The Use of U Plates as Continuity plates of Box Column in Steel Structures Under Cyclic Loading

Document Type : Civil Article

Authors

1 M.Sc. of Structural Engineering, Shahid rajaie technical group

2 PhD petrology , Researcher of R & D Shahid rajaie technical group.

3 Associate Prof, Structural Eng. Dept., Faculty of Civil Eng., Semnan University

Abstract

One of the effective parts in providing the hard rigid connections of the beam to the column is continuity plates in the connections panel zone. The continuity plates in providing the connection hardness and its suitable operation play key role. Using continuity plates in the H columns is performable easily but in the box columns since of closing the cross section, its connection had problem. For this reason some times the flows of the steel structures prevented of using them. Installing internal continuity plates is a difficult fabrication task and also a costly procedure, and therefore researchers have tried to improve this type of connection not only by improving the connection details in the presence of internal continuity plates, but also by avoiding internal continuity plates and providing new load paths via external features. In this study to evaluate the performance of the U plates as external continuity plates of box column under cyclic loading. The results showed that in proposed connection with small dimention the plastic hing location is in the beam and stress of the column remains in the elastic limit, but proposed connection with medium and large dimention the plastic hing location is in the column. Therefor the medium and large connection strengthend whit rib plates. The rib plates in the proposed connection caused the plastic hing location is in the beam and the hysteresis curve is regular and stable.

