Proposing two new methods to decrease lateral-torsional buckling in reduced beam section connections

Abstract

Reduced web section (RWS) connections can prevent lateral-torsional buckling and web local buckling experienced by reduced beam section (RBS) connections. In RWS connections, removing a large portion of web can result in shear demand intolerance induced to plastic hinge region. The present study aims to resolve the problems of RBS and RWS connections by proposing two new connections: (1) RBS with stiffener (RBS-ST) and (2) RBS with reduced web (RW-RBS) connections. In the first connection (RBS-ST), a series of stiffeners is connected to the beam in the reduced flange region, while the second connection (RW-RBS) considers both a reduction in flanges and a reduction in web. Five beam-to-column joints with three different connections, including RBS, RBS-ST, and RW-RBS connections were considered and simulated in ABAQUS. According to the results, RBS-ST and RW-RBS connections can decrease or even eliminate lateral-torsional buckling and web local buckling in RBS connection. It is important to note that RW-RBS connection is more effective in long beams with smaller shear demands in the plastic hinge region. Moreover, results showed that RBS and RW-RBS connections experienced strength degradation at 4% to 5% drift, while no strength degradation was observed in RBS-ST connection until 8% drift.

Graphical abstract

Keywords

RBS / RBS-ST / RW-RBS / lateral-torsional buckling / cyclic performance

References

[1] MillerD K. Lessons learned from the Northridge earthquake. Engineering Structures, 1998, 20(4−6): 249−260

[2] NakashimaMInoue KTadaM. Classification of damage to steel buildings observed in the 1995 Hyogoken-Nanbu earthquake. Engineering Structures, 1998, 20(4−6): 271−281

[3] Yu Q S K, Uang C M, Gross J. Seismic rehabilitation design of steel moment connection with welded haunch. Journal of Structural Engineering, 2000, 126(1): 69–78

[4] Chou C C, Tsai K C, Wang Y Y, Jao C K. Seismic rehabilitation performance of steel side plate moment connections. Earthquake Engineering & Structural Dynamics, 2010, 39(1): 23–44

[5] Ghobadi M, Ghassemieh M, Mazroi A, Abolmaali A. Seismic performance of ductile welded connections using T-stiffener. Journal of Constructional Steel Research, 2009, 65(4): 766–775

[6] Kang C H, Kim Y J, Shin K J, Oh Y S. Experimental investigation of composite moment connections with external stiffeners. Advances in Structural Engineering, 2013, 16(10): 1683–1700

[7] Popov E P, Yang T S, Chang S P. Design of steel MRF connections before and after 1994 Northridge earthquake. Journal of Structural Engineering, 1998, 20: 1030–1038

[8] Plumier A. Behavior of connections. Journal of Constructional Steel Research, 1994, 29(1−3): 95–119

[9] CarterC JIwankiw N R. Improved ductility in seismic steel moment frames with dogbone connections. Journal of Constructional Steel Research, 1998, 46(1–3): 448

[10] Engelhardt M D, Winneberger T, Zekany A J, Potyraj T J. The dogbone connection: Part II. Modern Steel Construction, 1996, 36(8): 46–55

[11] Deylami A, Moslehi Tabar A. Promotion of cyclic behavior of reduced beam section connections restraining beam web to local buckling. Thin-walled Structures, 2013, 73: 112–120

[12] Tahamouli Roudsari M, Jamshidi K H, Mohebi Zangeneh M. Experimental and numerical investigation of IPE reduced beam sections with diagonal web stiffeners. Journal of Earthquake Engineering, 2018, 22(4): 533–552

[13] Zhang X, Ricles J M. Experimental evaluation of reduced beam section connections to deep columns. Journal of Structural Engineering, 2006, 132(3): 346–357

[14] Chi B, Uang C M. Cyclic response and design recommendations of reduced beam section moment connections with deep columns. Journal of Structural Engineering, 2002, 128(4): 464–473

[15] Li F X, Kanao L, Li J, Morisako K. Local buckling of RBS beams subjected to cyclic loading. Journal of Structural Engineering, 2009, 135(12): 1491–1498

