防屈曲支撑钢框架结构抗震性能分析
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摘要
钢结构轻质高强和支撑框架水平刚度较大的特征,使得支撑钢框架在抗震设防区具有一定的应用优势。但普通支撑在大震作用下存在受压屈曲的问题,实践证明大震时支撑的反复压曲会使震害加剧。防屈曲支撑是普通支撑的改进,通过限制支撑受压屈曲,使支撑在拉压下都表现为全截面屈服。通过合理的设计,可以使防屈曲支撑在罕遇地震发生时能够率先屈服,利用其滞回行为消耗地震输入能量,保护主体框架结构。
本文首先对防屈曲支撑构件进行了简单的理论分析,给出了支撑受轴力时内核单元全截面屈服发生在整体失稳和自身失稳之前的条件、内核单元与约束单元之间间隙的确定方法。
分别对普通中心支撑框架结构、采用与普通中心支撑框架结构相同支撑截面面积的防屈曲中心支撑框架结构、采用减小支撑截面面积的防屈曲中心支撑框架结构、采用低屈服点钢材的防屈曲中心支撑框架结构四类模型进行了大震时程分析。发现采用与普通支撑面积相等的防屈曲支撑,结构响应变化不明显;采用减小面积的防屈曲支撑,顶层绝对加速度峰值、层剪力和底部剪力峰值都有所减小,而结构的位移响应比较接近;采用低屈服点钢材的防屈曲支撑,不仅解决了支撑杆件的失稳问题,而且减小了结构位移等响应。
对比了梁柱铰接时上述支撑框架结构在大震下的时程响应。发现采用与普通支撑面积相等的防屈曲支撑,结构位移响应略有减小;采用减小面积的防屈曲支撑,顶层绝对加速度峰值、层剪力和底部剪力峰值都有所减小,而结构位移响应仍然比较接近;采用低屈服点钢材的防屈曲支撑,不仅解决了支撑杆件的失稳问题,而且减小了结构位移等响应。
结合大唐长山热电厂主厂房支撑框架结构,对比了采用普通支撑和防屈曲支撑时的弹塑性动力时程响应。发现采用防屈曲支撑可以避免支撑杆件失稳,支撑在受压时各项动力响应都有所减小,优势明显,但在受拉时这种优势并不明显,而且支撑采用低屈服点钢材时进入塑性较早还可能增大结构侧移。
The steel structure is light-weight and high-strength , and braced frame has good lateral load stiffness ,these advantages make braced frame play a important role in the seismic zone. However, common brace will buckle under big earthquakes. Diagonal and V-shape concentric braces were ever popular in seismic regions, but actuality convinced that the degradation of such braces in stiffness and strength caused by buckling aggravated the damage to the steel frames under severe earthquakes.
The Buckling-Restrained Brace (BRB) is a new brace compared to common brace. The compression and tension loads are designed to be carried only by the core by means of unbounded layer to allow the free slip between the core and the surrounding concrete. The BRB can reach and retain fully sectional yielding of the core under compression, and exhibits stable hysteretic behavior when cyclically loaded.
This text first simply analyzed the theory of the Buckling-Restrained Brace,deduced the formula of fully sectional yielding of the core before buckling that when BRB was carried to axial force, and the clearance between the central steel core and restriction part.
By analyzing the time-history of the followed four models: common central braced frame, central braced frame using BRB with the same area, central braced frame using BRB with smaller area, central braced frame using BRB with low yield point steel on big earthquake ,we find that using BRB with the same area of common brace, the change of responses of construction was little ;if using BRB with smaller area,peak values of absolute acceleration of top floor and bottom shear all became smaller, but the change of displacement response of construction was also little; using BRB with low yield point steel, can not only solved the problem of buckling, but also all decreased displacement response.
By comparing the time-history response of hinge braced frame structure under big earthquake we find that if using BRB with the same area of common brace, the responses of construction changed a little smaller;if using BRB with smaller area,peak values of absolute acceleration of top floor and bottom shear all became smaller, but the change of displacement response of construction was also little; if using BRB with low yield point steel, can not only solve the problem of buckling, protracted fatigue damages life ,but also decrease all responses of construction especially displacement response.
