eccentrically braced frames, Journal of Structural Engineering, Vol. 108, No. 11, November, 1992.
[24] Ricles and Popov, Inelastic link element for EBF seismic analysis, Journal of Structural Engineering, Vol.120, No.2, February, 1994.
[25] Ramadan and Ghobarah, Analytical model for shear-link behavior, Journal of Structural Engineering, Vol. 121, No. 11, November, 1995.
[26] 于安林，EK型、Y型支撑的抗震性能试验研究，西安冶金建筑学院学报，Vol．22，No，33，Sep 1990．
[27] 钱稼茹、陈茂盛、张大中、王明弹，偏心支撑钢框架拟动力地震反应试验研究，工程抗震，No．1，1992．3．
[28] 钱稼茹、陈茂盛、张大中，偏心支撑钢框架在水平力作用下的试验研究和极限分析，建筑结构，No．4 1993．
[29] 杜肇民、高智、张宽虎、张忠利，折曲撑框架在低周反复荷载作用下的抗震性能试验研究与设计建议，建筑结构学报，Vol．13，No．5，1992．10．
[30] 刘季、周云、李暄，新型摩擦耗能支撑试验研究，工程抗震 No．2，1996．6．
[31] 杨蔚彪、严世超，钢制消能节点混凝土斜撑框架结构体系研究，工程抗震 No．2 1996．6．
[32] 刘伟庆、魏琏、韦承基、丁大均、李松柏，低周往复荷载作用下摩擦阻尼支撑框架的实验研究，土木工程学报 Vol．29，No．5 1996
[33] 方祥、叶燎原，平面杆系模型分析耗能支撑框架，工程抗震，No．1，1998．8．
[34] 中高层建筑减震耗能技术研究，建筑结构，No．11 1997．
[35] Roy Becker and Michael Ishler, Seismic Design Practice For Eccentrically Braced Frames, 1995.
[36] 高层民用建筑钢结构技术规程(JGJ99-98)，北京：1998。
[37] Load and Resistance Factor Design Specification for Structural Steel Buildings, 1986.
[38] 建筑荷载设计规范(GB 50009)，北京：2001。
[39] 钢结构设计规程(GB 50017)，北京：2001。
[40] 1994 Uniform Building Code.