ENGINEERING APPLICATION AND RECENT RESEARCH PROGRESS ON HIGH STRENGTH STEEL STRUCTURES

Shi Gang; Ban Huiyong; Shi Yongjiu; Wang Yuanqing

doi:10.13204/j.gyjz201201001

Volume 42 Issue 1

Dec. 2014

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Shi Gang, Ban Huiyong, Shi Yongjiu, Wang Yuanqing. ENGINEERING APPLICATION AND RECENT RESEARCH PROGRESS ON HIGH STRENGTH STEEL STRUCTURES[J]. INDUSTRIAL CONSTRUCTION, 2012, 42(1): 1-7,61. doi: 10.13204/j.gyjz201201001

Citation:

Shi Gang, Ban Huiyong, Shi Yongjiu, Wang Yuanqing. ENGINEERING APPLICATION AND RECENT RESEARCH PROGRESS ON HIGH STRENGTH STEEL STRUCTURES[J]. INDUSTRIAL CONSTRUCTION, 2012, 42(1): 1-7,61. doi: 10.13204/j.gyjz201201001

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ENGINEERING APPLICATION AND RECENT RESEARCH PROGRESS ON HIGH STRENGTH STEEL STRUCTURES

doi: 10.13204/j.gyjz201201001

1.
Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry,Department of Civil Engineering,Tsinghua University,Beijing 100084,China

Received Date: 2011-06-20
Publish Date: 2012-01-20

Abstract

Abstract

High strength steel has been gradually applied in construction industry.As the strength of steel increases,the property of toughness degrades to some extent,particularly in the case of application at low temperature.Therefore,it is necessary to study the impact toughness of high strength steel.Impact toughness tests of 14 mm thick Q460-C steel at low temperature were performed,Charpy impact power level was compared with that of 60,90,120,and 150 mm thick Q345 steel at the same temperature respectively,besides the scanning electronic microscope of the Charpy-type specimen fracture surfaces with different temperature points were analyzed.And the results showed that:1)The impact toughness of Q460-C steel decrease with the descending temperature;2)Between 20 ℃ and-20 ℃,the low temperature impact power level of 14 mm thick Q460-C was lower than that of 150,120,90 mm and 60 mm thick Q345 at the same temperature;3)The influence of steel strength on low temperature brittleness of Q460-C was less obvious than that of steel depth on that of Q345;4)The fracture appearances of Charpy-type specimens of Q460-C,which break at-20 ℃ had finished the transition form ductile to brittle on the whole,with a large of significant brittle characteristics.Meanwhile,a Boltzmann function fit analysis was made on Charpy impact test results of Q460-C,obtaining-11.1 ℃ as the brittle ductile transition temperature.Test results showed that the low temperature brittleness of Q460-C and its welding seam were apparent,to which much attention should be paid.
- high strength steel,
- engineering application,
- research progress,
- test

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References(39)

References

International Association for Bridge and Structural Engineering. Use and Application of High-Performance Steels for Steel Structures[M].Zurich:IABSE,2005.

Pocock G. High Strength Steel Use in Australia,Japan and the US[J].Structural Engineer,2006,(21):27-30.

Griffis G L,Axmann G,Patel B V. High-Strength Steel in the Long-Span Retractable Roof of Reliant Stadium[A].Baltimore,2003.1-9.

范重,刘先明,范学伟. 国家体育场大跨度钢结构设计与研究[J].建筑结构学报,2007,(02):1-16.doi: 10.3321/j.issn:1000-6869.2007.02.001.

陈振明,张耀林,彭明祥. 国产高强钢及厚板在央视新台址主楼建筑中的应用[J].钢结构,2009,(02):34-38.

Miki C,Homma K,Tominaga T. High Strength and High Performance Steels and Their Use in Bridge Structures[J].Journal of Constructional Steel Research,2002,(01):3-20.

苟明康,陶莉. 口.700MPa的高强钢在移动桥梁装备中的应用[J].钢结构,2002,(05):6-9.

张金斗. 上海南浦大桥主桥上部结构施工工艺[J].土木工程学报,1992,(06):17-24.

崔峰,万木运. 九江长江大桥15MnVN钢板的研制与生产[J].钢结构,1995,(01):14-24.

秦永坚,王登科,唐其练. 500kV双回路输电线路铁塔采用Q420高强钢的研究[J].武汉大学学报(工学版),2007,(z1):200-203.

李正良,刘红军,张东英. Q460高强钢在1000kV杆塔的应用[J].电网技术,2008,(24):1-5.doi: 10.1073/pnas.0804650106.

Rasmussen K J R,Hancock G J. Tests of High Strength Steel Columns[J].Journal of Constructional Steel Research,1995,(01):27-52.doi: 10.1016/0143-974X(95)97296-A.