Combining with main frame of CHANGSAN power house ,we did some comparison on the time-history response of the common brace and BRB, and find that the plastic dynamic analysis of BRB frame showed that BRB could solve the problem of buckling, under press force all responses of construction became smaller but under pull force the change was not obvious,and that the lateral displacement maybe become larger due to low yield point.
本文首先对防屈曲支撑构件进行了简单的理论分析,给出了支撑受轴力时内核单元全截面屈服发生在整体失稳和自身失稳之前的条件、内核单元与约束单元之间间隙的确定方法。
分别对普通中心支撑框架结构、采用与普通中心支撑框架结构相同支撑截面面积的防屈曲中心支撑框架结构、采用减小支撑截面面积的防屈曲中心支撑框架结构、采用低屈服点钢材的防屈曲中心支撑框架结构四类模型进行了大震时程分析。发现采用与普通支撑面积相等的防屈曲支撑,结构响应变化不明显;采用减小面积的防屈曲支撑,顶层绝对加速度峰值、层剪力和底部剪力峰值都有所减小,而结构的位移响应比较接近;采用低屈服点钢材的防屈曲支撑,不仅解决了支撑杆件的失稳问题,而且减小了结构位移等响应。
对比了梁柱铰接时上述支撑框架结构在大震下的时程响应。发现采用与普通支撑面积相等的防屈曲支撑,结构位移响应略有减小;采用减小面积的防屈曲支撑,顶层绝对加速度峰值、层剪力和底部剪力峰值都有所减小,而结构位移响应仍然比较接近;采用低屈服点钢材的防屈曲支撑,不仅解决了支撑杆件的失稳问题,而且减小了结构位移等响应。
结合大唐长山热电厂主厂房支撑框架结构,对比了采用普通支撑和防屈曲支撑时的弹塑性动力时程响应。发现采用防屈曲支撑可以避免支撑杆件失稳,支撑在受压时各项动力响应都有所减小,优势明显,但在受拉时这种优势并不明显,而且支撑采用低屈服点钢材时进入塑性较早还可能增大结构侧移。
The steel structure is light-weight and high-strength , and braced frame has good lateral load stiffness ,these advantages make braced frame play a important role in the seismic zone. However, common brace will buckle under big earthquakes. Diagonal and V-shape concentric braces were ever popular in seismic regions, but actuality convinced that the degradation of such braces in stiffness and strength caused by buckling aggravated the damage to the steel frames under severe earthquakes.
The Buckling-Restrained Brace (BRB) is a new brace compared to common brace. The compression and tension loads are designed to be carried only by the core by means of unbounded layer to allow the free slip between the core and the surrounding concrete. The BRB can reach and retain fully sectional yielding of the core under compression, and exhibits stable hysteretic behavior when cyclically loaded.
This text first simply analyzed the theory of the Buckling-Restrained Brace,deduced the formula of fully sectional yielding of the core before buckling that when BRB was carried to axial force, and the clearance between the central steel core and restriction part.
By analyzing the time-history of the followed four models: common central braced frame, central braced frame using BRB with the same area, central braced frame using BRB with smaller area, central braced frame using BRB with low yield point steel on big earthquake ,we find that using BRB with the same area of common brace, the change of responses of construction was little ;if using BRB with smaller area,peak values of absolute acceleration of top floor and bottom shear all became smaller, but the change of displacement response of construction was also little; using BRB with low yield point steel, can not only solved the problem of buckling, but also all decreased displacement response.
By comparing the time-history response of hinge braced frame structure under big earthquake we find that if using BRB with the same area of common brace, the responses of construction changed a little smaller;if using BRB with smaller area,peak values of absolute acceleration of top floor and bottom shear all became smaller, but the change of displacement response of construction was also little; if using BRB with low yield point steel, can not only solve the problem of buckling, protracted fatigue damages life ,but also decrease all responses of construction especially displacement response.
Combining with main frame of CHANGSAN power house ,we did some comparison on the time-history response of the common brace and BRB, and find that the plastic dynamic analysis of BRB frame showed that BRB could solve the problem of buckling, under press force all responses of construction became smaller but under pull force the change was not obvious,and that the lateral displacement maybe become larger due to low yield point.