[16] Morshedi M A, Dolatshahi K M, Maleki S. Double reduced beam section connection. Journal of Constructional Steel Research, 2017, 138: 283–297

[17] Tsavdaridis K D, Papadopoulos T. A FE parametric study of RWS beam-to-column bolted connections with cellular beams. Journal of Constructional Steel Research, 2016, 116: 92–113

[18] Hedayat A A, Celikag M. Post-Northridge connection with modified beam end configuration to enhance strength and ductility. Journal of Constructional Steel Research, 2009, 65(7): 1413–1430

[19] Davarpanah M, Ronagh H, Memarzadeh P, Behnamfar F. Cyclic behaviour of elliptical-shaped reduced web section connection. Structures, 2020, 24: 955–973

[20] Imanpour A, Torabian S, Mirghaderi S R. Seismic design of the double-cell accordion-web reduced beam section connection. Engineering Structures, 2019, 191: 23–38

[21] Horton T A, Hajirasouliha I, Davison B, Ozdemir Z. More efficient design of reduced beam sections (RBS) for maximum seismic performance. Journal of Constructional Steel Research, 2021, 183: 106728

[22] Yang Q, Li B, Yang N. Aseismic behaviors of steel moment resisting frames with opening in beam web. Journal of Constructional Steel Research, 2009, 65(6): 1323–1336

[23] Momenzadeh S, Kazemi M T, Asl M H. Seismic performance of reduced web section moment connections. International Journal of Steel Structures, 2017, 17(2): 413–425

[24] Davarpanah M, Ronagh H, Memarzadeh P, Behnamfar F. Cyclic behavior of welded elliptical-shaped RWS moment frame. Journal of Constructional Steel Research, 2020, 175: 106319

[25] Nazaralizadeh H, Ronagh H, Memarzadeh P, Behnamfar F. Cyclic performance of bolted end-plate RWS connection with vertical-slits. Journal of Constructional Steel Research, 2020, 173: 106236

[26] Mirghaderi S R, Torabian S, Imanpour A. Seismic performance of the Accordion Web RBS connection. Journal of Constructional Steel Research, 2010, 66(2): 277–288

[27] Saleh A, Zahrai S M, Mirghaderi S R. Experimental study on innovative tubular web RBS connections in steel MRFs with typical shallow beams. Structural Engineering and Mechanics, 2016, 57(5): 785–808

[28] Zahrai S M, Mirghaderi S R, Saleh A. Increasing plastic hinge length using two pipes in a proposed web reduced beam section, an experimental and numerical study. Steel and Composite Structures, 2017, 23(4): 421–433

[29] Mansouri A, Shakiba M R, Fereshtehpour E. Two novel corrugated web reduced beam section connections for steel moment frames. Journal of Building Engineering, 2021, 43: 103187

[30] Vahedi M, Ardestani R, Zahrai S M. Sensitivity analysis of tubular-web reduced beam section connections under cyclic loading. International Journal of Steel Structures, 2021, 21(1): 100–117

[31] Lee C H, Jeon S W, Kim J H, Uang C M. Effects of panel zone strength and beam web connection method on seismic performance of reduced beam section steel moment connections. Journal of Structural Engineering, 2005, 131(12): 1854–1865

[32] Deylami A, Moslehi Tabar A. Promotion of cyclic behavior of reduced beam section connections restraining beam web to local buckling. Thin-walled Structures, 2013, 73: 112–120

[33] ANSI/AISC358-05. Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications. Chicago: AISC, 2016

[34] AISC. Seismic Provisions for Structural Steel Buildings, AISC/ANSI 341-16, American Institute of Steel Construction. Chicago: AISC, 2016

[35] ABAQUS/PRE:User’s Manual. Logan: Hibbit, Karlsson and Sorensen Inc., 1997

[36] Saneei Nia Z, Ghassemieh M, Mazroi A. WUF-W connection performance to box column subjected to uniaxial and biaxial loading. Journal of Constructional Steel Research, 2013, 88: 90–108

RIGHTS & PERMISSIONS

Higher Education Press