Rasmussen K J R,Hancock G J. Plate Slenderness Limits for High Strength Steel Sections[J].Journal of Constructional Steel Research,1992,(01):73-96.

Usami T,Fuknmoto Y. Local and Overall Buckling of Welded Box Columns[J].Journal of the Structural Division ASCE,1982,(ST3):525-542.

Nishino F,Ueda Y,Tall L. Experimental Investigation of the Buckling of Plates with Residual Stresses[A].Philadelphia,Pennsylvania:ASTM Special Technical Publication,1967.12-30.

McDermott J F. Local Plastic Buckling of A514 Steel Members[J].Journal of the Structural Division ASCE,1969,(ST9):1837-1850.

Beg D,Hladnik L. Slenderness Limit of Class 3 I Cross-Sections Made of High Strength Steel[J].Journal of Constructional Steel Research,1996,(08):201-207.

Research School Integral Design of Structures.Research Projects 2006[R].Delft,the Netherlands,2006.

Gir~io Coelho A M,Bijlaard F S K. Experimental Behaviour of High-Strength Steel Web Shear Panels[J].Engineering Structures,2009,(07):1543-1555.

Girao Coelho A M,Bijlaard F S K. Experimental Behaviour of High Strength Steel End-Plate Connections[J].Journal of Constructional Steel Research,2007,(09):1228-1240.22 Heinila S,Marquis G B,Bjrk T. Observations on Fatigue Crack Paths in the Corners of Cold-Formed High-Strength Steel Tubes[J].Engineering Fracture Mechanics,2008,(3/4):833-844.

Martinez L L,Blom A F,Trogen H. Fatigue Behaviour of Steels with Strength Levels Between 350 and 900 MPa Influence of Post Weld Treatment Under Spectrum Loading[A].Stockholm,Sweden,1997.361-376.

Pijpers R J M,Kolstein M H,Romeijn A. Fatigue Experiments on Very High Strength Steel Base Material and Transverse Butt Welds[J].Advanced Steel Construction,2009,(01):14-32.

Gustafsson M. Thickness Effect in Fatigue of Welded Extra High Strength Steel Joints[A].Stockholm,Sweden,2002.205-224.

Olsson K E,Kahonen A. Profitability of High Strength Steels in Fatigue Loaded Structures[A].Stockholm,Sweden,2002.247-276.

Ban H Y,Shi G,Shi Y J. Research Progress on the Mechanical Property of High Strength Structural Steels[J].Current Advances in Materials and Processes,2011.640-648.

班慧勇,施刚,石永久. 超高强度钢材焊接截面残余应力分布研究[J].工程力学,2008,(SII):57-61.

班慧勇,施刚,邢海军. Q420等边角钢轴压杆稳定性能研究(I)--残余应力的试验研究[J].土木工程学报,2010,(07):14-21.

施刚,王元清,石永久. 高强度钢材轴心受压构件的受力性能[J].建筑结构学报,2009,(02):92-97.

施刚,石永久,王元清. 运用ANSYS分析超高强度钢材钢柱整体稳定特性[J].吉林大学自然科学学报,2009,(01):113-118.

施刚,石永久,王元清. 超高强度钢材焊接箱形轴心受压柱藏体稳定的有限元分析[J].沈阳建筑大学学报,2009,(02):255-261.

班慧勇,施刚,刘钊. Q420等边角钢轴压杆整体稳定性能试验研究[J].建筑结构学报,2011,(02):60-67.

拓燕艳. Q460高强角钢轴心受压构件整体稳定性的理论和试验研究[D].西安:西安建筑科技大学,2009.

孟路希. Q460等边角钢稳定承载力的试验研究[D].重庆:重庆大学,2009.

施刚,班慧勇,BijlaardFSK. 端部带约束的超高强度钢材受压构件整体稳定受力性能的试验研究和有限元分析[J].土木工程学报,2011,(10):17-25.

Shi G,Liu Z,Ban H Y. Experiments on the Local Buckling of 420 MPa Steel Equal Angle Columns Under Axial Compression[A].Hong Kong:The Hong Kong Institute of Steel Construction,2009.237-244.

魏鹏. Q460高强角钢轴压杆肢件宽厚比限值试验与理论研究[D].西安:西安建筑科技大学,2009.

李正良,史世伦,张东英. Q460等边单角钢压杆的局部屈曲[J].沈阳工业大学学报,2009,(06):701-707.

王飞,施刚,戴国欣. 屈强比对钢框架抗震性能影响研究进展[J].建筑结构学报,2010,(增刊1):18-22.

Wang F,Shi G,Dai G X. Finite Element Analysis on the Seismic Behavior of High Strength Steel Frames[A].广东广州,2010.2014-2020.

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