引文
1郭继武.建筑抗震设计.中国建筑工业出版社, 2002: 12~13
2周福霖.工程结构减震控制.地震出版社, 1997: 5~12
3赵西安.高层建筑结构实用设计方法.同济大学出版社, 1998: 1~5
4蒋运林,熊猛.高层建筑钢结构的特点及其在我国的发展与展望.四川建筑科学研究. 2003, 29(3): 31~32
5宫海,李国强.多高层建筑钢结构实用优化方法研究.结构工程师. 2006, 22(1): 1~5
6中华人民共和国国家标准.建筑抗震设计规范.中国建筑工业出版社, 2002: 1~40
7刘建彬.防屈曲支撑及防屈曲支撑钢框架的设计理论研究.清华大学学位论文. 2005: 1~107
8张耀春,周绪红.钢结构设计原理.高等教育出版社, 2004: 2~3
9包世华.新编高层建筑结构.中国水利水电出版社, 2001: 10~24
10陈富生,邱国桦.高层建筑钢结构设计.中国建筑工业出版社, 2004: 12~14
11张龙飞,卢春亭.多高层建筑钢结构中几种抗侧力的性能特点.中国电子科技期刊出版社, 2004: 74~75
12刘大海,杨翠如,钟锡根.高层建筑抗震设计.中国建筑工业出版社, 1993: 53~57.
13连尉安.焊接工字形钢支撑低周疲劳性能及其应用研究.哈尔滨工业大学博士学位论文. 2006: 1~155
14汪家铭,中岛正爱.屈曲约束支撑体系的研究与进展(Ⅰ).陆烨.建筑钢结构进展. 2005, 7(1): 1~12
15谢强,赵亮.屈曲约束支撑的研究进展及其应用.钢结构. 2006, 21(1):46~48
16谢强,赵亮.屈曲约束支撑的研究进展及在抗震加固中的应用.地震工程与工程振动. 2006, 26(3):100~103
17 Wakabayashi, M. Experimental Study of Elastic-plastic Properties of PC Wall Panel with Built-in Insulating Braces. Proc. Summaries of Tech. Papers of Annu.Meeting:1041~1044
18 Fijumoto, M. A Study on the Unbonded Brace Encased in Buckling-Restraining Concrete and Steel Tube. Journal of Structural and Construction Engineering.(34B):249~258
19 Tada, M. Horizontally Loading Test of the Steel Frame Braced with Double-Tube Members. Annual Technical Papers of Steel Structures. (1): 203~208
20 Iwata, M., Kato, T., Wada, A. Buckling-restrained Braces as Hysteretic Dampers. Proceedings, STESSA, Quebec, Canada: 33~38
21 Clark, P. Design Procedures for Buildingns Incorporating Hystiretic Dam-ping Devices. Structural Engineers Association of California, Proceeding 68th Anuual Convention, Santa Barbara, California 1999
22 Nakamura, H., Takeuchi, T. Fatigue Properties of Practical-Scale Unbonded Braces. Nippon Steel Technical Report No.82. July 2000
23 Koetaka, Y., Narihara, H. Experimental Study on Buckling Restrained Braces. Proceedings of Sixth Pacific Structural Steel Conference, Beijing, China. Oct. 2001
24 Lai J. W. and Tsai K. C. Research and Application fo Buckling Restuained Braces in Taiwan.2004 ANCER Annual Meeting: The Sheraton Princess Kaiulani, Honolulu,Hawaii.July,2004
25蔡克铨.黄彦智等.双管式挫屈束制(屈曲约束)支撑之耐震行为与应用.建筑钢结构进展. 2005, 7(3):1~4
26 Field, C. J. Simulation of Full-scale Seismic-resistant Structural Frame Tests Using LS-DYNA 960 Implicit Solver.4th European LS-DYNA Users Confe-rence, Chapter H, Session I, Paper H-I-17. ULM, Gdrmany. May 2003
27李妍.吴斌.防屈曲支撑阻尼器的实验研究.土木工程学报.2006,39(7)9~12
