ESTIMATION OF INITIAL TENSION OF CABLES IN MULTI-STOREY PRESTRESS-MEGA-BRACED STEEL FRAME STRUCTURE

Gu Sheng; Tang Baijian

doi:10.13204/j.gyjz201101027

Volume 41 Issue 1

Dec. 2014

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Gu Sheng, Tang Baijian. ESTIMATION OF INITIAL TENSION OF CABLES IN MULTI-STOREY PRESTRESS-MEGA-BRACED STEEL FRAME STRUCTURE[J]. INDUSTRIAL CONSTRUCTION, 2011, 41(1): 120-123. doi: 10.13204/j.gyjz201101027

Citation:

Gu Sheng, Tang Baijian. ESTIMATION OF INITIAL TENSION OF CABLES IN MULTI-STOREY PRESTRESS-MEGA-BRACED STEEL FRAME STRUCTURE[J]. INDUSTRIAL CONSTRUCTION, 2011, 41(1): 120-123. doi: 10.13204/j.gyjz201101027

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ESTIMATION OF INITIAL TENSION OF CABLES IN MULTI-STOREY PRESTRESS-MEGA-BRACED STEEL FRAME STRUCTURE

doi: 10.13204/j.gyjz201101027

1.
Department of Civil Engineering,Jiangsu University of Science and Technology,Zhenjiang 212003,China

Received Date: 2010-08-05
Publish Date: 2011-01-20

Abstract

Abstract

Based on steel frame structure and frame-brace structure,a new type of structure-prestress-mega-braced steel frame was presented.Firstly it was analyzed work principle of prestressed mega brace,then the rule of initial prestress value was proposed,further researching the estimate method of mega brace deformation to set up,theory of initial prestress in mega brace.Initial prestress value should comply in the rule that residual tension in compression brace is near to zero under exterior loads.The vertical displacement of multi-storey prestress-mega-braced steel frame structure nearly equals to the value of steel frame structure under vertical load.And the horizontal displacement at brace end keeps fixed,no matter how to alter the relative stiffness of steel frame.
- prestressed steel structure,
- mega brace,
- steel frame structure,
- initial tension rule,
- sway mode

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References(12)

References

[2] 彭观寿, 高轩能, 陈明华.支撑布置对钢框架结构抗侧刚度的影响[J].工业建筑, 2008, 38(5):83－88.

黄怡, 王元清, 石永久.支撑布置形式对多高层钢结构抗震性能的影响分析[J].钢结构, 2005, 20(5):41－45.

[3] Hou Xingguo, Hiroshi T.Displacement-Restraint Bracing forSeismic Retrofit of Steel Moment Frames [J].Journal ofConstructional Steel Research, 2008(12):1－9.

[4] Mofid M, Lotfollahi M.On the Characteristics of New Ductile KneeBracing Systems [J].Journal of Constructional Steel Research, 2006, 62:271－281.

[5] Aydin E, Boduroglu M H.Optimal Placement of Steel DiagonalBraces for Upgrading the Seismic Capacity of Existing Structuresand Its Comparison with Optimal Dampers [J].Journal ofConstructional Steel Research, 2008, 64:72－86.

[6] Di Sarno L, Elnashai A S.Bracing Systems for Seismic Retrofittingof Steel Frames [J].Journal of Constructional Steel Research, 2009, 65:452－465.

[7] 颜潇潇, 童根树, 景亭, 等.跨层巨型斜支撑体系的节点分析与设计[J].工业建筑, 2008, 38(10):108－111.

[8] Yoo Jung-Han, Roeder C W, Lehman D E.Simulated Behavior ofMulti-Storey X-Braced Frames[J].Engineering Structures, 2009, 31:182－197.

[9] Hosseini Hashemi B, Hassanzadeh M.Study of a Semi-Rigid SteelBraced Building Damaged in the Bam Earthquake[J].Journal ofConstructional Steel Research, 2008, 64:704－721.

[10] 陆赐麟, 王冬梅.预应力技术首次在我国超高层钢结构中的成功应用[J].工业建筑, 2006(增刊):188－191.

[11] 唐柏鉴, 蒋志勇.一种预应力巨型支撑－框架结构:中国, 200920233698.6[P].2010－06－02.

[12] 唐柏鉴, 董军.首部《预应力钢结构技术规程》的几点探讨[J].江苏科技大学学报:自然科学版, 2009, 23(3):202－205.

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