Keywords

Main Subjects

References

 
[1] Nakashima, M., Roeder. C.W., Maruoka, Y. (2000). Steel Moment Frames For Earthquakes in United States & Japan, J Struct Eng, Vol. 126, pp. 861-868.
[2] Sherman, D.R. (1996). Designing With Structural Tubing, Eng J, Vol. 33, pp. 101-109.
[3] FEMA-355D (2000). State of the Art Report on Connection Performance, Washington (DC), Federal Emergency Management Agency.
[4] Chen, C.C., Lin, C.C., Tsai, C.L. (2004). Evaluation of Reinforced Connections Between Steel Beams & Box Columns, Eng Struct, Vol. 26, pp. 1889-1904.
[5] Chen C.C., Lin C.C, Lin C.H. (2006). Ductile Moment Connections Used in Steel Column-Tree Moment-Resisting Frames, J Construct Steel Res, Vol. 62, pp. 793-801.
[6] Tanaka, N. (2003). Evaluation of Maximum Strength & Optimum Haunch Length of Steel Beam-End With Horizontal Haunch, Eng Struct, Vol. 25, pp. 229-239.
[7] Shanmugam, N.E., Ting, L.C., (1995). Welded Interior Box Column to I-Beam Connections, J Struct Eng, Vol. 121, pp. 24-30.
[8] Ting, L.C., Shanmugam, N.E., Lee, S.L. (1991). Box Column to I-Beam Connections With External Stiffeners, J Construct Steel Res, Vol. 18, pp. 209-226.
[9] Ting, L.C., Shanmugam, N.E., Lee, S.L. (1993). Design of I-Beam to Box Column Connections Stiffened Externally, Eng J, Vol. 4, pp. 141-149.
[10] Shanmugam, N.E., Ting, L.C., Lee, S.L. (1991). Behavior of I-Beam to Box Column Connections Stiffened Externally & Subjected to Fluctuating Loads, J Construct Steel Res, Vol. 20, pp. 129-148.
[11] Kang, C.H., Shin, K.J., Oh, Y.S., Moon, T.S. (2001). Hysteresis Behavior of CFT Column to H-Beam Connections With External T-stiffener & Penetrated Elements, Eng Struct, Vol. 23, pp. 1194-1201.
[12] Shin, K.J., Kim, Y.J., Oh, Y.S., Moon, T.S. (2004). Behavior of Welded CFT Column to H-Beam Connections With External Stiffeners, Eng Struct, Vol. 26, pp. 1877-1887.
[13] Shin, K.J., Kim, Y.J., Oh, Y.S. (2008). Seismic Behavior of Composite Concrete-Filled Tube Column to Beam Moment Connections, J Construct Steel Res, Vol. 64, pp. 118-127.
[14] Park, J.W., Kang, S.M., Yang, S.C. (2005). Experimental Studies of Wide Flange Beam to Square Concrete Filled Tube Column Joints With Stiffening Plated Around the Column, J Struct Eng, Vol. 131, pp. 1866-1876.
[15] Kurobane, Y. (2002). Connections in Tubular Structures, Prog Struct Eng Mater, Vol. 2, pp. 35-43.
[16] طریقی، پ. (1395)، ارزیابی و مقایسه عملکرد اتصالات جوشی از پیش تایید شده در سازه‌های فولادی تحت بارگذاری چرخه‌ای، پایان نامه کارشناسی ارشد سازه، دانشکده مهندسی عمران، دانشگاه سمنان، ایران.
[17] Tanaka, A., Masuda, H., Kadoya, H., Ito, A. (2000). Behavior of WF Beam to SHS Column Connections Using Special Shaped High Strength Bolts, Proceedings of the fourth international workshop on connections in steel structures, pp. 205-212.
[18] Korol, R.M., Ghobaran, A., Mourad, S. (1993). Blind Bolted W-Shaped Beam to HSS Columns, J Struct Eng, Vol. 119, pp. 3463-3481.
[19] Wheeler, A.T., Clarke, M.J., Hancock, G.J., Murray, T.M. (1998). Design Model For Bolted Moment End Plate Connections Joining Rectangular Hollow Sections, J Struct Eng, Vol. 124, pp. 164-173.
[20] Wheeler, A.T., Clarke, M.J., Hancock, G.J. (2000). FE Modeling of Four Bolt Tubular Moment End Plate Connections, J Struct Eng, Vol. 126, pp.816-822.
[21] Erfani, S., Asnafi, A.A., Godarzi, A. (2016). Connection of I-Beam to Box Column by a Short Stub Beam, J Constructional Steel Research, Vol. 127, pp. 136-150.
[22] لطف اللهی یقین، م.ع.، ضیائیون، م. (1391). بررسی رفتار ستون‌های مرکب دو لایه تحت اثر متقابل نیروی محوری و لنگر خمشی. مدل سازی در مهندسی، (31) 10، 23- 15.
[23] احمدی، م.، خیرالدین، ع.، نادرپور، ح. (1389). بررسی رفتار و مقایسه آیین نامه های معتبر دنیا در زمینه ستون های مرکب بتنی و فولادی. مدل سازی در مهندسی, (22) 8، 49-37.
[24] همتی, ع.، خیرالدین، ع. (1390). بررسی تأثیر طبقه انتقالی بر رفتار ساختمان های ترکیبی در ارتفاع. مدل سازی در مهندسی, (26) 9، 65-57.
[25] جهانبختی دهکردی، ا. (1394). بررسی امکان حذف ورق‌های پیوستگی در اتصال صلب تیر I شکل به ستون قوطی، پایان نامه کارشناسی ارشد سازه، دانشکده مهندسی عمران، دانشگاه خواجه نصیرالدین طوسی، ایران.
[26] AISC/ANSI 341 (2010). Seismic Provisions For Structural Steel Buildings, Chicago, American Institute of Steel Construction.
[27] Saneei Nia, Z., Ghassemieh, M., Mazroi, A. (2013). WUF-W Connection Performance to Box Column Subjected to Uniaxial & Biaxial Loading, J Constructional Steel Research, Vol. 88, pp. 90-108.
[28] ATC-24 (1992). Guidelines for Cyclic Seismic Testing of Components of Steel Structures for Buildings, Applied Technology Council, Redwood City, CA., 1992.
[29] Arlekar, J.N., Murty, C.V.R. (2004). Improved Truss Model for Design of Welded Steel Moment Resisting Frame Connections, Journal of Structural Engineering, Vol. 130, pp. 498-510.
[30] AISC 358 (2016). Prequalified Connections For Special & Intermediate Steel Moment Frams For Seismic Applications, Chicago.
 
Journal of Modeling in Engineering
Volume 16, Issue 55
December 2018
Pages 311-320

Files

History

  • Receive Date: 31 December 2017
  • Revise Date: 07 March 2019
  • Accept Date: 15 April 2018

Share

How to cite

Statistics