28 Yamaguchi, M. Full-Scale Shaking Table Test of Damage Tolerant Structure with a Buckling Restrained Brace. Joumal of Structural and Construction Eigineering, Architectural Instirute of Japan
29 Sabelli, R. Seinmic Demands on Steel Braced Frame Buildings with Buckling-Restrained Braces.Engineering Structures. 2003, 25(5):655~666
30 Kim, J. Siesmic Design of Low-rise Steel Frames with Buckling-restrained Braces. Engineering Structures. 2004, 26(6):693~706
31汪家铭,中岛正爱.屈曲约束支撑体系的研究与进展(Ⅱ).建筑钢结构进展.陆烨. 2005,7(2):1~11
32申波,邓长根.改善受压构件屈曲性能的组件和装置.科学技术与工程. 2006,6(13):1983~1987
33 Stephen, P. and James, M. Theory of Elastic Stability, McGraw-Hill 17th Printing, 1985
34 Inoue, K., Sawaizumi, S. and Higashibata, Y. Stiffening Requirements for Unbonded Braces Encased in Concrete Panels. Journal of Structural Engi-neering. 127(6):712~719. June 2001
35 Tremblay, R. Inelastic Seismic Response of Steel Bracing Members. Journal of Constructional Steel Research. 2002, 58(5): 665~701
36 Usami, T. A Seismic Upgrading Method for Steel Arch Bridges Using Buckling-restrained Braces. Earthquake Engineering and Structural Dyna-mics. 2005,34:471~496
37徐芝纶.弹性力学简明教程.人民教育出版社, 1981: 12~35
38 Remennikov. A Note on Compression Strength Reduction Factor for a Buckled Strut in Seismic-resisting Braced System. Engineering Structures. 1998, 20(8): 779~782
39 Popov, P. Inelastic Cyclic Behavior of Tubular Braced Frames. Journal of Structural Division. 1980, 106: 2375~2390
40 Robert, T. Seismic Design of Steel Building Canadian Journal of Civil Engineering. 1996, (23): 727~756
41 Tremblay, R. Inelastic Seismic Response of Steel Bracing Members. Journal of Constructional Steel Research. 2002, 58(5): 665~701
42中华人民共和国国家标准.建筑结构荷载规范.中国建筑工业出版社, 2002:1~45
43中华人民共和国国家标准.钢结构设计规范.中国计划出版社, 2002:1~59
44中华工程建设标准化协会标准.建筑工程抗震性态设计通则(试用).中国计划出版社, 2004:1~377
45中华人民共和国国家标准.高程民用建筑钢结构技术规程.中国建筑工业出版社, 2002:6~21
2周福霖.工程结构减震控制.地震出版社, 1997: 5~12
3赵西安.高层建筑结构实用设计方法.同济大学出版社, 1998: 1~5
4蒋运林,熊猛.高层建筑钢结构的特点及其在我国的发展与展望.四川建筑科学研究. 2003, 29(3): 31~32
5宫海,李国强.多高层建筑钢结构实用优化方法研究.结构工程师. 2006, 22(1): 1~5
6中华人民共和国国家标准.建筑抗震设计规范.中国建筑工业出版社, 2002: 1~40
7刘建彬.防屈曲支撑及防屈曲支撑钢框架的设计理论研究.清华大学学位论文. 2005: 1~107
8张耀春,周绪红.钢结构设计原理.高等教育出版社, 2004: 2~3
9包世华.新编高层建筑结构.中国水利水电出版社, 2001: 10~24
10陈富生,邱国桦.高层建筑钢结构设计.中国建筑工业出版社, 2004: 12~14
11张龙飞,卢春亭.多高层建筑钢结构中几种抗侧力的性能特点.中国电子科技期刊出版社, 2004: 74~75
12刘大海,杨翠如,钟锡根.高层建筑抗震设计.中国建筑工业出版社, 1993: 53~57.
13连尉安.焊接工字形钢支撑低周疲劳性能及其应用研究.哈尔滨工业大学博士学位论文. 2006: 1~155
14汪家铭,中岛正爱.屈曲约束支撑体系的研究与进展(Ⅰ).陆烨.建筑钢结构进展. 2005, 7(1): 1~12
15谢强,赵亮.屈曲约束支撑的研究进展及其应用.钢结构. 2006, 21(1):46~48
16谢强,赵亮.屈曲约束支撑的研究进展及在抗震加固中的应用.地震工程与工程振动. 2006, 26(3):100~103
17 Wakabayashi, M. Experimental Study of Elastic-plastic Properties of PC Wall Panel with Built-in Insulating Braces. Proc. Summaries of Tech. Papers of Annu.Meeting:1041~1044
18 Fijumoto, M. A Study on the Unbonded Brace Encased in Buckling-Restraining Concrete and Steel Tube. Journal of Structural and Construction Engineering.(34B):249~258
19 Tada, M. Horizontally Loading Test of the Steel Frame Braced with Double-Tube Members. Annual Technical Papers of Steel Structures. (1): 203~208
20 Iwata, M., Kato, T., Wada, A. Buckling-restrained Braces as Hysteretic Dampers. Proceedings, STESSA, Quebec, Canada: 33~38
21 Clark, P. Design Procedures for Buildingns Incorporating Hystiretic Dam-ping Devices. Structural Engineers Association of California, Proceeding 68th Anuual Convention, Santa Barbara, California 1999
22 Nakamura, H., Takeuchi, T. Fatigue Properties of Practical-Scale Unbonded Braces. Nippon Steel Technical Report No.82. July 2000
23 Koetaka, Y., Narihara, H. Experimental Study on Buckling Restrained Braces. Proceedings of Sixth Pacific Structural Steel Conference, Beijing, China. Oct. 2001
24 Lai J. W. and Tsai K. C. Research and Application fo Buckling Restuained Braces in Taiwan.2004 ANCER Annual Meeting: The Sheraton Princess Kaiulani, Honolulu,Hawaii.July,2004
25蔡克铨.黄彦智等.双管式挫屈束制(屈曲约束)支撑之耐震行为与应用.建筑钢结构进展. 2005, 7(3):1~4
26 Field, C. J. Simulation of Full-scale Seismic-resistant Structural Frame Tests Using LS-DYNA 960 Implicit Solver.4th European LS-DYNA Users Confe-rence, Chapter H, Session I, Paper H-I-17. ULM, Gdrmany. May 2003
27李妍.吴斌.防屈曲支撑阻尼器的实验研究.土木工程学报.2006,39(7)9~12
28 Yamaguchi, M. Full-Scale Shaking Table Test of Damage Tolerant Structure with a Buckling Restrained Brace. Joumal of Structural and Construction Eigineering, Architectural Instirute of Japan
29 Sabelli, R. Seinmic Demands on Steel Braced Frame Buildings with Buckling-Restrained Braces.Engineering Structures. 2003, 25(5):655~666
30 Kim, J. Siesmic Design of Low-rise Steel Frames with Buckling-restrained Braces. Engineering Structures. 2004, 26(6):693~706
31汪家铭,中岛正爱.屈曲约束支撑体系的研究与进展(Ⅱ).建筑钢结构进展.陆烨. 2005,7(2):1~11
32申波,邓长根.改善受压构件屈曲性能的组件和装置.科学技术与工程. 2006,6(13):1983~1987
33 Stephen, P. and James, M. Theory of Elastic Stability, McGraw-Hill 17th Printing, 1985
34 Inoue, K., Sawaizumi, S. and Higashibata, Y. Stiffening Requirements for Unbonded Braces Encased in Concrete Panels. Journal of Structural Engi-neering. 127(6):712~719. June 2001
35 Tremblay, R. Inelastic Seismic Response of Steel Bracing Members. Journal of Constructional Steel Research. 2002, 58(5): 665~701
36 Usami, T. A Seismic Upgrading Method for Steel Arch Bridges Using Buckling-restrained Braces. Earthquake Engineering and Structural Dyna-mics. 2005,34:471~496
37徐芝纶.弹性力学简明教程.人民教育出版社, 1981: 12~35
38 Remennikov. A Note on Compression Strength Reduction Factor for a Buckled Strut in Seismic-resisting Braced System. Engineering Structures. 1998, 20(8): 779~782
39 Popov, P. Inelastic Cyclic Behavior of Tubular Braced Frames. Journal of Structural Division. 1980, 106: 2375~2390
40 Robert, T. Seismic Design of Steel Building Canadian Journal of Civil Engineering. 1996, (23): 727~756
41 Tremblay, R. Inelastic Seismic Response of Steel Bracing Members. Journal of Constructional Steel Research. 2002, 58(5): 665~701
42中华人民共和国国家标准.建筑结构荷载规范.中国建筑工业出版社, 2002:1~45
43中华人民共和国国家标准.钢结构设计规范.中国计划出版社, 2002:1~59
44中华工程建设标准化协会标准.建筑工程抗震性态设计通则(试用).中国计划出版社, 2004:1~377
45中华人民共和国国家标准.高程民用建筑钢结构技术规程.中国建筑工业出版社, 2002:6~21